20170995 Ver 1_Mitigation Information_20180725

Restoration Systems
1101 Haynes Street, Suite 211
Raleigh, North Carolina 27604
919-755-9490
TO: Mac Haupt n\
NC DEQ– Division of Water Resources
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
FROM: Raymond Holz, Sr. Project Manager, Restoration Systems
DATE: July 25th 2018
RE: Restoration Systems' Yadkin 01 UMBI and Brushy Mountain Detailed Mitigation Plan
Mr. Haupt,
On July 25th• 20181 submitted via the USACE's AMRDEC systems, the Draft Restoration Systems Yadkin 01
Umbrella Mitigation Banking Instrument and Draft Detailed Restoration Plan for the Brushy Mountain Stream
and Wetland Mitigation Bank Parcel. I have provided here a hard copy of both documents include the Bank
Parcels 60% design/construction plans for your review and comment.
Thank you in advance for your time and effort in reviewing this proposed project. We look forward to your
thoughts and comments. If you have any immediate questions or issues, please do not hesitate to contact
me directly at 919-604-9314.
Sincerely,
�5-1-41—
Raymond Holz
Restoration Systems' Sr. Project Manager
Attachments:
1.) DRAFT Restoration Systems' Yadkin 01 UMBI and Brushy Mountain Detailed Restoration Plan
1101 Haines.St., Suite 211 • Raleigh. A(' 276()4 • 11 11,11 .r•estornNons.rstents.cnrn • Ph 919.'i59490 • Fr 919 %?x_949?

co:�
p TT
N -CN
VICINITY MAP
Not to Scale
erwra arwra raancr aat�aaaHa xo. � aT
N,C, BRUSHY MTN SITE
CONSTRUCTION PLANS
BRUSHY MOUNTAIN SITE
INDEX OF SHEETS
1 �
SHEET NUMBER
SHEET
LOCATION: YADKIN COUNTY NORTH CAROLINA
01
T'°e S"ee`
02A THRU 02E
Tyocals
0
03
Control Points and Location Map
�O
TYPE OF WORK: STREAM RESTORATION AND ENHANCEMENT (CLEARING,
04 THRU 19
Plan and Pcofle Sheets
GRUBBING, GRADING, EROSION CONTROL AND PLANTING)
E-03 THRU E -03E
E -03F
Erosion Control Detads
Haul Road iota Dona
E-04 THRU E'4
Erosion Control Paan Streets

M
0.
a
POUL-I U-YUUL SPACING (Il-)
(VARIES - SEE NOTE 1)
TYPICAL CHANNEL PROFILE
NOTES:
1. POOL -TO -POOL SPACING IS MEASURED FROM
CENTER OF POOL BEND TO CENTER OF POOL BEND.
TAIL OF
RIFFLE
DESIGN
CHANN
POOLLENGTH
POOLLENGTH
TYPICAL CHANNEL PLAN VIEW
CHANNEL PLAN VIEW NOTES:
1. THE CONTRACTOR SHALL LAYOUT THE CHANNEL ALIGNMENT BY LOCATING
THE RADII AND SCRIBING THE CENTER LINE FOR EACH POOL BEND. THE
CONNECTING TANGENT SECTIONS SHALL COMPLETE THE LAYOUT OF THE CHANNEL.
2. FIELD ADJUSTMENTS OF THE ALIGNMENT MAY BE REQUIRED TO SAVE TREES
OR AVOID OBSTACLES. THE STAKE -OUT SHALL BE APPROVED BY THE CONSTRUCTION
MANAGER BEFORE CONSTRUCTION OF THE CHANNEL.
PROPOSED
FLOODPLAIN
COIR FIBER
- EROSION -
CONTROL MATTING
SEE NOTE 2
1
1
j-11 L1
W
MAX. 1:1 SLOPE
TYPICAL POOL CROSS-SECTION
CHANNEL CONSTRUCTION NOTES:
1. MATERIAL EXCAVATED FROM CHANNEL AND FLOODPLAIN SHALL BE
USED TO BACKFILL EXISTING CHANNEL.
2. BANK PROTECTION SHALL CONSIST OF NATURAL COIR FIBER MATTING AND
PLACED TO THE TOP OF BANK. (SEE DETAIL COIR FIBER MATTING, SHEET E-30)
3. THE CONTRACTOR SHALL SUPPLY BED MATERIAL FOR THE ENTIRE BED
LENGTH OF EACH RIFFLE SECTION. THE BED MATERIAL SHALL CONSIST OF
A MIX OF CLASS A AND SMALLER STONE.
- LIVE WILLOW
STAKES
PROPOSED
ADDITIONAL NOTES
SHEET NAME SHEET NUMBER
TYPICALS 2A
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YAOAIN DATE: ZOIB
SUNGATE DESIGN GROUP, P.A.
.. it 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL [phone] S
ENG FIRM LICENSE NO. C-090
A1tiom Environmental, Inc.
\ (111111
�F ^� 9 ,
DATE.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TOP AND BOTTOM CASCADE: TIE TO EXISTING BEDROCK IN FIELD TO
BUILD CASCADE. NO POOL WILL BE CONSTRUCTED IN THIS LOCATION.
IF BEDROCK IS NOT PRESENT FOR ENTIRE LENGTH OF PROPOSED
CASCADE, CONSULT DESIGNER OR ENGINEER FOR FIELD ADJUSTMENT
- ARMOR RIFFLE: PROVIDE CLASS B RIP RAP PROTECTION ON ENTIRE
LENGTH OF RIFFLE APPROXIMATELY ONE STONE LAYER (5"-12-) DEEP.
CROSS-SECTION DIMENSIONS
15' MIN. W bK{
Wbkf ft.
VALLEY
Driff (ft.)
Dthal (ft.)
SIDE SLOPE
Wpool (ft.)
LIVE WILLOW
UT 1 (Upstream of UT 2)
9,2
STAKES
0.8
COIR FIBER
1.1
10.2
EROSION
UT 1 (Between UT 2 and UT 3)
IIIIII-
CONTROL MATTING
PROPOSED
3
SEE NOTE 2
FLOODPLAIN
-III=1-III
Gass A and
12,4
7.6
Cobble Stone
0.1
-ii1 III
13.7
-
UT 2
271 O
o
0.7
BANK SLOPE
9.0
EXTEND STONE Wthal o
UT3and 4
5.7
BED MATERIAL UP
0.5
0.1
CHANNELBANK
6.2
1.0
TO 113 D riff W bot
TYPICAL RIFFLE CROSS-SECTION
PROPOSED
FLOODPLAIN
COIR FIBER
- EROSION -
CONTROL MATTING
SEE NOTE 2
1
1
j-11 L1
W
MAX. 1:1 SLOPE
TYPICAL POOL CROSS-SECTION
CHANNEL CONSTRUCTION NOTES:
1. MATERIAL EXCAVATED FROM CHANNEL AND FLOODPLAIN SHALL BE
USED TO BACKFILL EXISTING CHANNEL.
2. BANK PROTECTION SHALL CONSIST OF NATURAL COIR FIBER MATTING AND
PLACED TO THE TOP OF BANK. (SEE DETAIL COIR FIBER MATTING, SHEET E-30)
3. THE CONTRACTOR SHALL SUPPLY BED MATERIAL FOR THE ENTIRE BED
LENGTH OF EACH RIFFLE SECTION. THE BED MATERIAL SHALL CONSIST OF
A MIX OF CLASS A AND SMALLER STONE.
- LIVE WILLOW
STAKES
PROPOSED
ADDITIONAL NOTES
SHEET NAME SHEET NUMBER
TYPICALS 2A
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YAOAIN DATE: ZOIB
SUNGATE DESIGN GROUP, P.A.
.. it 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL [phone] S
ENG FIRM LICENSE NO. C-090
A1tiom Environmental, Inc.
\ (111111
�F ^� 9 ,
DATE.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TOP AND BOTTOM CASCADE: TIE TO EXISTING BEDROCK IN FIELD TO
BUILD CASCADE. NO POOL WILL BE CONSTRUCTED IN THIS LOCATION.
IF BEDROCK IS NOT PRESENT FOR ENTIRE LENGTH OF PROPOSED
CASCADE, CONSULT DESIGNER OR ENGINEER FOR FIELD ADJUSTMENT
- ARMOR RIFFLE: PROVIDE CLASS B RIP RAP PROTECTION ON ENTIRE
LENGTH OF RIFFLE APPROXIMATELY ONE STONE LAYER (5"-12-) DEEP.
CROSS-SECTION DIMENSIONS
REACH
Wbkf ft.
Wbot (ft.)
Driff (ft.)
Dthal (ft.)
Dpool (ft.)
Wpool (ft.)
Wthal (ft.)
UT 1 (Upstream of UT 2)
9,2
3.6
0.8
0.1
1.1
10.2
1.0
UT 1 (Between UT 2 and UT 3)
10.9
6.5
1.0
0.1
1.2
12.0
1.0
UT 1 (Downstream Of UT 3)
12,4
7.6
1.1
0.1
1.4
13.7
1.0
UT 2
8.2
5.0
0.7
0.10.9
9.0
1.0
UT3and 4
5.7
3.3
0.5
0.1
0.6
6.2
1.0

#57 STONE AND
CLASS'A' RIP RAP/
NATIVE CHANNEL'
MATERIAL
LOG CROSS VANE
SCALE:NTS
FILTER FABRIC
LOG SILL
FILTER FABRIC
HEADER LOG
NOTES:
1. HEADER AND FOOTER LOGS SHALL BEA MINIMUM OF 18'
DIAMETER AND SHALL BE A HARDWOOD SPECIES.
(FOOTER LOG MAY BE SUBSTITUTED WITH PINE)
2. A DOUBLE FOOTER LOG MAY BE REQUIRED IN SAND BED
STREAMS.
3. ALL STONES ARE TO BE STRUCTURE STONES.
4. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE
OF THE STRUCTURE TO PREVENT WASHOUT OF SEDIMENT
THROUGH LOG GAPS. FILTER FABRIC SHALL EXTEND
FROM THE BOTTOM OF THE FOOTER TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE
STRUCTURE.
5. PERPENDICULAR ROOTWAD LOGS ARE REQUIRED IF THE LOG
VANE ARM DOES NOT HAVE A ROOTBALL TO TIE INTO THE BANK.
REACH
q M--
A V
HEADER LOG
COIR LOG TOP OF BANK
UT 1 (Upstream of UT 2)
9
CLASS'A' RIP RAP I FLOW(BANKFULL)
UT 1 (Between UT 2 and UT 3)
11
NATIVE CHANNEL '
UT 1 (Downstream of UT 3)
12
MATERIAL
#57 STONE / NATIVE O SCOUR
EXISTING
GROUND
TOP OF BANK
HEADER LOG (BANKFULL) EXISTING
AGROUND
CHANNEL MATERIALS o POOL \/
1
r 1
CHANNEL
CHANNEL
\ STONE
/
BACKFILLED AND COMPACT
O COIR LOG O
FILTER STREAMBED
J ELEVATION
WITH 057 STONE AND
CLASS RIP RAP /NATIVE
POOL C]q
'R O HS
F�R,C
FOOTER LOG
CHANNELEL MATERIAL
�
A I
STREEAMBED FILTER FABRIC
SECTION A -A
ELEVATION
FOOTER LOG
FOOTER
SECTION B -e
REACH
ARM LENGTH (FT.)
CHANNEL DEPTH (FT.)
UT 1 (Upstream of UT 2)
9
0.8-1.1
UT 1 (Between UT 2 and UT 3)
11
0.9-1.3
UT 1 (Downstream of UT 3)
12
1.1 - 1.4
UT 2
8
0.7-0.9
UT 3 and UT
6
CHANNEL
NOTE:
SHEET NAME
V1/
'
HEADER AND FOOTER STONES ARE LARGE, ANGULAR BOULDERS
BANI�ULL
MEASURING A MINIMUM OF 24' ALONG THE
SHORTEST DIMENSION.
1. EXIST. 5
COUNTY: YADKIN DATE: 20/8
SUNGATE DESIGN GROUP, P.A.
\ ,
CHANNEL /
\
T
1& 905 JONES FRANKLIN ROAD
\ HEADER /
CHANNEL
CHANNEL
\ STONE
/
BANK mal
1I
V
BANK
FILTER
FABRIC
1O
A I
I q
FOOTER
I
I
ELEVATION A -A STONE
ARM LENGTH
HEADER STONE
HEADER STONE BACK FILL
D5 TO GRADE
5'
5,
FOOTER STONE CHANNEL
12
DE H t— FLOW
®
®
STONER
© EXIST.
GROUND
I
m
I
'
Yz
Yz I
ROCK FILL / FILTER FABRIC
(#57 STONE) J
PLAN VIEW
WHERE NEEDED PROFILE B -B
TYPICAL CROSS -VANE
TYPICAL LOG VANE
i
1/3
SANKFUI
WIDTH
BURY END OF LOG VANES
AND HEADER LOG INTO
CHANNEL BED. SECURE I
LOGS TOGETHER EITHER I
BY CABLING OR PINNIN I
WITH REBAR. J
J
LL I
z
m 1
NAIL GEOTEXTILE HEADER
TO BACK OF LOG VANE, LOG
SEE PROJECT SPECIAL FLOW
PROVISIONS
LARGE
—STONE
KEY IN VANE TO BANK
MINIMUM OF AT AN
ELEVATION EQUAL TO
BANKFULL OR SLIGTHLY
LOWER
FLOW n
—��
BACKFILL, TYP.
LOG
VANE;
\
\ POOL
\ I
1 \
POOL EXCAVATED PER
DIRECTION OF ENGINEER
PLAN VIEW
SHEET NAME
V1/
'
IANKFU
BANI�ULL
WIDTH
WIDTH
NAIL GEOTEXTILE HEADER
TO BACK OF LOG VANE, LOG
SEE PROJECT SPECIAL FLOW
PROVISIONS
LARGE
—STONE
KEY IN VANE TO BANK
MINIMUM OF AT AN
ELEVATION EQUAL TO
BANKFULL OR SLIGTHLY
LOWER
FLOW n
—��
BACKFILL, TYP.
LOG
VANE;
\
\ POOL
\ I
1 \
POOL EXCAVATED PER
DIRECTION OF ENGINEER
PLAN VIEW
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
�p NOTES:
1) DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO BANKFULL.
2) DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER BOULDERS.I
I3) CLASS "A" STONE CAN BE USED TO REDUCE VOIDS
BETWEEN HEADERS AND FOOTERS.
i4) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE
DIRECTION OF THE ENGINEER.
5) POOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH.
LARGE
STONE
LARGE
STONE
2' MIN. BED
'k �J "� EXCAVATED POOL
LOG VANE, TYP. I_ _ _ _ _
2' MIN.
HEADER LOG, TYP.
GEOTEXTILE, TYP.
EXCAVATED TRENCH
FOR LOG VANE
CONSTRUCTION
BANKFULL
SECTION A -A
TIE VANE ARM INTOLARGE
�1/2 BANKFULL ELEVATION STONE
q.'6 TO 10% SLOPE
FLOW >
BACKFILL, TYP.
GEOTEXTILE, TYP.
SECTION B -B
SHEET NAME
SHEET NUMBER
TYPICALS
2B
PROJECT NAME:
BRUSHY NTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 20/8
SUNGATE DESIGN GROUP, P.A.
N
(\
1& 905 JONES FRANKLIN ROAD
., RALEIGH. NORTH CAROLINA 27606
*
_ TFL1919)B59-2243
�.,"
ENGFIRM LICENSE NO, 0890
Ariom Environmental,
Inc.
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
�p NOTES:
1) DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO BANKFULL.
2) DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER BOULDERS.I
I3) CLASS "A" STONE CAN BE USED TO REDUCE VOIDS
BETWEEN HEADERS AND FOOTERS.
i4) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE
DIRECTION OF THE ENGINEER.
5) POOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH.
LARGE
STONE
LARGE
STONE
2' MIN. BED
'k �J "� EXCAVATED POOL
LOG VANE, TYP. I_ _ _ _ _
2' MIN.
HEADER LOG, TYP.
GEOTEXTILE, TYP.
EXCAVATED TRENCH
FOR LOG VANE
CONSTRUCTION
BANKFULL
SECTION A -A
TIE VANE ARM INTOLARGE
�1/2 BANKFULL ELEVATION STONE
q.'6 TO 10% SLOPE
FLOW >
BACKFILL, TYP.
GEOTEXTILE, TYP.
SECTION B -B
120' TO
I 3p° _
J
J
Y
N
(\
m
GEOTEXTILE
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
�p NOTES:
1) DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO BANKFULL.
2) DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER BOULDERS.I
I3) CLASS "A" STONE CAN BE USED TO REDUCE VOIDS
BETWEEN HEADERS AND FOOTERS.
i4) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE
DIRECTION OF THE ENGINEER.
5) POOL DEPTH SHOULD BE 2 TO 3 TIMES BANKFULL DEPTH.
LARGE
STONE
LARGE
STONE
2' MIN. BED
'k �J "� EXCAVATED POOL
LOG VANE, TYP. I_ _ _ _ _
2' MIN.
HEADER LOG, TYP.
GEOTEXTILE, TYP.
EXCAVATED TRENCH
FOR LOG VANE
CONSTRUCTION
BANKFULL
SECTION A -A
TIE VANE ARM INTOLARGE
�1/2 BANKFULL ELEVATION STONE
q.'6 TO 10% SLOPE
FLOW >
BACKFILL, TYP.
GEOTEXTILE, TYP.
SECTION B -B

VANI
BE CO
OF LO
SILL STEP
I
II CHANNEL
I BANK
FILTER CLOTH AND
57 STONE (OR COMPARABLE)
ON UPSTREAM OF
VANE ARMS
I v
V
5 TO 7 %SLOPE '
a UP TO TOP OF \
BANK \ 5 TO 7% SLOPE
m \y UP TO TOP OF
s BANK
�F REINFORCED RIFFLE STEP
av
CHANNEL
BANK
VANE
BE CO
OF LOI
LARGE
STONE
SHEET NAME SHEET NUMBER
TYPICALS 2C
PROJECT NAME: BRUSH' MTM STREAM AND WETLAND RESTORATION SITE
COUNTY: YAOKIN DATE: 20/8
SUNGATE DESIGN GROUP, P.A.
100 905 JONES FRANKLIN ROAD
TEL RALEIGH, AROLINA 21606
TT(99) 59-2243
ENG FIRM LICENSE NO. C-990
A>oom Environmental, Inc.
CHANNEL
BANK
\\(III II
N C�
i U /
N
STEP POOL STRUCTURE �
3 CLOTH AND
]NE (OR
ERABLE)ON
REAM OF VANE
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED

DROP STRUCTURE - TERRACELL
WATER SURFACE
ELEVATION
TR TERRACELL
8 IN TERRACELL
SYNTHETIC GEOGRID
LOG SILL-
BR TERRACELL
GEOTEXTILE FABRIC J \ -Z\
PROFILE ARMORED POOL
(SEE NOTES)
TERRACELL STRUCTURE NOTES:
1. CONTRACTOR WILL INSTALL 8 -INCH TERRACELL SYNTHETIC GEOGRID AS PER THE MANUFACTURER'S
SPECIFICATIONS.
2. THE POOL AT THE BOTTOM OF THE DROP STRUCTURE WILL BE ARMORED WITH GEOTEXTILE FABRIC
AND SUITABLE NATURAL BED MATERIAL.
3. NATURAL BED MATERIAL IS DEFINED AS MATERIAL OBTAINED FROM STOCKPILES AT THE SITE RANGING
IN SIZE FROM 5" - 17" AVERAGE DIAMETER WITH THE MAJORITY OF MATERIAL HAVING 10" AVERAGE
DIAMETER, OR EQUIVALENT MATERIAL.
Side Slope at B b 1 Tle to Slip Grade
n—ill—I I I—
sm.mwate. o �
Wetland
St mwater
lana
��adeeaseat _
PROFILE
SECTION A -A
S
C
�f
RIP RAP OUTLE
8 IN TERRACELL
SYNTHETIC GEOGRID
GEOTEXTILE FABRIC
CROSS-SECTION
SHEET NAME SHEET NUMBER
TYPICALS 2D
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
SUNGATE DESIGN GROUP, P.A.
. ' 905 JONES FRANKLIN ROAD
% TEL EI(IGH 59RT CAROLINA 27606
ENG FIRM LICENSE NO C4190
A)dom Environmental. Inc. k
TERRACELL STRUCTURE NOTES:
1. CONTRACTOR WILL INSTALL 8 -INCH TERRACELL SYNTHETIC GEOGRID AS PER THE MANUFACTURER'S
SPECIFICATIONS.
2. ONCE THE SYNTHETIC GEOGRID HAS BEEN INSTALLED, GEOCELLS WILL BE BACKFILLED WITH GRAVEL
AND TOPSOIL AND PLANTED WITH EROSION CONTROL GRASSES AND WILLOW STAKES (SAL1A-N/)?AI.
MARSH TREATMENT AREA
DITCH OR
PIPE INLET \
I
{ � I
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
\ RIP RAP
BASIN

SHEET NAME SHEET NUMBER
TYPICALS 2E
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
ENGINEERED RIFFLE COUNTY: YADKIN I DATE: 2018
SCALE. N.T.S. SUNGATE DESIGN GROUP, P.A.
. ' 906 JONES FRANKLIN ROAD
. ' RALEIGH. NORTH CAROLINA 276M
TEL [phone]
ENG FIRM LICENSE NO. C4190
CL A RIP RAP Axiom Environmental, Inc.
Naturo� Natural,.._ i i 111/1
Ground Ground`�`N
((` C A '
BANK SLOPE
BANK SLOPE _ c -_
CHANNEL = _ S
NOTES:
1) PLACE CLASS A RIP RAP IN CHANNEL AND ON BANK SLOPES.
2) RIP RAP SIZE MAY BE ADJUSTED BASED ON FIELD CONDITIONS DATE:
AS DIRECTED BY ENGINEER OR DESIGNER.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PERMANMENT CROSSING
SCALE: N.T.S.
W
� P PIPE
(SIZE \PER \)
E-
W
2
CL 'A' RIP RAP
0.5' DEPTH MIN
i
NOTES:
1) INSTALL PERMANENT CROSSING WHILE CONSTRUCTION
LOCATION WITHIN STREAM HAS BEEN DEWATERED.
2) IF UNABLE TO INSTALL WHILE LOCATION IS DRY, PLACE
MATTING ON EXPOSED SOILS.
3) INSTALL 18" CMP FLOODPLAIN PIPES IN FLOODPLAIN AS
INDICATED ON PLANS.
" \ I
COMPACTED
GEOTEXTILE FABRICCMP PIPE BURY PIPE 20% SELECT MATERIAL
18" CMP�(SIZEPER PLAN)
�----- FLOODPLAIN PIPES SECTION A -A'
W BURY 20%
_ PERMANENT STREAM
CROSSING (TYP) CL 'A' RIP RAP COMPACTED
0.5' DEPTH MIN--\ SELECT MATERIAL
E — CL 'I' RIP RAP
_, � 18" THICK MIN
A'
7�
GEOTEXTILE FABRIC CMP PIPE
(SIZE AS PER PLAN)
SECTION B -B'

UTI
UTIA
SURVEY INFORMATION PROPERTY/
EASEMENT PROVIDED BY:
K2 DESIGN GROUP, P.A.
5688 U.S. HIGHWAY 70 EAST
GOLDSBORO, NC 27534
SHEET NAME
SHEET NUMBER
PROJECT NAME: BRUSHY AITN STREAV AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
300.150' 0 300-
Brushy Mountain Control Points
Pt ##
Northing
Easting
Elevation
Type
CP 1001
891550.790
1461086.639
1123.76
ISS CAP
CP 1002
891750.738
1461447.954
1136.63
ISS CAP
CP 1003
892475.956
1461310.016
1166.13
ISS CAP
CP 1004
892774.159
1461579.554
1210.37
ISS CAP
CP 1005
893616.376
1461041.999
1189.65
ISS CAP
CP 1006
892982.427
1460816.245
1156.67 1
ISS CAP
CP 1007
892354.498
1460848.955
1135.87
ISS CAP
CP 3088
892031.085
1461612.420
1153.19
ISS CAP
UTI
UTIA
SURVEY INFORMATION PROPERTY/
EASEMENT PROVIDED BY:
K2 DESIGN GROUP, P.A.
5688 U.S. HIGHWAY 70 EAST
GOLDSBORO, NC 27534
SHEET NAME
SHEET NUMBER
PROJECT NAME: BRUSHY AITN STREAV AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
300.150' 0 300-
600-
SUNGATE DESIGN GROUP, P.A.
10 905 JONES FRANKLIN ROAD
SCALE: 1"= 600'
RALEIGHNORTH CAROLINA 21606
•
TEL859. 243
ENGIFIRM LICENSE NO. C-890
Axiom EnAronmenlal,
Inc.

UTI
UPA
SURVEY INFORMATION PROPERTY/
EASEMENT PROVIDED BY:
K2 DESIGN GROUP, P.A.
5688 U.S. HIGHWAY 70 EAST
GOLDSBORO, NC 27534
SHEET NAME
SHEET NUMBER
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
i
300 150' 0 300- 600- SUNGATE DESIGN GROUP, P.A,
SCALE: 1"=600' . 1* 905 JONES FRANKLIN ROAD
. ' RALEIGH, NORTH CAROLINA 27505
TEL [phone]
_JW ENO FIRM LICENSE NO. C-890
Axiom Environmental, Inc.

-UT 1B--UTI-STRUCTURE LOCATIONS
m
;
OFFSET
NORTHING
EASTING
LOG CROSS VANE
2+29.82
i-
893,764.39
1,461,153.09
LOG CROSS VANE
2+43.61
0
893,753.68
,
LOG CROSS VANE
2+49.18
0
893,751.13
1,461139.52
LOG CROSS VANE
0
0
893,737.20
-UT1 B- BEGIN ,
LOG CROSS VANE
2+78.81
0
o
1,461,117.44
Qj
ENHANCEMENT 11
0
893.705.01
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SHEET NAME I SHEET NUMBER
STRUCTURES 4
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
SUNGATE DESIGN GROUP, P.A.
' 905 JONES FRANKLIN ROAD
RALEIGH. NORTH CMOLINA 2/606
TEL (FI M 59-2243
)KENS
ENG FIRM LICENSE NO. 0-690
Aziom Environmental, Inc.
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COUNTY: YADKIN DATE: 2018
SUNGATE DESIGN GROUP, P.A.
' 905 JONES FRANKLIN ROAD
RALEIGH. NORTH CMOLINA 2/606
TEL (FI M 59-2243
)KENS
ENG FIRM LICENSE NO. 0-690
Aziom Environmental, Inc.
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905 JONES FRANKLIN ROAD
RALEIGH. NORTH CAROLINA 27606
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PRoIECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P.A.
. , 905 JONES FRANKLIN ROAD
RALEIGH. NORTH CAROLINA 27606
TEL' 919)85&
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7� Axiom En*onmental, Inc.
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` SHEET NAME SHEET NUMBER
STRUCTURES 6
PRoIECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P.A.
. , 905 JONES FRANKLIN ROAD
RALEIGH. NORTH CAROLINA 27606
TEL' 919)85&
ENG FIRM LICENSE NO. C-990
7� Axiom En*onmental, Inc.
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SHEET NAME SHEET NUMBER
STRUCTURES 7
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2016
SUNGATE DESIGN GROUP, P.A.
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STRUCTURES 7
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2016
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SHEET NAME I SHEET NUMBER
STRUCTURES 1 8
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION S/TE
COUNTY: YADKIN MTE: 2018
SUNGATE DESIGN GROUP, P.A.
. ' 905 JONES FRANKLIN ROAD
. ' RALEIGH, NORTH CAROLINA 27606
TEL [phone]
ENG FIRM LICENSE NO. C-690
AzIa91 EOVIIOOOICOI6I, Inc.
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12+59.23
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SHEET NAME I SHEET NUMBER
STRUCTURES 1 8
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION S/TE
COUNTY: YADKIN MTE: 2018
SUNGATE DESIGN GROUP, P.A.
. ' 905 JONES FRANKLIN ROAD
. ' RALEIGH, NORTH CAROLINA 27606
TEL [phone]
ENG FIRM LICENSE NO. C-690
AzIa91 EOVIIOOOICOI6I, Inc.
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(^ COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P.A.
. ' 90.5 JONES FRANIQIN ROAD
. . RALEIGH, NORTH CAROLINA 22605
TEL[phone]<3
ENG FIRM LICENSE NO. C 9
Axiom EnNronmental, Inc.
SHUTT, ROY B ET UX
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STATION
OFFSET
NORTHING
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25+11.32
0
891.734.64
1,461,122.21
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27+94.00
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\ - PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
(^ COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P.A.
. ' 90.5 JONES FRANIQIN ROAD
. . RALEIGH, NORTH CAROLINA 22605
TEL[phone]<3
ENG FIRM LICENSE NO. C 9
Axiom EnNronmental, Inc.
SHUTT, ROY B ET UX
AND SHUTT, RUTH D \. (\A C
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6 1A
SHEET NAME SHEET NUMBER
STRUCTURES l0
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN I DATE: 2016
SUNGATE DESIGN GROUP, P.A.
' 985 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27686
- f ' TEL (919) 859-nQ
ENG FIRM LICENSE NO. C4198
Axiom En*onmental, Inc.
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F71 DB 0967 PG 0036`
N
SHEET NAME F SHEET NUMBER
-UT 2- STRUCTURE LOCATIONS
STR. TYPE
STATION
OFFSET
NORTHING
EASTING
LOG CROSS VANE
160.68
0
892,882.28
1,460,752.60
LOG CROSS VANE
220.26
0
892,826.84
1,460,766.62
LOG CROSS VANE
381.49
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892,693.46
1,460,840.86
LOG CROSS VANE
414.19
0
892,662.80
1,460,832.98
SHEET NAME F SHEET NUMBER
STRUCTURES 11
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2018
SUNGATE DESIGN GROUP, P.A.
' 995 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL (919)65x]113

;JONES, RICHARD H
SHEET NAME SHEET NUMBER
STRUCTURES i 12
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P,A.
. ' 905 JONES FRANKLIN ROAD
.' RALEIGH, NORTH CAROLINA 27606
• f TEL [phone]
_AMU
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Axiom Environmental, Inc.
\tttlii III///
D..B, 0423 PG ,0013 SEE NOTES ON TYPICAL CROSS-SECTIONS, SHEET 2A \\.��N 11 IA Filo i
-ltT3- START
PRESERVATION CP 1004
STA 0+00 -UT3- o 9
= _
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JONES, RICHARD N It—
DB 0923 PG 0913 S O
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STATION
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EASTING
SILL STEP
130.20 1
0
892,998.42
1,461,622.31
LOG CROSS VANE
142.70
0
892,986.27
1,461,616.95
TOP CASCADE"
356.18
0
892,820.77
1,461,494.80
BOTTOM CASCADE--
359.03
0
892,818.35
1,461,493.30
ARMOR RIFFLE"'
367.70
0
892,811.28
1,461,488.28
STEP POOL
420.94
0
892,778.06
1,461,448.15
STEP POOL
1 479.73
0
892,734.41
1,461,411.38
TOP CASCADE
1 497.52
0
892,719.07
1,461,403.19
SHEET NAME SHEET NUMBER
STRUCTURES i 12
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P,A.
. ' 905 JONES FRANKLIN ROAD
.' RALEIGH, NORTH CAROLINA 27606
• f TEL [phone]
_AMU
��//,j ENG FIRM LICENSE NO. GA90
Axiom Environmental, Inc.
\tttlii III///
D..B, 0423 PG ,0013 SEE NOTES ON TYPICAL CROSS-SECTIONS, SHEET 2A \\.��N 11 IA Filo i
-ltT3- START
PRESERVATION CP 1004
STA 0+00 -UT3- o 9
= _
ELS%=1243.32 PROPOSED BANKFULL STEP POOL - - a-
_ -
cn
JONES, RICHARD N It—
DB 0923 PG 0913 S O
r � p
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p \
ch REMOVE
�. g� SILL STEP � BEDROCK � Z
LOGTIE
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AND EVANS, RENAE
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TILE
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EDROCK TIE-IN
UT 3
DATE.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SHEET NAME SHEET NUMBER
STRUCTURES 14
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
STATION
OFFSET
COUNTY: YAORN DATE: 2018
SUNGATE DESIGN GROUP, P.A.
LOG CROSS VANE
10+40.98
. , 905 JONES FRANIQJN ROAD
. RALEIGH, NORTH CAROLINA 27506
/ TEL (9'9)85&2243
ENG FIRM LICENSE NO. CASW
892.266.06
Axiom Environmental, Inc.
DATE.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
-UT 3- STRUCTURE LOCATIONS
STR. TYPE
STATION
OFFSET
NORTHING
EASTING
LOG CROSS VANE
10+40.98
0
892.266.06
1,461,155.29
LOG CROSS VANE
10+57.44
0
892,251.36
1,461,148.09
LOG CROSS VANE
10+77.48
0
892,231.68
1,461,144.75
LOG CROSS VANE
10+93.95
0
892,217.59
1,461,136.48
LOG CROSS VANE
11+10.57
0
892,201.71
1,461.131.75
LOG CROSS VANE
11+26.66
0
892,187.98
1,461,123.45
LOG CROSS VANE
11+40.69
0
892,174.84
1,461,118.59
LOGCROSSVANE
11+54.84
0
892,163.34
1,461,110.43
LOGCROSSVANE
11+70.27
0
892,148.45
1,461,107.10
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11+89.31
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892,135.91
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SHEET NAME I SHEEP NUMBER
STRUCTURES l5
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
EIP SHUTT, ROY B ET UX COUNTY: YADKIN I DATE: 2018
AND SHUTT, RUTH D SUNGATE DESIGN GROUP, P.A.
- DS 0470 PG 0261
. to 9M ONES FRANIQIN ROAD
' RALEIGH, NORTH CAROLINA 27606
11 // TEL(9'199669-2M
ENG FIRM LICENSE NO. C-690
,. - ; A%IORI EI1VIlOOTCOI61, InC.
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1+96.29
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891,990.14
1,461,629.88
LOG CROSS VANE
2+07.88
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891,982.85
1,461,620.87
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3+86.71
0
891.850.02
1,461,523.15
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4+44.74
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1,461,467.86
SILL STEP
4+83.3
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w w
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SHUTT, ROY B'ET UX
AND SHUTT,RUTH D
DB 0470 PG 0261
EVANS, CHARLES D
AND EVANS, RENAE
DB 0967 PG 0036
REMOVE
DRAIN TILE
E,X QRAIR TILE
REMOVE LOG CROSS VANE
DRAIN TILE
C -P 1002
O _ , OR_ R C
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ro" SILL STEP o
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STEP POOL
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3
UT 4
DENOTES RESTORED
WETLANDS
SFF
stiF
FT
8
SHEET NAME SHEET NUMBER
STRUCTURES 16
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2016
SUNGATE DESIGN GROUP, P.A.
10 to905 JONESFRANIQIN ROAD
. ' RALEIGH, NORTH CAROLINA 276DB
TEL [phone]
ENG FIRM LICENSE NO. C-690
Axiom EnAronmentel, Inc.
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
-UT 4- STRUCTURE LOCATIONS
STR. TYPE
STATION
OFFSET
NORTHING
EASTING
LOG CROSS VANE
5+27.89
0
891,781.11
1,461,422.14
STEP POOL
5+99.01
0
891,776.26
1,461,359.03
LOG CROSS VANE
6+21.41
0
891,770.19
1,461,338.09
LOG CROSS VANE
6+39.35
0
891,769.22
1,461,320.27
LOG CROSS VANE
6+54.20
0
891,765.01
1,461,306.08
STEP POOL
7+01.99
0
891,754.42
1,461,260.43
LOG CROSS VANE
7+17.80
0
891,744.14
1,461,249.13
SILL STEP
7+31.71
0
891,735.59
1,461,238.22
LOG CROSS VANE
7+48.16
0
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1,461,230.76
w w
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SHUTT, ROY B'ET UX
AND SHUTT,RUTH D
DB 0470 PG 0261
EVANS, CHARLES D
AND EVANS, RENAE
DB 0967 PG 0036
REMOVE
DRAIN TILE
E,X QRAIR TILE
REMOVE LOG CROSS VANE
DRAIN TILE
C -P 1002
O _ , OR_ R C
_LOCa-CROSS VANE
ro" SILL STEP o
0
STEP POOL h
STEP POOL
LOG CROSS VANE
PROPOSED
BANKFULL
LOG CROSS VANE
3
UT 4
DENOTES RESTORED
WETLANDS
SFF
stiF
FT
8
SHEET NAME SHEET NUMBER
STRUCTURES 16
PROJECT NAME: BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY: YADKIN DATE: 2016
SUNGATE DESIGN GROUP, P.A.
10 to905 JONESFRANIQIN ROAD
. ' RALEIGH, NORTH CAROLINA 276DB
TEL [phone]
ENG FIRM LICENSE NO. C-690
Axiom EnAronmentel, Inc.
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED

SHEET NAME SHEET NUMBER
STRUCTURES 17
DENOTES ENHANCEMENT o �- -� PROJECT NAME BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
IN WETLAND COUNTY: YADKIN I DATE: 2018
SUNGATE DESIGN GROUP, P.A.
906 JONES FRANKLIN ROAD
f \
RALEIGH, NORTH CAROLINA 21606
TEL [phone]
ENG FIRM LICENSE NO. C -X90
A>vom Environmental, Inc.
\\\��I11111 (1111
2��1
/USF c,
SEE SHEE1 4
0
s
E DATE:
- - DOCUMENT NOT CONSIDERED FINAL
- - UNLESS ALL SIGNATURES COMPLETED
�O
SEE SHEET 5
J)
m
FT -1
N
rT 1
Fri
00
EVANS, CHARLES D
AND EVANS, RENAE
DB 0967 PG 0036
Ji- -
v '
- - - .
O
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2
MEIERS„ ROBERT d
DB 1093 013 fla83
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FT -1
FT -1
N
FT -1
Fri
SHEET NAME
SHEET NUMBER
—.— .4USITY MTN STREAM AND WETLAND RESTORATION 1-1
COUNTY: YADKIN DATE: 20/8
SUNGATE DESIGN GROUP, P.A.
. 905 JONES FRANIKUN ROAD
RALEIGH, NORTH CAROLINA P808
1 TEL 1919)85&2243
ENG FIRM LICENSE NO. C-890
d, Inc.
DATE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED

a
n
CONSTRUCTION SEOUENCE FOR TYPICAL PUMP -AROUND:
I.INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE.
2. PLACE UPSTREAM IMPERVIOUS DIKE. DOWNSTREAM RIP RAP DISSIPATION PAD, AND
BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
P RAP
DISSIPATION IPAD 1 I 3. PLACE DOWNSTREAM IMPERVIOUS DIKE.
I PDA -1 �I SEDIMENT BAG 4, INSTALL SEDIMENT BAG AND ASSOCIATED PUMP. DEWATER THE ENTRAPPED � (SEE DETAIL)
AREA.
I
DEWATERING 5. PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLANS.
\ r� PUMP 6. EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF
\ I IMPERVIOUS DIKES. REMOVE IMPERVIOUS DIKES. PUMPS, TEMPORARY FLEXIBLE HOSE,
AND DISSIPATION PAD (BEGIN WITH DOWNSTREAM IMPERVIOUS DIKE FIRST).
\ I
IMPERVIOUS DIKE \ I 7. ALL GRADING AND STABILIZATION MUST BE COMPLETED WITHIN THE PUMP DATE:
(SEE DETAIL) \\ I AROUND AREAS BETWEEN THE IMPERVIOUS DIKES. THE IMPERVIOUS LOCATIONS AS
\ I SHOWN ON THIS SHEET ONLY REPRESENT THE UPPER AND LOWER EXTENT OF
WORK FOR EACH STREAM SEGMENT.THE CONTRACTOR IS RESPONSIBLE FOR
DETERMINING THE LOCATION OF THE IMPERVIOUS DIKES.
� I
y & REMOVE SEDIMENT BAGS) AND BACKFILL. STABILIZE DISTURBED AREA WITH SEED
AND MULCH.
\ 0 -V
\ T 0�
,p
9
\ �ob
I \ 2 F
I \
\
TEMPORARY \\ `
FLEXIBLE HOSE \
EXISTING CHANNEL
PUMP -AROUND PUMP
P-1
NOTES:
I. ALL EXCAVATION SHALL BE PERFORMED IN ONLY DRY OR ISOLATED
SECTIONS OF CHANNEL
2. IMPERVIOUS DIKES ARE TO BE USED TO ISOLATE WORK FROM
STREAM FLOW WHEN NECESSARY
3.ALL GRADED STREAM BANKS SHALL BE SEEDED, MULCHED, AND
MATTED AT THE END OF EACH WORKING DAY. ALL OTHER GRADED
AREAS SHALL BE SEEDED IN ACCORDANCE WITH THE CONSTRUCTION
DOCUMENTS.
4. MAINTENANCE OF STREAM FLOW OPERATIONS SHALL BE INCIDENTAL
TO THE WORK, THIS INCLUDES POLYETHYLENE SHEETING,
DIVERSION PIPES, PUMPS, AND HOSES.
5. PUMPS AND HOSES SHALL BE OF A SUFFICIENT SIZE AND NUMBER
TO DEWATER THE WORK AREA.
6. RIP RAP DISSIPATION PAD TO BE INSTALLED DOWNSTREAM OF LOWER
IMPERVIOUS DIKE
TYPICAL PUMP -AROUND OPERATION
IMPERVIOUS DIKE
(SEE DETAIL)
SHEET NAME I SHEET NUMBER
EROSION CONTROL TYPICAL I E-3
PROJECT NAME: BRUSm' NTN STREAM AND WETLAND RESTORATION $ITE
COUNTY: YAOf1W I DATE: 208
SUNGATE DESIGN GROUP, P,A,
.. .' 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA Vb&i
59-2243
L TEL (FIR LICENSE
LJ _ � _t ENG FIRM LICENSE NO. C4190
A%IORI Environmental, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
R I PRAP DISSIPATION PAD PLAN VIEW
jam— 4.0 F T ---*{
JLU I IIJIN A -A
NOTES:
T= 12"
TER
DLANKET
I. La IS THE LENGTH OF THE RIPRAP APRON.
2. T = THICKNESS
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON
UP THE CHANNEL BANKS TO THE TOP OF THE BANK.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
RIP RAP DISIPATION PAD SPECIFICATIONS
ASSUMED
PERMANENT
LENGTH
WIDTH
STONE SIZE
STONE CLASS
THICKNESS
HOSE SIZE
(IN)
(Y/N)
La (FT)
Wo (FT)
d50 (IN)
(IN)
4'
N
4,0
1.0
3
A
12

SEDIMENT
CONTROL STONE
IMPERVIOUS DIKE
3'MAX.
;TRUCTURAL
STONE
CROSS SECTION VIEW
NOTES:
I. USE CLASS B STONE FOR
STRUCTURAL STONE.
2. USE NO. 5 OR NO. 57
STONE FOR SEDIMENT CONTROL.
3. CONSTRUCT DAM A MAXIMUM
OF I FT. ABOVE NORMAL FLOW
DEPTH.
4. TOE IN IMPERVIOUS
MATERIAL
5. LINE BANKS WITH CLASS B
STONE 5' UPSTREAM AND 10'
DOWNSTREAM OF IMP. DIKE.
I BANK-
I I"41—BASE OF STREAM I
TOP VIEW
TOP OF BANK
STREAM BED
4
2' MIN.
FRONT VIEW
EXISTING GROUND
r— PUMP HOSE
CLASS B STONE
( 12' THICK) —
GEOTEXTILE FABRIC
DATE:
SEDIMENT BAG
15' MINIMUM
SHEET NAME
SHEET NUMBER
PROJECT NAME.
BRUSM' MTN STRAY AND WETLANO RESTORATION SITE
COUNTY, Y"IN 1 DATE. "
SUNGATE DESIGN GROUP, P.A.
It 905 JONES FRANKLIN ROAD
.. RALEIGH, NORTH CAROLINA 27606
TEL
(919)95—J7
L/
ENG FIRM LICENSE NO. C-890
MR
Axiom Environmental,
Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SEDIMENT BAG
INSTALLATION:
I. INSTALL SEDIMENT BAG ON A SLOPE SO
INCOMING WATER FLOWS DOWNHILL THROUGH BAG
WITHOUT CREATING MORE EROSION. TO INCREASE THE
EFFICIENCY OF FILTRATION, PLACE THE BAG ON A
GRAVEL BED IN ORDER TO MAXIMIZE WATER FLOW
THROUGH THE SURFACE AREA OF THE BAG.
2. BAG IS FULL WHEN IT NO LONGER CAN EFFICIENTLY
FILTER SEDIMENT OR ALLOW WATER TO PASS AT A
REASONABLE RATE. FLOW RATES WILL VARY
DEPENDING ON THE SIZE OF SEDIMENT BAG, THE TYPE
AND AMOUNT OF SEDIMENT DISCHARGED INTO THE
BAG, THE TYPE OF GROUND, ROCK OR OTHER
SUBSTANCE UNDER THE BAG AND THE DEGREE OF THE
SLOPE ON WHICH THE BAG LIES. UNDER MOST
CIRCUMSTANCES THE SEDIMENT BAG WILL
ACCOMMODATE FLOW RATES OF 1100 GALLONS PER
MINUTE. USE OF EXCESSIVE FLOW RATES OR
OVERFILLING WITH SEDIMENT WILL CAUSE THE BAG
TO RUPTURE OR FAILURE OF THE HOSE ATTACHMENT
STRAPS.
3. DISPOSE OF SEDIMENT BAG AS DIRECTED BY THE SITE
DESIGNER, IF ALLOWED, BAG MAY BE CUT OPEN AND
THE CONTENTS SEEDED AFTER REMOVING VISIBLE
FABRIC.
4. REFER TO DETAIL REGARDING GEOTEXTILE FABRIC
ATTRIBUTES.
STREAM

NOTES:
I. USE CLASS 'A' STONE ON PAD. PAD TO BE MINIMUM 100' LONG x 12' WIDE x 6' DEEP.
2. TURNING RADIUS SHOULD BE SUFFICIENT TO ACCOMODATE LARGE TRUCKS.
3. ENTRANCE(S) SHOULD BE LOCATED AS TO PROVIDE MAXIMUM UTILITY BY ALL
CONSTRUCTION VEHICLES.
4. ENTRANCES) MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT
TRACKING OR DIRECT FLOW OF MUD ONTO ADJACENT ROADWAYS. PERIODIC
TOP DRESSING WITH STONE MAY BE NECESSARY.
5. ANY MATERIAL WHICH FINDS ITS WAY ONTO THE ADJACENT ROADWAY MUST
BE CLEANED UP IMMEDIATELY.
I.IHJJ M J 1 VIYL /
GEOTEXTILE FABRIC
TEMPORARY CONSTRUCTION ENTRANCE/EXIT
DATE:
SHEET NAME I SHEET NUMBER
' PROJECT NAME. BRUSHY MTN STREAM AND WETLAND RESTORATION SITE
COUNTY. YALIVM I DATE. 'COIR
4' MAX. 4' MAX.
SUNGATE DESIGN GROUP, P.A.
. ' 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA279
TEL [phone]Q
ENO FIRM LICENSE NO C -B90
Axiom Environmental. Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
I IL I LIT 1 NUI\
I. FILTER FABRIC SHALL BE A MINIMUM
OF 36" IN WIDTH AND SHALL BE
FASTENED SECURELY TO THE POSTS.
2. STEEL POST SHALL BE 5'-0" IN HEIGHT
AND BE OF THE SELF -FASTENER ANGLE
STEEL TYPE.
3. WHEN JOINTS ARE NECESSARY, SECURELY
FASTEN THE FABRIC AT A SUPPORT POST
{ WITH OVERLAP TO THE NEXT POST.
4. FILTER FABRIC TO BE NYLON, POLYESTER,
PROPYLENE, OR ETHYLENE YARN WITH EXTRA
STRENGTH (50 LB/LIN. INCH MINIMUM) AND
WITH A MINIMUM FLOW RATE OF 0.3 GAL/FT/MIN.
FABRIC SHOULD CONTAIN ULTRAVIOLET RAY
INHIBITORS AND STABILIZERS.
FILTER FABRIC
COMPACTED FILL
FLOW
SILT FENCE
1I1=1I1
Ej - 11
sgiu

9
TOP
12•x12' •/-
ROUGH CUT TIMBER
LENGTH VARIES
LOG MAT BRIDGE
TOP OF BANK
PLAN VIEW
5' MIN 51 MIN
ROUGH CUT TIMBEA
LENGTH VARIES
U////////////////////////////////////////////////////////// .
CROSS SECTION VIEW
NOTE.
DETAIL PROVIDED FOR INFORMATIONAL
PURPOSES. USE OF LOG MAT BRIDGE
IS AT CONTRACTORS DISCRETION.
BOLTED
NGTH VARIES
AS E." ROUGH CUT TIMBER
-
SECTION THROUGH
LOG MAT BRIDGE
DATE:
SHEET NAME SHEET NUMBER
EROSION CONTROL TYPICAL E -3C
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DRAFT BANK SITE MITIGATION PLAN
YADKIN 03040101 UMBRELLA MITIGATION BANK
DEVELOPED THROUGH
RESTORATION AND ENHANCEMENT OF THE
BRUSHY MOUNTAIN MITIGATION BANK SITE
Yadkin County, North Carolina
Axiom Environmental. Inc.
PREPARED BY:
RESTORATION SYSTEMS, LLC
1101 HAYNES STREET, SUITE 211
RALEIGH, NORTH CAROLINA 27604
AND
AXIOM ENVIRONMENTAL, INC.
218 SNOW AVENUE
RALEIGH, NORTH CAROLINA 27603
JULY 2018

AGREEMENT TO ESTABLISH THE RESTORATION SYSTEMS' YADKIN 01
UMBRELLA MITIGATION BANK WITHIN THE STATE OF NORTH CAROLINA
U.S. Army Corps of Engineers (Corps) approval of this Instrument constitutes the
regulatory approval required for the RESTORATION SYSTEMS' YADKIN 01 UMBRELLA
MITIGATION BANK to be used to provide compensatory mitigation for Department of the
Army permits pursuant to 33 CFR 332.8(a)(1). This Instrument is not a contract between the
Sponsor or Property Owner and Corps or any other agency of the federal government. Any
dispute arising under this Instrument will not give rise to any claim by the Sponsor or Property
Owner for monetary damages. This provision is controlling notwithstanding any other provision
or statement in the Instrument to the contrary.
This Umbrella Mitigation Banking Instrument (LIMBI) is made and entered into on the
day of , 2018, by Restoration Systems, LLC (Sponsor) and the Corps, and each of the
following agencies, upon its execution of this LIMBI, the Environmental Protection Agency
(EPA), the U.S. Fish and Wildlife Service (FWS), the National Marine Fisheries Service
(NMFS), the North Carolina Wildlife Resources Commission (NCWRC), the State Historic
Preservation Office (SHPO) and the North Carolina Division of Water Resources (NCDWR).
The Corps, together with the State and Federal agencies that execute this UMBI, are hereinafter
collectively referred to as the Interagency Review Team (IRT).
WHEREAS the purpose of this agreement is to establish an umbrella mitigation bank
(Bank) providing compensatory mitigation for unavoidable wetland and/or stream impacts
separately authorized by Section 404 Clean Water Act permits and /or Section 10 of the Rivers
and Harbors Act permits in appropriate circumstances;
WHEREAS the agencies comprising the IRT agree that the Bank Sites are suitable
mitigation sites, and that implementation of the Mitigation Plans are likely to result in net gains
in wetland and/or stream functions at the Bank Sites, and have therefore approved the Mitigation
Plans;
THEREFORE, it is mutually agreed among the parties to this agreement that the
following provisions are adopted and will be implemented upon signature of this UMBI.
Section I: General Provisions
A. The Sponsor is responsible for assuring the success of the restoration, enhancement and
preservation activities at the Bank Sites, and for the overall operation and management of the
Bank. The Sponsor assumes the legal responsibility for providing the compensatory mitigation
once a permittee secures credits from the Sponsor and the District Engineer (DE) receives
documentation that confirms the Sponsor has accepted responsibility for providing the required
compensatory mitigation.
Page 1 of 13

B. The goal of the Umbrella Bank is to restore, enhance and preserve perennial and
intermittent stream systems, and associated riparian wetland systems, and their functions to
compensate in appropriate circumstances for unavoidable wetland and/or stream impacts
authorized by Section 404 of the Clean Water Act permits and/or Section 10 of the Rivers and
Harbors Act permits in circumstances deemed appropriate by the Corps after consultation,
through the permit review process, with members of the IRT.
C. Use of credits from the Bank to offset wetland and/or stream impacts authorized by Clean
Water Act permits must be in compliance with the Clean Water Act and implementing
regulations, including but not limited to the 404(b)(1) Guidelines, the National Environmental
Policy Act, and all other applicable Federal and State legislation, rules and regulations. This
agreement has been drafted in accordance with the regulations for Compensatory Mitigation for
Losses of Aquatic Resources effective June 9, 2008 (33 CFR Parts 325 and 332) (Mitigation
Rule).
D. The IRT shall be chaired by the DE of the Corps, Wilmington District (District). The IRT
shall review documentation for the establishment of Bank Sites. The IRT will also advise the DE
in assessing monitoring reports, recommending remedial measures, approving credit releases,
and approving modifications to this instrument. The IRT's role and responsibilities are more
fully set forth in Sections 332.8 of the Mitigation Rule. The IRT will work to reach consensus on
its actions.
E. The DE, after consultation with the appropriate Federal and State review agencies
through the permit review process, shall make final decisions concerning the amount and type of
compensatory mitigation to be required for unavoidable, permitted wetland and/or stream
impacts, and whether or not the use of credits from the Bank is appropriate to offset those
impacts. In the case of permit applications and compensatory mitigation required solely under
the Section 401 Water Quality Certification rules of North Carolina, the NCDWR will determine
the amount of credits that can be withdrawn from the Bank. Any credits used to offset impacts
solely authorized by Section 401 cannot be used for other impacts authorized under Section 404
of the Clean Water Act or Section 10 of the Rivers and Harbors Act.
F. The parties to this agreement understand that a watershed approach to establish
compensatory mitigation must be used to the extent appropriate and practicable. Where
practicable, in-kind compensatory mitigation is preferred.
Section II: Geographic Service Area
The Geographic Service Area (GSA) is the designated area within which the Bank is authorized
to provide compensatory mitigation required by DA permits. The GSA for this Bank shall be
comprised of all areas contained within the Hydrologic Unit Code (HUC) 03040101 in North
Carolina (Appendix A). Credits must be used in the same 8 -digit HUC in which they were
generated, and credits should be tracked on separate ledgers for each Bank Site. Use of a Bank
Page 2 of 13

Site to compensate for impacts beyond the GSA may be considered by the Corps or the
permitting agency on a case-by-case basis.
Section III: Mitigation Plans
Any Mitigation Plan submitted pursuant to this UMBI must contain the information listed in
332.4(c)(2) through (14) of the Compensatory Mitigation Rule.
A. The Sponsor will perform work described in all approved Mitigation Plans.
B. The Sponsor shall monitor Bank Sites as described in the approved Mitigation Plan(s),
until such time as the IRT determines that the performance standards described in the Mitigation
Plan(s) have been met.
C. Mitigation Plans submitted for inclusion in this bank (Appendix B) must meet the
requirements of any District guidance that is current at the time the proposed Bank Site is
submitted to the District and determined complete, including any updates made to monitoring
requirements, credit releases, long term management, or any other provisions that are required
and/or specifically addressed in the Mitigation Plan. The addition of any site to this instrument
shall be considered as a modification to this instrument, and processed in accordance with the
procedures set forth in the Mitigation Rule.
D. Authorized representatives of the IRT agencies will be allowed reasonable access to Bank
Site properties for the purposes of inspection and monitoring compliance for all Mitigation Plans
associated with this instrument.
Section IV: Reporting
A. The Sponsor shall submit to the DE, for distribution to each member of the IRT, an
annual report describing the current condition of the Bank Sites and the condition of the Bank
Sites in relation to the performance standards in the Mitigation Plan(s). The Sponsor shall
provide to the DE any monitoring reports described in the Mitigation Plan(s).
B. As part of each annual monitoring report, the Sponsor shall also provide ledger reports
documenting credit transactions as described in Section VIII of this UMBI.
C. Each time an approved credit transaction occurs, the Sponsor shall provide notification to
the DE within 30 days of the transaction. This notification shall consist of a summary of the
transaction and a full ledger report reflecting the changes from the transaction. Additionally,
signed copies of the Compensatory Mitigation Transfer of Responsibility Form shall be
submitted to the Corps Project Manager for the permit and the Corps Bank Manager for the Bank
Site.
Page 3 of 13

Section V: Remedial Action
A. The DE shall review the monitoring reports, as required in the Mitigation Plan(s), and
may, at any time, after consultation with the Sponsor and the IRT, direct the Sponsor to take
remedial action at the Bank Site(s). Remedial action(s) required by the DE shall be designed to
achieve the performance standards as specified in the Mitigation Plan(s). All remedial actions
required under this section shall include a work schedule and monitoring criteria that will take
into account physical and climactic conditions.
B. The Sponsor shall implement any remedial measures required pursuant to the above.
C. In the event the Sponsor determines that remedial action may be necessary to achieve the
required performance standards, it shall provide notice of such proposed remedial action to all
members of the IRT. No remedial actions shall be taken without the concurrence of the DE, in
consultation with the IRT.
Section VI: Use of Mitivation Credits
A. Description of credit classifications and provisions pertaining to the use of those credits
shall be provided in the Mitigation Plan(s) to be included in this Bank. Credit classifications
(e.g., cold water stream, cool water stream, warm water stream, coastal wetlands, non -riparian
wetlands, riparian non-riverine wetlands, and riparian riverine wetlands) will be in accordance
with current District guidance at the time the Mitigation Plan is submitted to the District. In
general, these classifications will be used to determine if a particular credit qualifies as "In -
Kind" mitigation. Exceptions to the use of "In -Kind" mitigation may be allowed at the discretion
of the permitting agencies on a case-by-case basis.
B. Wetland and stream compensation ratios are determined by the DE on a case-by-case
basis based on considerations of functions of the wetlands and/or streams impacted, the severity
of the wetland and/or stream impacts, the relative age of the Bank Site, whether the
compensatory mitigation is in-kind, and the physical proximity of the wetland and/or stream
impacts to the Bank Site.
C. Notwithstanding the above, all decisions concerning the appropriateness of using credits
from the Bank Sites to offset impacts to waters and wetlands, as well as all decisions concerning
the amount and type of such credits to be used to offset wetland and stream impacts authorized
by Department of the Army permits, shall be made by the DE, pursuant to Section 404 of the
Clean Water Act and implementing regulations and guidance. These decisions may include
notice to and consultation with the members of the IRT through the permit review process if the
DE determines this to be appropriate given the scope and nature of the impact. "Sponsor" cannot
convert any area slated to generate wetland mitigation credit to nutrient offset or riparian buffer
credit unless the IRT has determined that this area will not generate wetland mitigation credits."
Page 4 of 13

Section VII: Credit Release Schedule
A. All credit releases must be approved in writing by the DE, following consultation with
the IRT, based on a determination that required performance standards have been achieved.
B. A credit release schedule shall be provided in the site-specific Mitigation Plan(s) that are
included in the Bank. The credit release schedule will list all of the proposed credit releases and
any performance standards associated with those releases.
C. In general, the initial allocation of credits from any site included as part of this bank shall
be available for sale only after the completion of all of the following:
1. Execution of this UMBI by the Sponsor, the DE, and other agencies eligible for
membership in the IRT who choose to execute this UMBI, to include the approval of any
modifications to this agreement when new sites are added to it;
2. Approval of a final Mitigation Plan(s);
3. Confirmation that the Bank Site(s) have been secured;
4. Delivery of executed financial assurances as specified in the site-specific Mitigation
Plan(s);
5. Delivery of a copy of the recorded long-term protection mechanism as described in the
site-specific Mitigation Plan(s), as well as a title opinion covering the property acceptable
to the DE; and
6. Issuance of any DA permits necessary for construction of the Bank Site(s).
The Sponsor must initiate construction of the physical and biological improvements proposed in
the approved Mitigation Plans no later than the end of the first full growing season following the
initial sale of credits from each Bank Site. This provision does not apply to preservation -only
sites that do not include any physical or biological improvements. Subject to the Sponsor's
continued satisfactory completion of all required performance standards and monitoring,
additional restoration mitigation credits will be available for sale by the Sponsor as specified in
the final Bank Site Mitigation Plan(s).
Section VIII: AccountinE Procedures
A. The Sponsor shall develop accounting procedures acceptable to the DE for maintaining
accurate records of debits made from the Bank Sites. Such procedures shall include the
generation of a ledger for each Bank Site, by the Sponsor, detailing credits used at the time they
are debited from the Bank. All ledger reports shall identify credits debited and remaining by type
of credit and shall include for each reported debit the Corps ORM ID number for the DA permit
for which the credits were utilized and the permitted impacts for each resource type.
B. Each time an approved credit transaction occurs, the Sponsor shall notify the DE within
30 days of the transaction with a summary of the transaction and a full ledger report showing the
Page 5 of 13

changes made. Signed copies of the Transfer of Mitigation Responsibility form shall also be
submitted to the Corps permit Project Manager and the Corps Bank Manager for the Bank Site.
C. The Sponsor shall prepare an annual ledger report, on each anniversary of the date of
execution of this agreement, showing all credits used, any changes in credit availability (e.g.,
additional credits released, credit sales, suspended credits, etc.), and the beginning and ending
balance of remaining credits. The Sponsor shall submit the annual report to the DE, for
distribution to each member of the IRT, until such time as all of the credits have been utilized, or
this agreement is otherwise terminated.
Section IX: Financial Assurances
A. Financial assurances for the Bank Sites will be detailed in the site-specific Mitigation
Plan(s). The Sponsor shall provide financial assurances in a form acceptable to the DE, sufficient
to assure completion of all mitigation work, required reporting and monitoring, and any remedial
work required pursuant to this UMBI. The financial assurance value should be based on the cost
of doing the mitigation work, including costs for land acquisition (if applicable), planning and
engineering, legal fees, mobilization, construction, and monitoring. For preservation only Bank
Sites, no financial assurances will generally be required unless there are specific activities
necessary to ensure the successful preservation of resources on the site, in which case
appropriate financial assurances may still be required.
B. All financial assurances shall be made payable to a standby trust or to a third -party
designee, acceptable to the Corps, who agrees to complete the project or provide alternative
mitigation. Financial assurances structured to provide funds to the Corps in the event of default
by the Bank Sponsor are not acceptable.
C. The form and amount of financial assurances must be stated in the Mitigation Plan for
each Bank Site in order for the Mitigation Plan to be approved. This must include the name of
the specific provider of those assurances and the method by which the financial assurances will
be provided in the event that they must be utilized. Original copies of the financial assurance
documents must be provided to the DE prior to the initial release of credits.
D. A financial assurance must be in the form that ensures that the DE receives notification at
least 120 days in advance of any termination or revocation.
Section X: Site Protection
A. The Sponsor shall grant a Conservation Easement (CE) in a form acceptable to the DE,
sufficient to protect the Bank Site(s) in perpetuity. The CE shall be perpetual, preserve all natural
areas, and prohibit all uses of the property inconsistent with its use as mitigation property,
including any activity that would materially alter the biological integrity or functional and
educational value of wetlands or streams within the Bank Site(s), consistent with the Mitigation
Plan(s). The purpose of the CE will be to assure that future use of the Bank Site(s) will result in
Page 6 of 13

the restoration, protection, maintenance and enhancement of wetland and/or stream functions
described in the Mitigation Plan(s). The name and contact information for the Corps approved
easement holder and a copy of the CE template will be provided in the Bank Site Mitigation
Plans(s).
B. The Sponsor shall deliver a title opinion acceptable to the DE covering the Bank Site
property. The property shall be free and clear of any encumbrances that would conflict with its
use as mitigation, including, but not limited to, any liens that have priority over the recorded CE.
C. Subsequent to the recording of the CE, the Sponsor may convey the Bank Site property
either in fee or by granting an easement to a qualified land trust, state agency, or other
appropriate nonprofit organization approved by the Corps. The Sponsor is responsible for
ensuring that the CE is re-recorded so that it remains within the chain of title. The terms and
conditions of this conveyance shall not conflict with the intent and provisions of the CE nor shall
such conveyance enlarge or modify the uses specified in the easement. The CE must contain a
provision requiring 60 day advance notification to the DE before any action is taken to void or
modify the CE, including transfer of title to, or establishment of any other legal claims over, the
Bank Site.
Section XI: Long-term Management
A. The Sponsor shall implement the long-term management plan as described in each site-
specific Mitigation Plan. The name and contact information for the party responsible for long-
term management will be included in all Bank Site Mitigation Plans.
B. The long-term management plan will include a list of annual maintenance, monitoring,
and/or repair activities for the Bank Site(s), the associated annual cost for each activity, and the
required total amount necessary to provide all future site management. The long-term
management plan should explain how the funds will be managed and provided to the designated
long-term manager (e.g., an endowment managed through a separate account holder). The long-
term management plan should include a contingency section that addresses how the
responsibility and funding for the long-term site management will be passed on to a new
manager in the event that the selected long-term management entity is no longer able to provide
for management of the site.
Section XII: Default and Closure
A. The Sponsor shall establish and/or maintain Bank Sites until (i) credits have been
exhausted or banking activity is voluntarily terminated with written notice by the Sponsor
provided to the DE and other members of the IRT; and (ii) it has been determined and agreed
upon by the DE and IRT that the debited Bank Site has satisfied all the conditions herein and in
the associated Bank Site Mitigation Plan. If the DE determines that the Bank Site is not meeting
performance standards or complying with the terms of this UMBI, appropriate action will be
taken. Such actions may include, but are not limited to, suspending credit sales, adaptive
Page 7 of 13

management, decreasing available credits, utilizing financial assurances, and terminating the
instrument.
B. Any delay or failure of Sponsor shall not constitute a default hereunder if and to the
extent that such delay or failure is primarily caused by any act, event or conditions beyond the
Sponsor's reasonable control and significantly adversely affects its ability to perform its
obligations hereunder including: (i) acts of God, lightning, earthquake, fire, landslide, or
interference by third parties; (ii) condemnation or other taking by any governmental body; (iii)
change in applicable law, regulation, rule, ordinance or permit condition, or the interpretation or
enforcement thereof; (iv) any order, judgment, action or determination of any federal, state or
local court, administrative agency or government body; or (v) the suspension or interruption of
any permit, license, consent, authorization or approval. If the performance of the Sponsor is
affected by any such event, Sponsor shall give written notice thereof to the IRT as soon as is
reasonably practicable. If such event occurs before the final availability of all credits for sale, the
Sponsor shall take remedial action to restore the property to its condition prior to such event, in a
manner sufficient to provide adequate mitigation to cover credits that were sold prior to such
delay or failure to compensate for impacts to waters, including wetlands, authorized by
Department of the Army permits. Such remedial action shall be taken by the Sponsor only to the
extent necessary and appropriate, as determined by the IRT.
C. At the end of the Bank Site monitoring period, upon satisfaction of the performance standards,
the Sponsor may submit a request to the DE for Bank Site close out. The DE, in consultation
with the IRT, shall use best efforts to review and comment on the request within 60 days of such
submittal. If the DE determines the Sponsor has achieved the performance standards in
accordance with the Bank Site Mitigation Plan and all obligations under this UMBI, the DE shall
issue a close out letter to the Sponsor.
Section XIII: Miscellaneous
A. Any agency participant may terminate its participation in this agreement with notice in
writing to all other parties to this agreement. Termination shall be effective seven (7) days from
placing written notices in the United States mail. Member withdrawal shall not affect any prior
sale of credits and all remaining parties shall continue to implement and enforce the terms of this
UMBI.
B. Modification of this UMBI shall be in accordance with the procedures set forth in 332.8 of the
mitigation rule.
C. No third party shall be deemed a beneficiary hereof and no one except the signatories hereof,
their successors and assigns, shall be entitled to seek enforcement hereof.
D. This UMBI constitutes the entire agreement between the parties concerning the subject matter
hereof and supersedes all prior agreements or undertakings.
Page 8 of 13

E. In the event any one or more of the provisions contained in this UMBI are held to be invalid,
illegal or unenforceable in any respect, such invalidity, illegality or unenforceablility will not
affect any other provisions hereof, and this UMBI shall be construed as if such invalid, illegal or
unenforceable provision had not been contained herein.
F. This UMBI shall be governed by and construed in accordance with the laws of North Carolina
and the United States as appropriate.
G. This UMBI may be executed by the parties in any combination, in one or more counterparts,
all of which together shall constitute but one and the same instrument.
H. The terms and conditions of this LIMBI shall be binding upon, and inure to the benefit of the
parties hereto and their respective successors.
I. All notices and required reports shall be sent by regular mail to each of the parties at their
respective addresses, provided below.
Sponsor:
Mr. John Preyer President
Restoration Systems, LLC
1101 Haynes Street, Suite 211
Raleigh, North Carolina 27604
USACE:
Ms. Kimberly Browning
U.S. Army Corps of Engineers
Regulatory Division
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
USEPA:
Mr. Todd Bowers
Wetlands Section - Region IV
Water Management Division
U.S. Environmental Protection Agency
61 Forsyth Street, SW
Atlanta, Georgia 30303
USFWS:
Mr. Byron Hamstead
Review of USACE Permitted Projects
U.S. Fish and Wildlife Service
160 Zillicoa St.
Asheville, NC 28801
NCWRC:
Travis Wilson
North Carolina Wildlife Resources
Commission
1701 Mail Service Center
Raleigh, NC 27699-1700
NCDWR:
Mac Haupt
Division of Water Resources
North Carolina Department of Environment
and Natural Resources
Post Office Box 29535
Raleigh, North Carolina 27626-0535
NCSHPO
State Historic Preservation Office
Renee Gledhill -Earley
4617 Mail Service Center
109 E. Jones Street
Raleigh, North Carolina 27699-4617
Page 9 of 13

IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The Cape Fear 02 Umbrella Mitigation Bank within the State of
North Carolina":
Sponsor:
Date:
U.S. Army Corps of Engineers:
By: Date:
Page 10 of 13

IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The Cape Fear 02 Umbrella Mitigation Bank, within the State of
North Carolina":
U.S. Environmental Protection Agency:
By: Date:
U.S. Fish and Wildlife Service:
By: Date:
N.C. Division of Water Resources:
By: Date:
N.C. Wildlife Resources Commission:
By: Date:
NC State Historic Preservation Office:
By: Date:
National Marine Fisheries Service:
IM

List of Appendices
Appendix A: Geographic Service Area Map
Appendix B: Bank Site Mitigation Plans
12

Appendix A. Geographic Service Area Map
�ry
Brushy Mountain Bank Site Location
Latitude, 36.188787,
Longitude, -80.825643
(NAD83/WGS84)
Con—
_
�.'...5
ANDCRSON Mooresville
• Laav r:
Dmidavr
o nexus
U-4ni'm C
Huvte 11�
Cherryvrlle '
The Geographic Service Area (GSA) is the designated area within
which the Bank is authorized to provide compensatory mitigation
required by DA permits. The GSA for this Bank shall be comprised
of all areas contained within the Hydrologic Unit Code (HUC)
03040101 in North Carolina (Appendix A). Credits must be used in
the same 8 -digit HUC in which they were generated, and credits
should be tracked on separate ledgers for each Bank Site. Use of a
Bank Page 3 of 12
Site to compensate for impacts beyond the GSA may be considered
by the Corps or the permitting agency on a case-by-case basis.
Kln
1 rl
LewrswAle Widto-SBlin' .amrrsmlle
` Clemmons j \
P -t,11
i I w,�s.-dlr Tn
Alb—fe
\'.
�, Legend
Ire
O Yadkin 03040101 Subbasin Bdry
USGSThe Nation;

Appendix B: Bank Site Mitigation Plans

DRAFT BANK SITE MITIGATION PLAN
YADKIN 03040101 UMBRELLA MITIGATION BANK
DEVELOPED THROUGH
RESTORATION AND ENHANCEMENT OF THE
BRUSHY MOUNTAIN MITIGATION BANK SITE
Yadkin County, North Carolina
PREPARED BY:
RESTORATION SYSTEMS, LLC
1101 HAYNES STREET, SUITE 211
RALEIGH, NORTH CAROLINA 27604
AND
AXIOM ENVIRONMENTAL, INC.
�1 218 SNOW AVENUE
RALEIGH, NORTH CAROLINA 27603
Axiom Environmental. Inc.
JULY 2018

July 25, 2018
Ms. Kimberly Browning
Mitigation Specialist, Regulatory Division
U.S. Army Corps of Engineers
3331 Heritage Trade Dr. Ste. 105
Wake Forest, NC 27587
Subject: Brushy Mountain Stream & Wetland Mitigation Site: IRT Mitigation Plan Comment Responses
SAW -2017-01463
NCDWR comments (Mac Haupt):
1. Concerns with use of terracell for drop-down structure.
We understand NCDWR reservations concerning the use of terracell for drop structures and
request the use of terracell until further documentation of its failure on other Restoration
Systems Sites.
2. Preservation reaches were suggested at 10:1 ratio.
The preservation reaches w.:l use a ratio of 10:1 for credit generation. Credit calculation tables
as well as buffer calculations (Appendix D) have been updated.
3. Restoration area of wetland should have at least 4-5 gauges.
11 groundwater gauges will be depicted on monitoring plan figures and installed at the Site.
Table 22 was updated to show the installation of 11 gauges on Site.
4. Concerned with existing drainage tile. Please explain in more detail what is existing and what will be
removed.
Text in Section 10.7 was updated. All drain tile within the conservation easement will be
completely removed. This will be accomplished by excavating the drain tile from its identified
outfall, or the nearest location of identified outfall, and following the tile for its entire reach.
Drain tile has been located based on discussions with the landowner (who installed the tile),
field investigations of the locations of tiles, probing floodplain areas of suspected tile, and
review of aerial photography which depicts the signature of drain tile. Based on available data,
approximately 3842 linear feet (82%) of the existing tile will be completely removed. Figure 6A
and 6B will be updated to depict drain tile to be removed, to remain, or to be converted to
grassy swale.
If, during the monitoring period, additional reaches of drain tile are suspected or identified,
provisions for the removal of the tile will be implemented.
Sections of drain tile that originate outside of the easement will be 1) removed completely and
the adjacent land will be contoured into a grassy swale that leads to a marsh treatment area, or
2) the tile will remain in place and directed into a marsh treatment area. Discussions with the
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landowner concerning the sections of drain tile to remain, or grassy swale installation have
occurred and tile elevations appear suitable for direction into marsh treatment areas.
Approximately 825 linear feet (18%) of the existing tile will remain, or be converted to grassy
swales. Figure 6A and 613 will be updated to depict drain tile to be removed, to remain, or to be
converted to grassy swale.
5. A design is needed to make further comments.
60% design plans are attached for review. The plans should match figures 6A and 66.
USACE comments (Kim Browning):
1. Figure 6B depicting existing drainage tile is helpful, however during the September 19, 2017 field
visit it was discussed that approximately 80,000 feet of drainage tile was on site. The map does
not appear to reflect this. More discussion is needed on the existing drainage tile and the plan
for tile and terrace removal.
Text in Section 10.7 was updated. Consultation with the landowner, including review of aerial
photography in conjunction with a thorough walkthrough of the Site under the landowner
direction, indicate approximately 4667 linear feet of drain tile occurs within or adjacent to the
Site. The location of existing drain tile are depicted on Figures 4, 6A, and 613. Please see the
discussion for question 4 above
a. Page 34, discussion in 2nd paragraph regarding drainage tiles being left should be clearly
marked on a map, similar to Figure -4.
Figure 6A and 613 will be updated to depict drain tile to remain or be converted to grassy
swales.
b. Similar discussion on the Marsh Treatment Areas should be included.
Marsh treatment areas are discussed in Section 10.3 Stream Restoration; this discussion is
referenced in the wetland restoration section.
2. Page 18, regarding the Jurisdictional Determination: the 2nd paragraph refers to a lack of
response from William Elliot, USACE PM; however, the signed PJD is included in Appendix B,
dated March 2018.
The PJD verbiage was be updated.
3. As discussed previously, in order for this Draft Mitigation Plan to be considered complete, we
need a minimum 60% design.
60% design plans are attached and match Figures 6A and 613
4. Several reference streams are listed in the plan. It is recommended that a reference wetland be
documented, as well.
The installation of a reference gauge was added to Table 22 within a note. Reference
wetlands are located adjacent to the reference streams. Plant community associations from
the wetlands have been incorporated into the planting plan. Verbiage will be incorporated
into the document indicating that a reference wetland groundwater gauge will be installed to
compare with Site groundwater gauge hydrology. Although the reference groundwater data
will not be used to calculate success criteria, it may be used by the IRT for comparative
purposes to interpret Site groundwater gauges during drought, or abnormally dry periods.
5. As discussed previously, this plan is being submitted with Restoration Systems as the grantee and
a plan to assign the CE to the Long Term Manager at a later date. This will need to occur prior to
1101 11aynes St., Suite 211 • Raleigh, NC 27604 • w"-,,�.restorationsystems.com • Ph 919.755.9490 • Fx 919.7559492

the 1st credit release.
Section 13 has been revised to clarify that RS will be the grantee and plan to assign the CE to
the NCWHF prior to the 1st credit release. The NCWHF has also supplied a second letter
indicating they are ready to receive funds, assume responsibility, and ensure that work is
completed (Appendix H of the Mitigation Plan)
6. Regarding the ratio used for stream preservation credits, our notes from the IRT visit September
19, 2017 indicate that 10:1 was the agreed upon ratio.
The preservation reaches will use a ratio of 10:1 for credit generation. Credit calculation
tables as well as buffer calculations (Appendix D) have been updated.
7. UT4: there is a question of functional uplift and the ability to support aquatic habitat. It is
necessary to include unique performance standards to demonstrate this uplift. Page 41
discusses benthic macroinvertebrate sampling; this should be tied to success criteria, or at the
very least, used to demonstrate functional uplift. It may be beneficial to refer to the 2016
Mitigation Guidance, Page 10, Section VII—Stream Water Quality, Macroinvertebrate, and Fish
Monitoring section.
For an intermittent channel, benthic macroinvertebrate and fish monitoring may not be
suitable for success criteria. However, discussions with IRT members indicate that reference
benthic invertebrate data collected in wooded, upstream sections of UT 4 may serve as a
baseline to determine functional uplift and success of benthic surveys in Site reaches of UT 4.
Success criteria may include comparable benthic macroinvertebrate populations in reference
reaches and Site reaches.
Baseline data was collected prior to construction at four locations (UT1, UT2, UT3, and UT4) on
proposed restoration reaches in April 2018 and again in June 2018, and from a wooded
reference reach (located upstream of the Site on UT4) in June 2018. Samples were sent to a
qualified lab (Pennington and Associates Inc.) for processing; data will be included in the as -
built document, or will be available upon request upon completion of field activities. Based on
best professional judgement benthics within the reference site were good quality, whereas
benthics collected within the restoration reaches were indicative of poor quality.
Benthic macroinvertebrate surveys will be collected along with Water Quality Data, as outlined
in 2016 IRT guidance. Water Quality data is proposed to collected in three to four samples
over the period of two months and averaged (as opposed to continuous recording sampling
devices). Data may be used to show functional uplift of UT 3 and UT 4, as well as to generate
additional stream credit (2%) as per 2016 IRT guidance.
In addition, the use of the NC Stream Quantification Tool (NC SQT) for UT 3 and UT 4 will be
used to predict functional uplift. NC SQT was requested by the IRT during the September 19,
2017 Site walkthrough. Subsequently, a detailed baseline data collection effort and NC SQT
analysis was performed.
8. UT3: the bottom portion of this reach was noted to have no -flow with veg in the channel and
recommended to be excluded. Flow will need to be documented here.
After the IRT meeting, at which UT 3 was reviewed, it was determined during the PJD
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walkthrough that UT 3 was jurisdictional throughout the entire reach. In addition, further
investigations revealed the presence of drain tile beneath the lower reaches of UT 3, possibly
resulting in the lack of surface water flows. Based on IRT comments, surface flow gauges and
trail cameras were installed in UT 3 and UT 4 at locations depicted on Figure 1OB (Monitoring
Plan). Data has started to be collected. Preliminary data is included in Appendix J, which
shows flow for the entire period of collected data (>30 consecutive days).
a. Please explain further the statement on Page 38, "In tributaries with marginal flow (UT3 &
UT4) surface flow must be documented for 90 days at anytime throughout the year."
IRT expressed concern for flow in UT 3 and UT 4. Therefore, the provider proposed more
stringent flow success criteria in these reaches. We have removed more stringent flow success
criteria and propose to follow existing guidance of 30 consecutive days of flow each year, with
additional indicators of stream hydrology.
9. At least 5 wetland gauges are recommended, and one should be placed in the Wetland
Enhancement area for documentation, especially if the drainage tile there will be manipulated.
Eleven groundwater gauges are depicted on monitoring plan figures and installed in Wetland
Restoration areas and Potential Wetland Restoration Areas of the Site.
In addition, drain tile removal in Wetland Enhancement areas is expected to result in
jurisdictional wetlands outside the boundaries of Wetland Enhancement areas. These
additional wetland areas are to be labeled "Areas of Potential Wetland Restoration", which will
be depicted on Figures 6A, and 6B. Areas of potential wetland restoration will not be counted
towards wetland mitigation credit unless groundwater gauge data is provided that shows
jurisdictional wetland hydrology during the annual monitoring period and consultation with
the IRT has occurred.
Please note, Areas of Potential Wetland Restoration have not been excluded from the buffer
width analysis. Should the provider choose to pursue Areas of Potential Wetland Restoration
for credit generation, the buffer width analysis shall be adjusted accordingly.
10. Page 43, Headcut Migration, the BHR should not exceed 1.2.
11. Please include discussion in the text how you plan to treat/manage the existing fescue.
The following paragraph has been added to Section 10, below Table 17. "Prior to the
commencement of construction actives, RS plans to treat the entire Site with an aquatic
approved, grass specific, herbicide to treat existing fescue. Included in this treatment will be an
aquatic approved pre -emergent herbicide to cut down fescue seed stock. This treatment will
be completed far enough in advance, to where it will not affect erosion and sediment and
restoration seeding efforts."
12. Performance Bond: A written statement is required, signed by the NC Wildlife Habitat
Foundation, stating that they are willing to receive funds, assume responsibility and ensure that
work is completed.
NCWHF has provided such a letter and it is included in Appendix H.
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13. Monitoring Bond: Typically we require an itemized list to calculate the Construction bond &
Monitoring bond. Does the $20,000 constitute the entire cost of monitoring? Please explain.
RS has provided itemized lists for both the construction and monitoring bonds as well as
revised draft bonds within Appendix I.
14. Page 9, Agreement to Establish The Restoration Systems' Yadkin 01 UMB: Please update the list
of IRT members for this site. The following members should be included: USACE-Kim Browning,
USEPA-Todd Bowers, USFWS-Byron Hamstead, NCWRC- Travis Wilson, NCDWR-Mac Haupt,
NCSHPO-Renee Gledhill -Earley. It is not necessary to include NOAA or NCDCM for this site.
The requested change to the MBI recipients has been made.
Additional Notes:
1. Added Figure 4A NRCS Soil Survey Mapping.
2. Benthic collection sites were added to Figure 4
3. Added a statement about additional potential wetland restoration areas at the end of Section
10.7 with a note on credit tables similar to Section 10.7
4. Appendix D figures were updated
5. Appendix J was added (Stream Flow Data)
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EXECUTIVE SUMMARY
Restoration Systems, LLC proposes the Brushy Mountain Mitigation Bank Site for inclusion into
the Yadkin 01 Umbrella Mitigation Bank. The proposed umbrella structure of the Bank is designed
to initially permit the establishment of stream and/or wetland mitigation sites, while enabling the
establishment of future mitigation sites not yet identified. The Brushy Mountain Site, and all future
sites, are located in the Yadkin River basin within USGS HUC 03040101 ("Yadkin 01 "; [Figures
1 and 2, Appendix A]).
This detailed Bank Site Mitigation Plan describes the Brushy Mountain Mitigation Bank Site
(hereafter referred to as the "Site"), located approximately 3 miles south of Elkin, southwest of the
intersection of NC Highway 21 and Interstate 77.
Directions to the Site from Raleigh are as follows.
• Take I-40 West out of Raleigh and travel 100 miles,
• Take exit 188 and merge onto US -421 N,
• After 26 miles, take exit 263 and turn right onto US -21 N,
• After 5.1 miles, turn left onto Rena Road,
• After 0.8 miles, turn right onto Macemore Road,
• The Site can be accessed from the east side of Macemore Road.
• Site Coordinates: 36.188787, -80.825643 (WGS84)
The Site is encompasses 23.29 acres of agricultural land along warm water tributaries to Arnold
Branch. In its current state, the Site includes 5,137 linear feet of degraded stream channel and 2.9
acres of degraded wetland and/or drained hydric soil.
Site streams have been dredged and straightened, rerouted to the edge of the floodplain, are
accessed/trampled by livestock, are downcutting and eroding vertically and laterally, and receive
extensive sediment and nutrient inputs. Existing reaches are classified as incised G -type streams
or unstable E/G-type streams with elevated bank -height ratios (1.4-11.3). Channel dredging has
resulted in low sinuosity (<1.01), little to no riffle -pool morphology, disturbed instream habitat
(lack of cobble and boulder substrate), oversized channel cross-sectional areas (existing channels
are 3-6 times the bankfull channel cross-sectional area), and no access to Site floodplains during
overbank events.
Stream and wetland mitigation activities at the Site involve Stream Restoration, Stream
Enhancement (Level I and II), Stream Preservation, Wetland Restoration (Re-establishment), and
Wetland Enhancement. Site mitigation activities will result in approximately 5,593 linear feet of
stream channel and 2.9 acres of jurisdictional wetland, which will generate 5,106 Stream
Mitigation Units and 2.25 Riparian Wetland Mitigation Units.
Brushy Mountain Mitigation Bank Site -Mitigation Plan Executive Summary page i
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

TABLE OF CONTENTS
EXECUTIVESUMMARY...........................................................................................................................i
1.0 INTRODUCTION............................................................................................................................1
2.0 OBJECTIVES...................................................................................................................................2
2.1 Functional Assessment Methods..................................................................................................
3
2.1.1 NC SAM...............................................................................................................................
3
2.1.2 NC WAM..............................................................................................................................5
2.1.3 NC SQT................................................................................................................................
5
2.2 Site Mitigation Goals....................................................................................................................8
3.0 WATERSHED APPROACH..........................................................................................................11
3.1 Watershed Environmental Concerns and Mitigation Needs .......................................................
11
3.2 Bank Site Selection.....................................................................................................................
12
4.0 SITE PROTECTION......................................................................................................................13
5.0 REFERENCE STUDIES................................................................................................................13
5.1 Channel Classification................................................................................................................13
5.2 Reference Forest Ecosystem.......................................................................................................
14
6.0 BASELINE INFORMATION........................................................................................................15
6.1 existing conditions......................................................................................................................
16
6.1.1 Physiography, Topography, and Land Use.........................................................................16
6.1.2 Vegetation...........................................................................................................................17
6.1.3 Soils and Land Form...........................................................................................................17
6.1.4 Jurisdictional Streams and Wetlands..................................................................................
17
6.1.5 Stream Characteristics.........................................................................................................
19
6.1.6 Channel Classification and Morphology.............................................................................19
6.1.7 Discharge............................................................................................................................19
7.0 CHANNEL STABILITY ASSESSMENT.....................................................................................20
7.1 Stream Power..............................................................................................................................20
7.2 Shear Stress.................................................................................................................................20
7.3 Stream Power and Shear Stress Methods and Results................................................................22
7.4 Bankfull Verification..................................................................................................................24
8.0 POTENTIAL CONSTRAINTS......................................................................................................
25
8.1 Site Access..................................................................................................................................25
8.2 Utilities.......................................................................................................................................
25
8.3 FEMA/Hydrologic Trespass.......................................................................................................25
8.4 Federally Protected Species........................................................................................................25
8.5 State Listed Species....................................................................................................................25
9.0 CREDIT DETERMINATION AND RELEASE............................................................................
26
9.1 Credit Determination..................................................................................................................
26
9.2 Stream Credit Release Schedule.................................................................................................27
9.3 Wetland Credit Release Schedule...............................................................................................29
10.0 MITIGATION WORK PLAN........................................................................................................
30
10.1 Restoration Project Goals and Objectives..................................................................................30
10.2 Stream and Wetland Design.......................................................................................................
31
10.3 Stream Restoration.....................................................................................................................
32
10.4 Stream Enhancement Level I......................................................................................................33
Brushy Mountain Mitigation Bank Site -Mitigation Plan Table of Contents page i
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, GLC

10.5 Stream Enhancement Level II....................................................................................................
34
10.6 Stream Preservation....................................................................................................................34
10.7 Individual Reach Mitigation Discussions...................................................................................34
10.7.1 UT IA and UT 1B...............................................................................................................34
10.7.2 UT 1....................................................................................................................................
34
10.7.3 UT2.....................................................................................................................................
35
10.7.4 UT3.....................................................................................................................................36
10.7.5 UT4.....................................................................................................................................
37
10.8 Wetland Restoration and Enhancement......................................................................................38
10.9 Plant Community Restoration.....................................................................................................
38
10.10 Planting Plan...............................................................................................................................39
10.11 Nuisance Species Management..................................................................................................41
10.12 Soil Management and Erosion Control Measures......................................................................41
11.0 PERFORMANCE STANDARDS AND MONITORING REQUIREMENTS..............................41
11.1 Streams.......................................................................................................................................
42
11.2 Wetlands.....................................................................................................................................
43
11.3 Vegetation...................................................................................................................................44
11.4 Macroinvertebrates.....................................................................................................................
45
11.5 Compatibility with Project Goals...............................................................................................45
12.0 MAINTENANCE AND CONTINGENCY PLAN........................................................................46
12.1 Vegetation...................................................................................................................................47
12.2 Streams.......................................................................................................................................
47
12.3 Wetland Hydrology....................................................................................................................48
12.4 Site Boundaries...........................................................................................................................48
12.5 Terracell Drop Structures...........................................................................................................
48
13.0 LONG-TERM MANAGEMENT PLAN........................................................................................48
14.0 ADAPTIVE MANAGEMENT PLAN...........................................................................................49
15.0 FINANCIAL ASSURANCE..........................................................................................................49
15.1 Implementation Assurance.........................................................................................................
50
15.2 Maintenance and Monitoring Assurance....................................................................................
50
15.3 Other Financial Assurance Requirements...................................................................................50
16.0 CONCLUSIONS.............................................................................................................................50
17.0 REFERENCES...............................................................................................................................51
APPENDICES
Appendix A. Figures
Figure 1. Bank Location
Figure 2. Hydrologic Unit Map
Figure 3. Topography, Drainage Area, and Impervious Cover
Figure 4. Existing Conditions
Figure 5A. Drainage Area Reference Sites
Figure 5B. Existing Conditions Reference Sites
Figures 5C -5D. Reference Dimension, Pattern, and Profile
Figures 6A-613. Restoration Plan
Figure 7. Proposed Dimension Pattern and Profile
Brushy Mountain Mitigation Bank Site -Mitigation Plan Table of Contents page ii
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Figures 8A -8C. Typical Structure Details
Figures 9A-913. Planting Plan
Figures IOA- IOB. Monitoring Plan
Appendix B. Preliminary Jurisdictional Determination
Appendix C. NC SQT Tool Data
Appendix D. Non -Standard Buffer Width Calculations
Appendix E. Draft Bank Site Conservation Easement (USACE Wilmington Dist.) & Draft Assignment
Appendix F. Morphology Tables and Existing Conditions Stream Data
Appendix G. Regional Regression Equations
Appendix H. Long -Term Management Calculations
Appendix I. Draft Financial Assurances
Appendix J. Stream Flow Data
LIST OF TABLES
Table IA. Hydrological Functional Objectives and Proposed Actions....................................................... 2
Table 1B. Water Quality Functional Objectives and Proposed Actions......................................................2
15
Table IC. Habitat Functional Objectives and Proposed Actions.................................................................3
Web Soil Survey Soils.................................................................................................................
Table 2A. Brushy Mountain NC SAM Summary ........................................................................................
4
Table 2B. Brushy Mountain NC WAM Summary ...................................................................................... 5
Table 2C. Brushy Mountain NC SQT Functional Rating Summary ........................................................... 6
Table 2D. Brushy Mountain NC SQT Functional Change Summary..........................................................
6
Table 2E. Site Specific Mitigation Goals..................................................................................................... 9
Table 2F. Stream Mitigation Work Plan Components and Functional Goals/Objectives ..........................
10
Table 3. Brushy Mitigation Bank Site Credit Summary ............................................................................
11
Table 4. Population Growth in Yadkin 01.................................................................................................
12
Table 5. NCDMS Stream Mitigation Requests for Proposals in Yadkin 01 ..............................................
12
Table 6. Reference Bankfull Cross -Sectional Area...................................................................................
14
Table 7.
Reference Forest Ecosystem........................................................................................................
15
Table 8.
Web Soil Survey Soils.................................................................................................................
17
Table 9.
Existing Stream Characteristics...................................................................................................
18
Table 10.
Stream Power (Q) and Shear Stress (T) Values..........................................................................
23
Table 11.
Reference Reach Bankfull Discharge Analysis.........................................................................
24
Table 12.
Federal Species of Concern .......................................................................................................
26
Table 13.
Reach -by -Reach Credit Determination Summary ......................................................................
26
Table 14.
Mitigation Activity and Credit Determination Summary ..........................................................
27
Table 15.
Stream Credit Release Schedule................................................................................................
28
Table 16.
Wetland Credit Release Schedule..............................................................................................
29
Table 17.
Anticipated Construction Timing and Sequencing....................................................................
31
Table 18.
Mitigation Activity Totals..........................................................................................................
32
Table19.
Planting Plan..............................................................................................................................40
Table20.
Monitoring Schedule..................................................................................................................
41
Table 21.
Stream Monitoring Summary ....................................................................................................
43
Table 22.
Wetland Monitoring Summary ..................................................................................................
44
Table 23.
Vegetation Monitoring Summary ..............................................................................................
44
Table 24.
Functional Goal/Objectives and Performance Standards...........................................................46
Brushy Mountain Mitigation Bank Site -Mitigation Plan Table of Contents page iii
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

DRAFT BANK SITE MITIGATION PLAN
YADKIN 01 UMBRELLA MITIGATION BANK
RESTORATION AND ENHANCEMENT OF
THE BRUSHY MOUNTAIN MITIGATION BANK SITE
Yadkin County, North Carolina
1.0 INTRODUCTION
Restoration Systems, LLC (the Sponsor) is pleased to propose the Brushy Mountain Mitigation
Bank Site (hereafter referred to as the "Site") for inclusion into the Yadkin 01 Umbrella Mitigation
Bank. The Site is located in the Yadkin River basin, or Yadkin 01, Hydrological Unit Code (HUC)
03040101. The Site encompasses 23.29 acres of land located approximately 3 miles south of
Elkin, southwest of the intersection of NC Highway 21 and Interstate 77 (Figure 1, Appendix A).
Directions to the Site from Raleigh are as follows.
• Take I-40 West out of Raleigh and travel 100 miles,
• Take exit 188 and merge onto US -421 N,
• After 26 miles, take exit 263 and turn right onto US -21 N,
• After 5.1 miles, turn left onto Rena Road,
• After 0.8 miles, turn right onto Macemore Road,
• The Site can be accessed from the east side of Macemore Road.
• Site Coordinates: 36.188787, -80.825643 (WGS84)
The Site is characterized by agricultural land along warm water tributaries to Arnold Branch. In
its current state, the Site includes 5,137 linear feet of degraded stream channel and 2.9 acres of
degraded wetland and/or drained hydric soil.
Site streams have been dredged and straightened, rerouted to the edge of the floodplain, are
accessed/trampled by livestock, are downcutting and eroding vertically and laterally, and receive
extensive sediment and nutrient inputs. Existing reaches are classified as incised G -type streams
or unstable E/G-type streams with elevated bank -height ratios (1.4-11.3). Channel dredging has
resulted in low sinuosity (<1.01), little to no riffle -pool morphology, disturbed instream habitat
(lack of cobble and boulder substrate), oversized channel cross-sectional areas (existing channels
are 3-6 times the bankfull channel cross-sectional area), and no access to Site floodplains during
overbank events.
Stream and wetland mitigation activities at the Site involve Stream Restoration, Stream
Enhancement (Level I and II), Stream Preservation, Wetland Restoration (Re-establishment), and
Wetland Enhancement. Site mitigation activities will result in approximately 5,593 linear feet of
stream channel and 2.9 acres of jurisdictional wetland, which will generate 5,106 Stream
Mitigation Units and 2.25 Riparian Wetland Mitigation Units.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page I
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

2.0 OBJECTIVES
Proposed mitigation activities include: Stream Restoration, Enhancement Level I, Enhancement
Level II, Stream Preservation, Wetland Restoration (Re-establishment), and Wetland
Enhancement. Tables lA-1C summarize the overall project goals/objectives and proposed actions
to accomplish such goals and objectives, which address the needs of the Site's watershed and
general geographic area (see Sections 3.1 and 10.1 for further discussion).
Table IA. Hydrological Functional Objectives and Proposed Actions
Hydrological Improvement Objectives Proposed Actions
Floodplain Connectivity
Reconnect channels with historic floodplain
Floodplain Resistance
Plant woody riparian buffers; increase
microtopography
Stream Stability
&
Reconstruct stream channels, sized to convey bankfull
Sediment Transport
discharges and watershed sediment supplies
Channels constructed or raised to historic floodplain
Surface and Subsurface Storage and
elevations; increased floodplain hydraulic resistance
Retention
by planting woody vegetation and increasing
microtopography
Table 1B. Water Quality Functional Objectives and Proposed Actions
Water Quality Improvement Objectives
Proposed Actions
Remove Pollutant Sources
Cattle exclusion and/or cessation of agricultural
practices
Upland Pollutant Filtration
Plant woody riparian buffers; construct marsh
treatment features intercepting overland flows
Increase floodplain connectivity; plant woody
Floodplain Biogeochemical Processing
riparian buffers; increase microtopography;
construct marsh treatment areas
Thermal Regulation
Plant woody riparian buffers to provide shade
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 2
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Table 1C. Habitat Functional Objectives and Proposed Actions
Habitat Functional Improvement Objectives Proposed Actions
Construct stable channels, geomorphology designed
In -channel Habitat to increase hydraulic and bedform habitat
heterogeneity
Plant native, woody riparian buffers providing
Riparian Habitat and Structure foraging, nesting, and cover for terrestrial species as
well as refugia for aquatic species
2.1 FUNCTIONAL ASSESSMENT METHODS
Site specific mitigation goals and objectives have been developed through the use of functional
assessment analyses of existing stream and wetland systems at the Site. Functional assessment
methods include NC Stream Assessment Method (NC SAM), NC Wetland Assessment Method
(NC WAM), and NC Stream Quantification Tool (NC SQT).
The NC SAM and NC WAM methodologies rate functional metrics for streams and wetlands as
high, medium, or low based on field data collected on forms and transferred into a rating calculator.
Using Boolean logic, the rating calculator assigns a high, medium, or low value for each metric
and overall function of the stream or wetland area.
The NC SQT analysis uses quantitative measurements of function -based stream parameters to
determine if stream reaches are functioning, functioning at risk, or not functioning for each
functional category. Field data is entered into a Microsoft Excel workbook, which determines the
functional rating for each functional category for each stream reach.
2.1.1 NC SAM
Stream mitigation goals and objectives proposed for the Site are based on functional metrics
identified by NC SAM. Functional metrics have been developed by regulatory agencies and are
summarized in the following tables. Site functional assessment data forms are included in
Appendix B (PJD Package).
Table 2A summarizes the NC SAM metrics targeted and the corresponding mitigation activities
proposed to provide functional uplift. Metrics targeted to meet the Site's goals and objectives are
depicted in bold.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 3
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Table 2A. Brushv Mountain NC SAM Summa
NC SAM Function Class Rating
MEDIUM
LOW
LOW
LOW
HIGH
(2) In -stream Habitat
UT 1 (Up)
UTl (Down)
UT3
UT4
Reference
Summary
HIGH
HIGH
HIGH
MEDIUM
HIGH
(I) HYDROLOGY
LOW
LOW
LOW
LOW
HIGH
(2) Baseflow
HIGH
HIGH
HIGH
MEDIUM
HIGH
(2) Flood Flow
LOW
LOW
LOW
LOW
HIGH
(3) Streamside Area Attenuation
LOW
LOW
LOW
LOW
HIGH
(4) Floodplain Access
LOW
LOW
LOW
LOW
HIGH
(4) Wooded Riparian Buffer
MEDIUM
LOW
LOW
LOW
HIGH
(4) Microtopography
LOW
LOW
LOW
LOW
HIGH
(3) Stream Stability
MEDIUM
LOW
LOW
LOW
HIGH
(4) Channel Stability
MEDIUM
LOW
LOW
LOW
HIGH
(4) Sediment Transport
HIGH
MEDIUM
HIGH
LOW
HIGH
(4) Stream Geomorphology
LOW
LOW
LOW
LOW
HIGH
(1) WATER QUALITY
MEDIUM
MEDIUM
LOW
LOW
HIGH
(2) Baseflow
HIGH
HIGH
HIGH
MEDIUM
HIGH
(2) Stream -side Area Vegetation
MEDIUM
LOW
LOW
LOW
HIGH
(3) Upland Pollutant Filtration
MEDIUM
LOW
LOW
LOW
HIGH
(3) Thermoregulation
MEDIUM
LOW
MEDIUM
MEDIUM
HIGH
(2) Indicators of Stressors
YES
YES
YES
YES
NO
(2) Aquatic Life tolerance
HIGH
HIGH
LOW
HIGH
HIGH
(1) HABITAT
MEDIUM
LOW
LOW
LOW
HIGH
(2) In -stream Habitat
HIGH
LOW
MEDIUM
LOW
HIGH
(3) Baseflow
HIGH
HIGH
HIGH
MEDIUM
HIGH
(3) Substrate
HIGH
MEDIUM
HIGH
LOW
HIGH
(3) Stream Stability
MEDIUM
LOW
LOW
LOW
HIGH
(3) In -Stream Habitat
HIGH
LOW
MEDIUM
LOW
HIGH
(2) Stream -side Habitat
LOW
LOW
LOW
LOW
HIGH
(3) Stream -side Habitat
LOW
LOW
LOW
LOW
HIGH
(3) Thermoregulation
MI'.DIUM
LOW
LOW
LOW
HIGH
OVERALL
MEDIUM
LOW
LOW
LOW
HIGH
Based on NC SAM output, all three primary stream functional metrics (Hydrology, Water Quality,
and Habitat), as well as 21 of 24 sub metrics are under -performing as exhibited by a LOW metric
rating. These same metrics measured in relatively undisturbed reference reaches (located upstream
of UTIA and UT4) exhibit HIGH metric ratings (see Figure 4, Appendix A). LOW performing
metrics are to be targeted for functional uplift through mitigation activities, goals and objectives,
as well as, monitoring and success criteria.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 4
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

2.1.2 NC WAM
Wetland mitigation goals and objectives proposed for the Site are based on functional metrics
identified by the NC WAM. Similar to NC SAM, functional metrics have been developed by
regulatory agencies and are summarized in the following tables. Site functional assessment data
forms are included in Appendix B (PJD Package). Metrics targeted to meet the Site's goals and
objectives are depicted in bold.
Table 2B. Brushy Mountain NC WAM Summary
NC WAM Sub -function Rating Summary UTI
Wetland Type HF
Wetland ID
(1) HYDROLOGY
(2) Surface Storage & Retention
PA
LOW
LOW
(2) Sub -surface Storage and Retention MEDIUM
(1) WATER QUALITY HIGH
(2) Pathogen change
HIGH
(2) Particulate Change
LOW
(2) Soluble change
HIGH
(2) Physical Change MEDIUM
(1) HABITAT LOW
(2) Physical Structure
(2) Landscape Patch Structure
(2) Vegetative Composition
LOW
LOW
LOW
OVERALL LOW
Wetland Type — HF = Headwater Forest
Wetland ID - See PJD mapping for locations of Wetland PA
Based on NC WAM output, two of the three primary wetland functional metrics (Hydrology and
Habitat), as well as 5 of 9 sub metrics are under -performing as exhibited by a LOW metric rating.
LOW performing metrics are to be targeted for functional uplift through mitigation activities, goals
and objectives, as well as, monitoring and success criteria.
2.1.3 NC SOT
For the purposes of this project, the NC SQT tool has been used to quantify functional lift from
existing to proposed stream conditions as a result of the restoration project. Data is expected to be
recollected at the as -built and annual monitoring phase (Years 1, 5, and 7) to verify the functional
uplift associated with the project. NC SQT data is not intended to be utilized to determine success
criteria; however, it is expected to be utilized by the Interagency Review Team for information
and as a tool to determine the functional uplift of proposed mitigation activities. NC SQT
datasheets are included in Appendix C.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 5
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

NC SOT Functional
Functional Category
Hydrology
Reach Runoff
Hydraulics
Floodplain Connecuvity
UT2
Large Woody Debris
UT3 Reach 2
Lateral Stability_
Geomorphology
Riparian Vegetation _
0.20
Bed Form Diversity
0.14
Plan Form•
Physiochemical
Bacteria
Biology
Macros
Stream Reach Functional Rating b Cat o
UTI Reach 1 UTI Reach 2 UTI Reach 3 UT2 UT3 Reach 1 UT3 Reach 2 L_ UT4
Baseline data is expected to be collected for these parameters in April 2018. Data, and results of the analysis will be presented in as -built documents, or once available.
oning
-Legend Functioning Functi
atRsk
• Plan form in UT 3 and UT4 will not be restored to functioning due to the steepness of the valley and lack of sinuosity that is attainable in the channel (see Geomorphology discussion below).
Functional Change Summary
UTI Reach 1
UT1 Reach 2
UTI Reach 3
UT2
U73 Reach 1
UT3 Reach 2
UT4
Existing Condition Score
0.22
0.20
0.23
0.14
0 31
0.20
0 16
Proposed Condition Score
0.51
0.50
0.48
0.50
0.48
0.48
0.49
Change to Functional Condition
0.29
0.30
0.25
0.36
0.17
0.28
0.33
Percent Condition Change
132%
150%
109%
257%
55%
140%
206%
Existing Stream Length
307
1544
604
388
712
535
782
Proposed Stream Length
350
1745
631
315
712
535
860
Additional Stream Length
43
201
27
-73
0
0
78
Existing Functional Foot Score
68
309
139
54
221
107
125
Proposed Functional Foot Score
179
873 1
303
158
342
257
421
Change in Functional Foot Score
111
564
164
103
121
150
296
Functional Change Percent
164%
183%
118%
190%
55%
140%
237%
Brushy Mountain Mitigation Runk Site-Mdtgarron Man page 6
Yadkin 01 Umbrella Mitigation Bank Restoration 3vslems, LLC

NC SOT Results
Overall, results of the NC SQT evaluation predict a functional uplift of 55 to 237 percent across
the Site. Functional uplift is predicted for categories of Hydrology, Hydraulics, and
Geomorphology in all reaches assessed. Specifics for each of the functional categories and a brief
discussion of Site features and goals for the project include the following.
Hydrology
Hydrology improvements at the Site revolve around points of concentrated flow that enter a project
reach per 1000 linear feet. Anthropogenic concentrated flow points in the Site model include
ditches, drain tiles, and roadside drainages. Each project reach is characterized by multiple
concentrated flow points, which will be eliminated during restoration activities. Goals associated
with this Functional Category include removal of point source discharges into streams and is
assumed to be successful upon the removal of drain tile/ditches and/or the installation of marsh
treatment areas.
Hydraulics
Hydraulic improvements at the Site revolve around floodplain connectivity, as measured by Bank -
Height -Ratio (BHR) and Entrenchment Ratio (ER). Both BHR and ER were measured using
detailed methods, as defined in North Carolina Stream Quantification Tool Data Collection and
Analysis Manual, NC SQT 0.0 (Harman et al. 2017). BHR ranged from 1.7 to 8.1 and ER from
1.2 to 3.0 across the Site. Proposed conditions for BHR and ER are expected to be approximately
1.1 and 3.5, respectively. All reaches show improvement in hydraulic function from proposed
restoration activities. The goals associated with this Functional Category, including a reduction in
flood flow, are tied to the NC SAM Class 1 Function of Hydrology, as described in Section 2.2
(Site Mitigation Goals).
Geomorphology
Geomorphology improvements at the Site revolve around multiple functional categories including
Large Woody Debris, Lateral Stability, Riparian Vegetation, Bed Form Diversity, and Plan Form.
Overall, geomorphologic function is expected to be improved throughout the Site; possibly more
than the analysis measures. Specifically, the Plan Form variable appears to not register a functional
gain if proposed sinuosity is not elevated above 1.2. However, the steeper reaches of UT3 and
UT4 are not expected to have a sinuosity above 1.1. In addition, Large Woody debris is a limiting
factor in lower slope reaches that have fewer structures. Both these variables are expected to be
functionally elevated over time; however, possibly not within the proposed 7 -year monitoring
period. The goals associated with this Functional Category may be tied to all three NC SAM Class
1 Functions (Hydrology, Water Quality, and Habitat).
Physiochemical and Biology
Baseline data is expected to be collected for these parameters in April 2018. Data, and results of
the analysis will be presented in as -built documents, or once available.
Overall SQT Assessment
Impairments present on the Site result from past stream channelization and clearing of riparian
vegetation, resulting in channel instability and erosion, lack of bedform diversity, increased
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 7
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

nutrient and sediment loading, and loss of wetland function. Ecological uplift will come from
restoring the project streams to a stable, functioning condition, restoring appropriate stream form,
wetland connections, and natural vegetation. In -stream structures will ensure channel stability and
improve aquatic habitats while the restored system matures. Restored riparian buffers will: 1)
provide woody debris and detritus for aquatic organisms, 2) provide shading and reduce water
temperatures, 3) increase dissolved oxygen concentrations, and 4) provide a diversity of aquatic
and terrestrial habitats appropriate for the ecoregion and landscape setting. Approximately 23.29
acres of riparian buffer will be restored and/or protected as part of the proposed project.
2.2 SITE MITIGATION GOALS
Site specific mitigation goals were determined using functional assessment methods (NC SAM,
NC WAM, and NC SQT) to predict which metrics will result in functional uplift from the proposed
mitigation activities. Table 2E depicts functional goals and objectives identified by NC SAM, NC
WAM, and NC SQT. Table 2F depicts mitigation work plan components to achieve the
goal/objective. Site specific goals include the following.
• Minimize downstream flooding to the maximum extent feasible
• Remove direct nutrient inputs from agriculture lands
• Attenuate flood flow across the Site
• Remove direct sediment inputs from agriculture lands
• Reduce pollutant contributions to downstream waters
• Connect streams to a functioning wetland
• Improve both instream and streamside habitat
Project goals may be directly tied to functional assessment methods as presented in Table 2E.
Specific work planned at the Site to achieve these goals are presented in Table 2F. Success criteria
and monitoring protocols are tied to project goals and the mitigation work plan are discussed
further in Section 11.0 Performance Standards and Monitoring Requirements.
Space Purposefully Left Blank
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 8
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Table 2E. Site Specific Mitigation Goals
Functional Goals/Objectives Project Goal
(1) HYDROLOGY
(2) Flood Flow (Floodplain Access)
(3) Streamside Area Attenuation
(4) Floodplain Access
Minimize downstream flooding to the maximum extent
feasible
SQT — Floodplain connectivity (BHR & ER)
SQT — Reach Runoff (Concentrated Flow Points)
Remove direct nutrient inputs from agriculture lands
(4) Wooded Riparian Buffer
Attenuate flood flow across the Site
SQT — Riparian Vegetation
(4) Microtopography
(3) Stream Stability
(4) Channel Stability
Remove direct sediment inputs from agriculture lands
SQT — Lateral Stability (BEHI/NBS)
(4) Stream Geomorphology
SQT Bed Form Diversity
SQT Plan Form
(2) Surface Storage and Retention
Minimize downstream flooding to the maximum extent
feasible
(1) WATER QUALITY
(2) Streamside Area Vegetation
(3) Upland Pollutant Filtration
Reduce pollutant contributions to downstream waters
SQT - Bacteria
(2) Indicators of Stressors
Remove direct sediment inputs from agriculture lands
(2) Particulate Change
(2) Soluble Change
(2) Physical Change
Connect streams to a functioning wetland
(1) HABITAT
(2) In -stream Habitat
(3) Stream Stability
Improve instream aquatic habitat
(3) In -Stream Habitat
SQT - Macros
(2) Physical Structure
(2) Stream -side Habitat
Improve streamside habitat
(3) Stream -side Habitat
(2) Landscape Patch Structure
(3) Thermoregulation
Improve both instream and streamside habitat
(2) Vegetative Composition
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 9
Yadkin 0/ Umbrella Mitigation Bank Restoration Systems, LLC

Table 2F. Stream Mitigation Work Plan
and Functional Goals/Objectives
Functional Goals/Objectives Mitigation Work Plan Component
(1) HYDROLOGY
(2) Flood Flow (Floodplain Access)
(2) Streamside Area Vegetation
(3) Streamside Area Attenuation
Construct new channel at historic floodplain elevation to
(4) Floodplain Access
restore overbank flows
SQT — Floodplain connectivity (BHR & ER)
SQT —Reach Runoff (Concentrated Flow Points)
Remove drain tiles, fill ditches, and install marsh treatment
Raise stream bed elevation, restore overbank flows, plant
areas
(4) Wooded Riparian Buffer
Planting woody riparian buffer
SQT — Riparian Vegetation
(4) Microtopography
Remove livestock and deep rip floodplain soils to reduce
(1) HABITAT
compaction and increase soil surface roughness
(3) Stream Stability
(3) Stream Stability
(4) Channel Stability
Construct proper channel width and depth, stabilize channel
banks, provide gravel/cobble substrate, plant woody riparian
buffer and remove cattle
SQT — Lateral Stability (BEHI/NBS)
SQT - Macros
SQT - Geomorphology
(2) Physical Structure
(4) Stream Geomorphology
Construct a channel with proper pattern and longitudinal
SQT Bed Form Diversity
SQT Plan Form
profile
Plant woody riparian buffer
Construct new channel at historic floodplain elevation
(2) Surface Storage and Retention
restoring overbank flows, remove cattle, scarify compacted
soils, plant woody riparian buffer
(1) WATER QUALITY
(2) Streamside Area Vegetation
Plant woody riparian buffer, remove livestock, install marsh
(3) Upland Pollutant Filtration
treatment areas, and restore/enhance jurisdictional wetlands
adjacent to Site streams
SQT - Bacteria
(2) Indicators of Stressors
Remove cattle and other agricultural inputs
(2) Particulate Change
Raise stream bed elevation, restore overbank flows, plant
(2) Soluble Change
woody riparian buffer, remove cattle, increase surface
(2) Physical Change
storage and retention, restore frequency and duration of
inundation
(1) HABITAT
(2) In -stream Habitat
(3) Stream Stability
Construct stable channel with cobble/gravel substrate and
plant woody riparian buffer
(3) In -Stream Habitat
SQT - Macros
(2) Physical Structure
(2) Stream -side Habitat
Construct new channel at historic floodplain elevation to
restore overbank flows and plant woody riparian buffer for
wildlife passage within agricultural areas
(3) Stream -side Habitat
(2) Landscape Patch Structure
(3) Thermoregulation
Plant woody riparian buffer
(2) Vegetative Composition
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 10
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Site mitigation activities, anticipated final stream lengths, wetland areas, and applicable mitigation
ratios are depicted in Table 3.
Table 3. Brushy Mitigation Bank Site Credit Summary
Mitigation Type
Streams
(linear feet)
Wetland
(acres)
Ratio
Stream
Mitigation Units
Wetland
Mitigation
Units
Restoration
4,732
--
1:1
4,732.0
--
Reestablishment**
--
1.6
1:1
--
1.6
Rehabilitation
--
1.3
2:1
--
0.65
Enhancement (Level I)
108
--
1.5:1
72.0
--
Enhancement (Level II)
477
--
2.5:1
190.8
--
Preservation
276
--
10:1
27.6
--
Totals
5,593
2.9
5,022.4
2.25
Non-standard Buffer Width Credit Adjustment*
83.5
--
Total
5,106
2.25
*see Non-standard Buffer Width Credit Adjustment calculations in Appendix D.
**Additional areas of potential wetland restoration total 2.8 acres. These areas are not included in the table above and
will not be counted towards wetland mitigation credit unless groundwater gauge data shows jurisdictional wetland
hydrology during the annual monitoring period and consultation with the IRT has occurred.
3.0 WATERSHED APPROACH
3.1 WATERSHED ENVIRONMENTAL CONCERNS AND MITIGATION NEEDS
The Yadkin -Pee Dee River Basin is the second largest basin in North Carolina, covering
approximately 7213 square miles and 21 counties. Increasing nutrient enrichment, urbanization,
and wastewater are primary impacts to water quality in the basin, with most of the impacts focused
in Forsyth, Rowan, Iredell, Cabarrus, Davidson, and Union Counties. Conversion of forest and
agricultural land to suburban uses is occurring nearly everywhere throughout the basin (NCDWQ
2008).
The Yadkin 01 (the Yadkin River Headwaters) is approximately 2336 square miles containing the
Yadkin River and its tributaries from the mountain region and extending downstream to the Yadkin
River's confluence with the South Yadkin River. Major municipalities within the HUC include
Wilkesboro, Elkin, Mount Airy, Yadkinville, and the city of Winston-Salem. The Yadkin 01
includes approximately 660,000 people according to the 2000 Census, with the highest population
densities occurring around the three major urban areas (Winston-Salem, Mount Airy, and
Wilkesboro -North Wilkesboro).
The Yadkin 01 includes approximately 240 miles of stream classified as impaired or impacted by
habitat degradation (NCDWQ 2008). The primary sources of degradation include naturally
erodible soils, sediment and erosion from road construction, other land -disturbing activities
(agriculture/pasture, logging, new home construction), and excessive stormwater flow off
Brushy Mountain Mitigation Bank Site -Mitigation Plan page / /
Yadkin 0/ Umbrella Mitigation Bank Restoration Systems, LLC

impervious surfaces. Nonexistent or degraded riparian buffers along stream channels appear to be
a significant factor to habitat degradation, and water quality impairment noted within this HUC.
Between the 2000 and 2016 censuses, the population growth rate of municipalities within the
Yadkin 01 increased approximately 5 percent (Table 4) (USCB 2016). These data suggest land
development activities will increase in frequency, as will aquatic ecosystem impacts related to
such development. In general, impervious surface coverage increases at twice the rate of
population growth; therefore, one would expect an increase in impervious surface of
approximately 10 percent from 2000 to 2016.
Table 4. Population Growth in Yadkin 01
Municipality
2000 Population
2016 Population
Percent Increase
Wilkesboro
3,413
3,554
4
Elkin
4,001
4,106
0
Mount Airy
10,388
10,347
0
Yadkinville
2,959
2,926
0
Winston-Salem
229,617
242,203
6
Totals
250,378
263,136
5
Historically, the Yadkin 01 watershed has experienced relatively high stream mitigation demand.
Since 2015, the NC Division of Mitigation Services (NCDMS [formerly NCEEP]) has requested
92,500 Stream Mitigation Units (SMUs) in the Yadkin 01 (Table 5).
Table 5. NCDMS Stream Mitieation Renuests for Prouosals in Yadkin 01
Request For Proposals
SMUs Requested
October 21, 2015
45,000
September 16, 2016
47,500
Total
92,500
3.2 BANK SITE SELECTION
Based on the analysis presented in Section 3. 1, the Yadkin 01 was targeted as a watershed in need
of stream mitigation. The Sponsor and its consultant, Axiom Environmental, Inc. (Axiom),
conducted a search for sites possessing stream and/or wetland restoration and enhancement
opportunities. Identified Sites were prioritized based on geomorphic condition and land use, and
the necessary landowners were contacted to gauge their interest in participating in a stream
mitigation project. Sites with willing landowners were then pursued further. As real estate in the
area is well -subdivided, many of the identified opportunities are not currently feasible because
such sites require the cooperation of several landowners to achieve sufficient ecological and
economic scale. Therefore, selection of the properties was based on a combination of geomorphic
condition, land use, and the willingness of landowners to participate.
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4.0 SITE PROTECTION
Current property ownership and parcel information is as follows:
Owner Name
Evans, Charles Davis
PIN#
486903120585
Hereafter, the owner will be referred to as "the Landowner."
The Sponsor and the Landowner have executed separate Agreements for Purchase and Sale of
Conservation Easements covering approximately 23.29 acres along the Site. Following USACE
approval of the UMBI and the Site Mitigation Plan, the Sponsor will exercise its rights provided
under the above -referenced agreements.
The properties will be protected in perpetuity by conservation easements approved by the United
States Army Corps of Engineers (USACE) (Appendix E). The conservation easements will be
written to prohibit incompatible uses that might jeopardize objectives of the Bank. Conservation
easements will be held in perpetuity by the North Carolina Wildlife Habitat Foundation. The
Sponsor will provide the land trust with a financial sum, in an amount agreeable to both parties,
appropriate for the long-term stewardship of the Site.
5.0 REFERENCE STUDIES
Four reference reaches were identified for the Site: 1) UT to Catawba River, 2) Reference 1, 3)
Cheek Site, and 4) Left Prong. UT to Catawba River reference site was measured during detailed
restoration planning for a mitigation bank developed in 2000. Reference 1 was measured for a NC
DMS mitigation Site developed in 2011. Both mitigation sites were successful projects through
five years of monitoring with no issues. The Cheek and Left Prong Reference Sites were measured
specifically for this project and are located less than 1.7 miles from the Site in similar geological
and ecological settings. The location of the Cheek and Left Prong Reference sites are depicted on
Figure 1 (Appendix A).
5.1 CHANNEL CLASSIFICATION
Reference reach data is presented in Table Fl -Brushy Mountain Morphological Stream
Characteristics (Appendix F). The reference reaches are characterized as E- and B -type stream
channels.
Dimension: Bankfull cross-sectional data at each reference site has been determined using infield
features of bankfull such as benches, lateral roots, and other morphological features. Once
bankfull cross-sectional area was determined, the value was compared to cross-sectional areas
predicted by Piedmont regional curves (Harman et al. 1999) to determine if the channel matches
the curves for use in Site design. Bankfull cross-sectional area of each reference site as compared
to regional curve predictions of bankfull cross-sectional area are detailed in Table 6.
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Table 6. Reference Bankfull Cross -Sectional Area
Site Measured Area Predicted Area Percent of Regional Curves
UT to Catawba River 10.9 29.45 37%
Reference 1 11.8 12.49 94%
Cheek Site 11.3 11.54 98%
Left Prong 6.2 7.94 78%
Data indicate that reference sites generally match regional curves. With the exception of UT to
Catawba River, the sites appear to be within a reasonable deviation of the bankfull cross-sectional
area predicted by the curves. UT to Catawba River may not be a suitable reference site for
determination of cross-sectional area; however, the channel is very stable and was useful in
determination of pattern and slope ratios for design calculation.
Pattern and Profile: Pattern measurements indicate that sinuosity ranges from 1.07 in steeper, 13 -
type reference reaches (Cheek Site and Left Prong) to 1.40 in lower slope E -type reaches (UT to
Catawba River and Reference 1). Reference sinuosity values appear typical for the Piedmont of
North Carolina and result in pool -to -pool spacing and meander lengths that are suitable for design
of Site streams. Reference valley slopes range from 0.0091 to 0.0616, providing a good range of
slopes to compare existing and proposed Site conditions. Site valley slopes range from 0.0141 to
0.0899, which matches relatively well with measured reference streams. Profile variables such as
riffle slope, pool slope, run slope, and glide slope, which have been destroyed in the Sites streams
due to land use activities, have been measured in the reference sites and will be used for design
channel construction.
Substrate: Reference channels are characterized by substrate dominated by cobble, gravel, and
sand sized particles.
5.2 REFERENCE FOREST ECOSYSTEM
A Reference Forest Ecosystem (RFE) is a forested area on which to model restoration efforts at
the Site in relation to soils and vegetation. RFEs should be ecologically stable climax communities
and should be a representative model of the Site forested ecosystem as it likely existed prior to
human disturbances. Data describing plant community composition and structure were collected
at the RFEs and subsequently applied as reference data in an attempt to emulate a natural climax
community.
Reference vegetative communities for the Site are located on reference tributaries (Cheek Property
and Left Prong), approximately 1.7 miles southwest of the Site in Yadkin County. Tree and shrub
species identified in this area are listed in Table 7 and were utilized, in addition to other relevant
species, to supplement community descriptions for Piedmont Low Mountain Alluvial Forest and
Dry-Mesic Oak -Hickory Forest (Schafale & Weakley 1990).
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Tahle 7. Reference Fnrect F.row0em
Piedmont Alluvial Forest
(Flood tains and Slopes)
Dry-Mesic Oak -Hickory Forest
(Upland Side Slopes)
Canopy Species
Understory Species
Canopy Species
Understory Species
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Liquidambar styraciva
Betula nigra
Carya albaltomentosa
Carpinus caroliniana
Liriodendrum tulipifera
Carpinus caroliniana
Liriodendron tulipifera
Diospyros virginiana
Pinus taeda
Liriodendron tulipifera
Pinus taeda
Ilex opaca
Platanus occidentalis
Pinus virginiana
Juniperus virginiana
Quercus phellos
Quercus alba
Pinus taeda
Quercus shumardii
Quercus falcata
Reference vegetation was dominated by red maple (Acer rubrum), tuliptree (Liriodendrum
tulipifera), sycamore (Platanus occidentalis), and various oak species including willow oak
(Quercus phellos), southern red oak (Quercus falcata), and white oak (Quercus alba). Other
species identified were large loblolly pine (Pinus taeda) and Virginia pine (Pinus virginiana), as
well as river birch (Betula nigra) and iron wood (Carpinus caroliniana).
6.0 BASELINE INFORMATION
Baseline information for the Site presented here includes information on physiography,
topography, and land use; water quality; vegetation; soils; jurisdictional streams and wetlands;
stream characteristics; channel classification and morphology; and discharge.
Valley Classification
The Site has two distinct valley types including Valley Type II in the relatively steep, smaller
drainage areas that descend to the main channel, which is characterized as Valley Type VIII.
Valley Type II exhibits moderate relief, moderate side slope gradients, and valley floor slopes
developed from parent material, alluvium, and colluvium. Typical streams include B -type, step -
pool streams which are generally stable and confined by bedrock. Less common are G -type
streams that are generally observed under disequilibrium.
Valley Type VIII is identified by the presence of multiple river terraces positioned laterally along
broad valleys with gentle, down -valley elevation relief. Alluvial terraces and floodplains are the
predominant depositional landforms, which produce a high sediment supply. Typical streams
include C- and E -types with slightly entrenched, meandering channels with a riffle -pool sequence.
Channel Evolution
Nearly all of the Sites' streams are characterized by G -type (gully) channels or incised E/G- or
C/G-type (riffle pool) channels. In North Carolina a typical evolutionary trend in streams includes
bed and bank erosion that leads to channel downcutting and morphology changing from a stable
E- or C-type channel into a G -type (gully) channel. Continued erosion eventually results in lateral
extension of the G -type channel into an F -type (widened gully) channel. The F -type channel will
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continue to widen laterally until the channel is wide enough to support a stable C-type or E -type
channel at a lower elevation so that the original floodplain is no longer subject to regular flooding.
Water Quality
The Site is located within the Yadkin River Basin in 14 -digit USGS Cataloging Unit and Targeted
Local Watershed 03040101130020 of the South Atlantic/Gulf Region (North Carolina Division of
Water Resources [NCDWR] subbasin number 03-07-02) (Figure 2, Appendix A). Topographic
features of the Site drain to unnamed tributaries to Arnold Branch, which has been assigned Stream
Index Number 12-84-2-2 and a Best Usage Classification of WS -III (NCDWR 2016).
NCDWR Rating
Streams with a WS -III classification are waters used as sources of water supply for
drinking, culinary, or food processing purposes where a more protective WS -I or II
classification is not feasible. WS -III waters generally occur in low to moderately
developed watersheds and are also protected for Class C, such as aquatic life propagation
and survival, fishing, wildlife, secondary recreation, and agriculture. Secondary recreation
includes wading, boating, and other uses not involving human body contact with waters on
an organized or frequent basis.
The NCDWR, formerly known as the North Carolina Division of Water Quality (NCDWQ), has
assembled a list of impaired waterbodies according to the Clean Water Act Section 303(d) and 40
CFR 130.7, which is a comprehensive public accounting of all impaired waterbodies. An impaired
waterbody is one that does not meet water quality standards including designated uses, numeric
and narrative criteria, and anti -degradation requirements defined in 40 CFR 131. Site tributaries
and their immediate receiving waters are not listed on the draft 2016 or final 2014 NC 303(d) list
(NCDENR 2014, NCDENR 2016).
6.1 EXISTING CONDITIONS
6.1.1 Physioeraphy, Topography, and Land Use
The Site is located in the Northern Inner Piedmont Ecoregion of the Piedmont Physiographic
Province within Yadkin County, North Carolina. Regional physiography is characterized by
dissected, irregular plains, some low rounded hills and ridges, and low to moderate gradient
streams with mostly cobble, gravel, and sandy substrates (Griffith et al. 2002). Onsite elevations
range from a high of 1240 feet National Geodetic Vertical Datum (NGVD) to a low of
approximately 1120 feet NGVD (United States Geological Survey [USGS] Elkin South, North
Carolina 7.5 -minute topographic quadrangle) (Figures I and 3, Appendix A).
The primary hydrologic features of the Site consist of unnamed tributaries (UTs) to Arnold Branch.
The Site drainage area encompasses 0.41 -square mile at the outfall, with smaller drainage areas
ranging in size from 0.04 - to 0.12 -square mile (Figure 3, Appendix A). The drainage area is
primarily composed of forest and agriculture land. Detailed GIS analysis of the upstream drainage
indicates that less than 1 percent of the drainage area is impervious including roads, driveways,
and rooftops. The GIS analysis included digitizing the impervious surfaces from aerial coverage,
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clipping the shapefile to the drainage area boundary, and geoprocessing the area of impervious
surface (Figure 3, Appendix A).
6.1.2 Vegetation
The Site is characterized entirely by agricultural land, including pasture, hay fields, and disturbed
forested areas accessible by livestock. Fields are dominated by fescue (Festuca sp.) with sparse
natural recruits including dog fennel (Eupatorium capillifolium), clover (Trifolium sp.), cocklebur
(Xanthium strumarium), and ironweed (Vernonia sp.), in addition to other opportunistic
herbaceous species. Wet pockets located within pasture land are dominated by rushes (Juncus
spp.) and sedges (Carex spp.). Disturbed forest areas are characterized primarily by eastern red
cedar (Juniperus virginiana), tulip tree (Liriodendron tulipifera), black cherry (Prunus serotina),
shortleaf pine (Pinus echinata), and scattered oaks (Quercus spp.) and hickories (Carya spp.).
6.1.3 Soils and Land Form
Soils that occur within the Site, according to the Web Soil Survey (USDA 2015) are described in
Table 8.
Table 8. Web Soil Survey Soils
Soil Series
Hydric Status
Description
This series consist of very deep to moderately deep, well -drained soils
Evard-Cowee
found on mountain tops, flanks, side slopes, and interfluves derived from
Complex
Nonhydric
igneous and high-grade metamorphic rock. Permeability is moderately
(EcE)
rapid. Slopes are typically 15 to 20 percent.
This series consists of very shallow, well -drained and somewhat
Fairview
excessively drained soils that formed in alluvium, slope alluvium, and
(FaD), (FaE),
Nonhydric
residuum and eolian material derived from sandstone. Fairview soils are
(FdE), and (FeE)
on summits of mesas and structural benches, and on dip slopes of cuestas.
Permeability is moderately rapid. Slopes are 1 to 15 percent.
This series consists of very deep and poorly drained soils formed in
alluvium derived from metamorphic and crystalline rock. They are on
Hatboro loam
Hydric
flood plains. Slopes range from 0 to 3 percent. Saturated hydraulic
(HaA)
conductivity is moderately high to high. These soils are subject to
periodic stream overflow.
Hydric soils and jurisdictional wetlands were delineated and mapped in December 2015, and
reconfirmed in December 2017. Based on soil delineations approximately 1.3 acres of disturbed
jurisdictional wetlands occur within the Site. Wetlands have been disturbed by livestock grazing,
drain tile installation, and stream channel relocation to the margins of the floodplain. In addition,
1.6 acres of drained hydric soils occur within the Site. These hydric soils have been effectively
drained by a network of drain tiles, ditches, and relocation of stream channels to the margins of
the floodplain.
6.1.4 Jurisdictional Streams and Wetlands
The main hydrologic features of the Site include four UTs to Arnold Branch, and associated
riparian wetlands and floodplains. The Site drains an approximately 0.41 -square mile watershed
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at the outfall (Figure 3, Appendix A). The unnamed tributaries are first -order bank -to -bank stream
systems with drainage areas ranging between 0.04- to 0.41 -square mile.
Streams within the Site may be generally characterized as riverine, upper perennial with
streambeds consisting of cobble and gravel (R3SI33). Small streams may be considered
intermittent in nature and would be considered riverine, intermittent with streambeds consisting of
cobble -gravel (R4S133). Site streams are fully exposed or partially shaded by a mixture of mature
riparian vegetation, and exhibit entrenchment and bank failure due to livestock and agriculture
practices located within the watershed. The Site encompasses approximately 5,137 linear feet of
existing stream channels proposed for mitigation (Table 9 and Figure 4, Appendix A).
Table 9. Existine Stream Characteristics
Stream Reach
Approx. Length
(linear feet)
USGS
Stream Order
USGS Stream
Classification
In -Field Stream
Classification
UTI
2,377
ls`
Intermittent
Perennial
UT I A
251
1 SS
Intermittent
Perennial
UT1B
261
Unmapped
Unmapped
Perennial
UT2
279
Unmapped
Unmapped
Perennial
UT3
1,233
Unmapped
Unmapped
Intermittent/Perennial
UT4
776
Unmapped
Unmapped
Perennial
Total
5,137
*Note: Perennial and Intermittent stream calls have not been approved by the NC Division of Water Resources and
hydrologic status is for descriptive purposes only.
Jurisdictional wetlands are defined by the presence of three criteria: hydrophytic vegetation, hydric
soils, and evidence of wetland hydrology during the growing season (Environmental Laboratory
1987). Portions of the Site supporting jurisdictional wetlands may originally have been
characterized by palustrine, forested wetlands which were seasonally flooded. However, livestock
trampling, deforestation, groundwater drawdown (from stream channel incision), drain tile
installation, and floodplain ditching have impacted on-site wetland areas.
Approximately 2.9 acres of the Site area is currently underlain by hydric soils, which have been
impacted by stream relocation, channel entrenchment, drain tile installation, ditching, compaction
due to hoof shear and agricultural equipment, and removal of native, woody vegetation (Figure 4,
Appendix A). Floodplain manipulations associated with stream channel relocation and
straightening, deforestation, and compaction from livestock, have effectively removed, or
impacted groundwater hydrology and/or vegetation in these areas. In order to accurately calculate
baseline wetland areas, a jurisdictional wetland delineation was completed in December 2015 and
verbally approved by USACE representative Steve Kichefski during a field meeting on September
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19, 2017; a signed Preliminary Jurisdictional Determination dated March 2018 is included in
Appendix B.
Portions of the Site supporting jurisdictional wetlands are characterized by semi -permanently
flooded, palustrine wetlands underlain by hydric soils that are dark (low chroma) in color and are
striated with lenses of coarse materials deposited in a fluvial environment. Vegetative
communities within wetlands proposed for enhancement are composed of a single stratum of
herbaceous vegetation due to livestock grazing and routine maintenance. Groundwater springs
and surface runoff contribute hydrology to these areas, although historically the wetlands may
have additionally had a hydrological influence of overbank flooding.
Hydric soils have been mapped by the Natural Resource Conservation Service (MRCS) as Hatboro
loam (HaA). According to the Cowardin classification (Cowardin et al. 1979), jurisdictional
wetlands located within the Site may be generally classified as palustrine, persistent emergent,
wetlands that are saturated, semipermanent, or seasonally flooded (PEM I Y).
6.1.5 Stream Characteristics
Site stream dimension, pattern, and profile were measured to characterize existing channel
conditions. Locations of existing stream reaches are depicted in Figure 4 (Appendix A) and cross-
sections are presented in Appendix F. Stream geometry measurements under existing conditions
are summarized in Table F1 Morphological Stream Characteristics (Appendix F). Preliminary
estimates of stable stream attributes are based primarily upon measurements of four reference
reaches and regional curves.
6.1.6 Channel Classification and Morphology
Stream geometry and substrate data have been evaluated to classify existing stream conditions
based on a classification utilizing fluvial geomorphic principles (Rosgen 1996). This classification
stratifies streams into comparable groups based on pattern, dimension, profile, and substrate
characteristics. Primary components of the classification include degree of entrenchment, width -
depth ratio, sinuosity, channel slope, and stream substrate composition.
Existing Site reaches are classified as incised (G -type) channels, Eg-, or Cg -type channels with
bank -height ratios ranging from 1.4 to 11.3 (Appendix F). Existing reaches have been dredged
and straightened, rerouted to the edge of the floodplain, are accessed by livestock, and are
downcutting and eroding laterally. Channel dredging has resulted in low sinuosity (1.01 to 1.06),
little to no riffle -pool morphology, disturbed instream habitat (lack of cobble and boulder
substrate), oversized channel cross-sectional areas (existing channels are up to 6 times the bankfull
channel cross-sectional area), and no access to Site floodplains during overbank events.
6.1.7 Discharge
This hydrophysiographic region is characterized by moderate rainfall with precipitation averaging
approximately 44 inches per year (USDA 1962). Drainage basin sizes range from 0.04 -square
mile for UT3 and UT4 to 0.41 -square mile at the Site outfall.
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The Site's discharge is dominated by a combination of upstream basin catchment, groundwater
flow, and precipitation. Based on regional curves (Harman et al. 1999), the bankfull discharge for
a 0.04 -square mile watershed and a 0.41 -square mile watershed is expected to average 8.7 -cubic
feet per second (cfs) and 46.8-cfs, respectively. Bankfull discharge is expected to occur on average
every 1.3 to 1.5 -years.
7.0 CHANNEL STABILITY ASSESSMENT
7.1 STREAM POWER
Stability of a stream refers to its ability to adjust itself to inflowing water and sediment load. One
form of instability occurs when a stream is unable to transport its sediment load, leading to
aggradation, or deposition of sediment onto the streambed. Conversely, when the ability of the
stream to transport sediment exceeds the availability of sediments entering a reach, and/or stability
thresholds for materials forming the channel boundary are exceeded, erosion or degradation
occurs.
Stream power is the measure of a stream's capacity to move sediment over time. Stream power
can be used to evaluate the longitudinal profile, channel pattern, bed form, and sediment transport
of streams. Stream power may be measured over a stream reach (total stream power) or per unit
of channel bed area. The total stream power equation is defined as:
0 = PgQs
where 92 = total stream power (ft-lb/s-ft), p = density of water (lb/ft3), g = gravitational
acceleration (ft/s2), Q = discharge (ft3/sec), and s = energy slope (ft/ft). The specific weight of
water (y = 62.4 lb/ft3) is equal to the product of water density and gravitational acceleration, pg.
A general evaluation of power for a particular reach can be calculated using bankfull discharge
and water surface slope for the reach. As slopes become steeper and/or velocities increase, stream
power increases and more energy is available for reworking channel materials. Straightening and
clearing channels increases slope and velocity and thus stream power. Alterations to the stream
channel may conversely decrease stream power. In particular, over -widening of a channel will
dissipate energy of flow over a larger area. This process will decrease stream power, allowing
sediment to fall out of the water column, possibly leading to aggradation of the streambed.
The relationship between a channel and its floodplain is also important in determining stream
power. Streams that remain within their banks at high flows tend to have higher stream power and
relatively coarser bed materials. In comparison, streams that flood over their banks onto adjacent
floodplains have lower stream power, transport finer sediments, and are more stable. Stream
power assessments can be useful in evaluating sediment discharge within a stream and the
deposition or erosion of sediments from the streambed.
7.2 SHEAR STRESS
Shear stress, expressed as force per unit area, is a measure of the frictional force that flowing water
exerts on a streambed. Shear stress and sediment entrainment are affected by sediment supply
(size and amount), energy distribution within the channel, and frictional resistance of the
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streambed and bank on water within the channel. These variables ultimately determine the ability
of a stream to efficiently transport bedload and suspended sediment.
For flow that is steady and uniform, the average boundary shear stress exerted by water on the bed
is defined as follows:
T=y Rs
where T = shear stress (lb/ft2), y = specific weight of water, R = hydraulic radius (ft), and s = the
energy slope (ft/ft). Shear stress calculated in this way is a spatial average and does not necessarily
provide a good estimate of bed shear at any particular point. Adjustments to account for local
variability and instantaneous values higher than the mean value can be applied based on channel
form and irregularity. For a straight channel, the maximum shear stress can be assumed from the
following equation:
Tmax = 1.5-c
for sinuous channels, the maximum shear stress can be determined as a function of plan form
characteristics:
Tmax = 2.65T(Rc /Wbkf)-0.5
where Rc = radius of curvature (ft) and Wbkf = bankfull width (ft).
Shear stress represents a difficult variable to predict due to variability of channel slope, dimension,
and pattern. Typically, as valley slope decreases channel depth and sinuosity increase to maintain
adequate shear stress values for bedload transport. Channels that have higher shear stress values
than required for bedload transport will scour bed and bank materials, resulting in channel
degradation. Channels with lower shear stress values than needed for bedload transport will
deposit sediment, resulting in channel aggradation.
The actual amount of work accomplished by a stream per unit of bed area depends on the available
power divided by the resistance offered by the channel sediments, planform, and vegetation. The
stream power equation can thus be written as follows:
w = pgQs = Tv
where co = stream power per unit of bed area (N/ft-sec, Joules/sec/ft2), T = shear stress, and v =
average velocity (ft/sec). Similarly,
cn = f2/Wbkf
where Wbkf = width of stream at bankfull (ft).
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7.3 STREAM POWER AND SHEAR STRESS METHODS AND RESULTS
Channel degradation or aggradation occurs when hydraulic forces exceed or do not approach the
resisting forces in the channel. The amount of degradation or aggradation is a function of relative
magnitude of these forces over time. The interaction of flow within the boundary of open channels
is only imperfectly understood. Adequate analytical expressions describing this interaction have
yet to be developed for conditions in natural channels. Thus, means of characterizing these
processes rely heavily upon empirical formulas.
Traditional approaches for characterizing stability can be placed in one of two categories: 1)
maximum permissible velocity and 2) tractive force, or stream power and shear stress. The former
is advantageous in that velocity can be measured directly. Shear stress and stream power cannot
be measured directly and must be computed from various flow parameters. However, stream
power and shear stress are generally better measures of fluid force on the channel boundary than
velocity.
Using these equations, stream power and shear stress were estimated for 1) existing dredged and
straightened reaches, 2) the reference reaches, and 3) proposed Site conditions. Important input
values and output results (including stream power, shear stress, and per unit shear power and shear
stress) are presented in Table 10. Average stream velocity and discharge values were calculated
for the existing stream reaches, reference reaches, and proposed conditions.
In order to maintain sediment transport functions of a stable stream system, the proposed channel
should exhibit stream power and shear stress values so the channel is neither aggrading nor
degrading.
Space Purposefully Left Blank
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Table 10. Stream Power (0) and Shear Stress (T) Values
Results of the analysis indicate the proposed Site channel reaches are expected to maintain stream
power as a function of width values (92/W) of approximately 2.72 to 7.33 and shear stress (t) values
of approximately 0.59 to 1.80 (below values for reference reaches Cheek Site and Left Prong).
These ranges of stream power and sheer stress are expected to be stable, while transporting
sediment through the Site.
Stream power and shear stress values are higher for the existing stream reaches, than for proposed
channels. Existing reaches are degrading as evidenced by bank erosion, channel incision, low
width -depth ratios, and high bank -height ratios; degradation has resulted from a combination of
water surface slopes that have been steepened, channel straightening, dredging, and channel
incision. Stream power and shear stress values for the proposed channels should be lower than for
existing channels to effectively transport sediment without eroding and downcutting, resulting in
stable channel characteristics.
Reference reach values for stream power and shear stress are comparable for the proposed
channels.
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Water
Total
Shear
Discharge
surface
Stream
Hydraulic
Hydraulic
Velocity
Reference Site
01W
t v
tma:
(ft3/s)
Slope
Power
Radius
(v)
()
(ft/ft)
42)
Existing Conditions
UT 1 Upstream
23.3
0.0444
64.55
6.80
2.48
6.86
0.86
5.92
10.29
UT 1 Mid Reach
33.4
0.0175
36.47
3.26
2.88
3.15
0.91
2.85
4.72
UT 1 Downstream
44.0
0.014
38.44
3.18
3.16
2.76
0.99
2.73
4.14
UT 2
18.1
0.0422
47.66
7.33
2.25
5.92
0.99
5.88
8.88
UT 3
8.2
0.0881
45.08
6.09
2.02
11.13
0.49
5.50
16.69
UT 4
8.2
0.0446
22.82
3.46
5.16
14.37
0.18
2.65
21.55
Reference Conditions
UT Catawba River
46.3
0.0028
8.09
0.79
0.87
0.15
4.25
0.65
0.23
Reference 1
47.2
0.0127
37.41
3.94
0.98
0.77
4.00
3.09
1.16
Cheek Site
45.0
0.0294
82.56
6.71
0.79
1.45
3.98
5.77
2.17
Left Prong
24.1
0.0576
86.62
8.41
0.54
1.94
3.89
7.53
2.91
Proposed Conditions
UT 1 Upstream
23.3
0.0428
62.23
6.76
0.58
1.54
3.82
5.87
2.31
UT 1 Mid Reach
33.4
0.0165
34.39
3.15
0.68
0.70
3.93
2.75
1.05
UT 1 Downstream
44.0
0.0123
33.77
2.72
0.77
0.59
4.00
2.38
0.89
UT 2
18.1
0.0389
43.94
5.36
0.51
1.24
3.77
4.67
1.86
UT 3
8.2
0.0817
41.80
7.33
0.35
1.80
3.57
6.43
2.71
UT 4
8.2
0.0409
20.93
3.67
0.35
0.90
3.57
3.22
1.35
Results of the analysis indicate the proposed Site channel reaches are expected to maintain stream
power as a function of width values (92/W) of approximately 2.72 to 7.33 and shear stress (t) values
of approximately 0.59 to 1.80 (below values for reference reaches Cheek Site and Left Prong).
These ranges of stream power and sheer stress are expected to be stable, while transporting
sediment through the Site.
Stream power and shear stress values are higher for the existing stream reaches, than for proposed
channels. Existing reaches are degrading as evidenced by bank erosion, channel incision, low
width -depth ratios, and high bank -height ratios; degradation has resulted from a combination of
water surface slopes that have been steepened, channel straightening, dredging, and channel
incision. Stream power and shear stress values for the proposed channels should be lower than for
existing channels to effectively transport sediment without eroding and downcutting, resulting in
stable channel characteristics.
Reference reach values for stream power and shear stress are comparable for the proposed
channels.
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7.4 BANKFULL VERIFICATION
Discharge estimates for the Site utilized an assumed definition of "bankfull" and return intervals
associated with those bankfull discharges. For this design, the bankfull channel is defined as the
channel dimensions conveying "channel forming" or "dominant" discharge (Gordon et al. 1992).
Discharge estimates were calculated using three methods for comparison: Piedmont regional
curves (Harman et al. 1999), the USGS regional regression equation for the Piedmont region
(USGS 2006; see analysis in Appendix G), and field indicators of bankfull. Based on the analysis
of methods to determine bankfull discharge, proposed conditions at the Site are based on bankfull
indicators found on the reference reaches and most importantly on-site indicators of bankfull.
Using this methodology, the designed channels will equal approximately 94 percent of the channel
size indicated by Piedmont regional curves (also see Table 6, Section 5.1). Table 11 summarizes
all methods analyzed for estimating bankfull discharge.
Table 11. Reference Reach Bankfull Discharee Analvsis
Watershed Area
Return Interval
Discharge
Method
(square miles)
(years)
(cfs)
UT Catawba River Reference Reach
Piedmont Regional Curves
1.6
1.3-1.5
125.0
(Harman et al. 1999)
Peidmont Regional Regression Model
1.6
1.3-1.5
92-109
(USGS 2006)
Field Indicators of Bankfull
1.6
1.3-1.5
46.3
Reference 1 Reference Reach
Piedmont Regional Curves
0.45
1.3-1.5
50.0
(Harman et al. 1999)
Peidmont Regional Regression Model
0.45
1.3-1.5
63-72
(USGS 2006)
Field Indicators of Bankfull
0.45
1.3-1.5
47.3
Cheek Site Reference Reach
Piedmont Regional Curves
0.4
1.3-1.5
45.9
(Harman et al. 1999)
Peidmont Regional Regression Model
0.4
1.3-1.5
61-65
(USGS 2006)
Field Indicators of Bankfull
0.4
1.3-1.5
45.0
Left Prong Reference Reach
Piedmont Regional Curves
0.23
1.3-1.5
30.8
(Harman et al. 1999)
Peidmont Regional Regression Model
0.23
1.3-1.5
41-45
(USGS 2006)
Field Indicators of Bankfull
0.23
1.3-1.5
24.1
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Restoration Systems, LLC

8.0 POTENTIAL CONSTRAINTS
The presence of conditions or characteristics that have the potential to hinder restoration activities
within the Site was evaluated. The evaluation focused primarily on the presence of hazardous
materials, utilities and restrictive easements, rare/threatened/endangered species or critical
habitats, and the potential for hydrologic trespass. Existing information regarding constraints was
acquired and reviewed. In addition, any Site condition with the potential to restrict the proposed
restoration design and implementation was documented during field investigations.
No constraints that may hinder restoration activities have been identified at the Site.
8.1 SITE ACCESS
The Site is to be accessed from Macemore Road (SR 1317). Macemore Road abuts the Site
easement and access may be obtained to the Site directly from the road.
8.2 UTILITIES
Utility crossings do not occur at the Site; therefore, it is not considered a constraint.
8.3 FEMA/HYDROLOGIC TRESPASS
Inspection of the FEMA Flood Insurance Rate Map 3710486800J, effective May 18, 2009 was
reviewed to determine if the project is located in a FEMA study area (DFIRM panel number 8787).
Based on existing floodplain mapping, the Site is not located in a Special Flood Hazard Area and
the project should not alter FEMA flood zones. Therefore, a "Conditional Letter of Map Revision"
(CLOMR) is not expected for this project.
Surface drainage on the Site and surrounding areas are in the process of being analyzed to predict
the feasibility of manipulating existing surface drainage patterns without adverse effects to the Site
or adjacent properties.
8.4 FEDERALLY PROTECTED SPECIES
One federally protected species is listed as occurring in Yadkin County: Northern long-eared bat
(Myotis septentrionalis). Coordination with the US Fish and Wildlife Service (USFWS) will occur
in support of the project; however, work will be conducted during the winter and early spring and
is not expected to be subject to moratoriums associated with pupping of this sensitive species. No
project constraints are expected to occur from this species.
Record searches from the NC Natural Heritage Program (NCNHP) indicate that federally protected
species have not been documented within a mile of the Site boundaries.
8.5 STATE LISTED SPECIES
In addition to E, T, and P species, the USFWS list includes a category of species designated as
"Federal Species of Concern" (FSC). A species with this designation is one that may, or may not
be listed in the future (formerly C2 candidate species or species under consideration for listing for
which there is insufficient information to support listing). The FSC designation provides no
federal protection under the ESA for the species listed. The FSC species listed on the current
Yadkin County USFWS list are presented in Table 12.
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Table 12. Federal Species of Concern
Common Name Scientific Name
Potential Habitat*
Allegheny woodrat Neotoma magister
No
Robust redhorse Moxostoma robustum
No
Brook floater Alasmidonta varicosa
No
* Potential Habitat: Portions of the Site under review for potential habitat are limited to areas which are proposed
for earth -moving activities including restoration reaches/areas.
Habitat for these
species is expected to be significantly
improved by proposed mitigation activities.
9.0 CREDIT DETERMINATION AND RELEASE
9.1 CREDIT DETERMINATION
Mitigation activities outlined in this report result
in stream and
wetland mitigation units as
presented in Tables 13 and 14.
Table 13. Reach -by -Reach Credit Determination Summary
Stream Mitigation Final
Mitigation
Mitigation
Comment
Reach Activity Length/Area
Ratio
Credits
UT I Station 00+20 to 00+90 Pres 70
10:1
7.0
UT I Station 00+90 to 02+70 Ell 180
2.5:1
72.0
UT 113 Station 00+39 to 02+08 Pres 169
10:1
16.9
UT 1 B Station 02+08 to 02+79 EIl 71
2.5:1
28.4
UT 1 Station 02+79 to 03+32 EIl 53
2.5:1
21.2
One easement break
2543-62 =
totaling 62 R in width
UT l Station 03+32 to 28+75 Restoration
1:1
2481
2481
is removed from
credit
UT 2 Station 00+86 to 05+73 Restoration 487
1:1
487
UT 3 Station 00+03 to 00+40 Pres 37
10:1
3.7
UT 3 Station 00+40 to 00+81 EI 41
1.5:1
27.3
Easement break 63 ft
1200-63—
UT 3 Station 00+81 to 12+81 Restoration
1:1
1137 in width is removed
1137
from credit
UT 4 Station 00+03 to 01+76 EII 173
2.5:1
69.2
UT 4 Station 01+76 to 02+43 El 67
1.5:1
44.7
UT 4 Station 02+43 to 08+70 Restoration 627
1:1
627
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Table 14. Mitieation Activitv and Credit Determination Summa
Proposed Mitigation
Mitigation
Ratio
Credit Determination
Proposed Mitigation
Activity
Stream(linear
feet)s
Wetlands
(acres)
SMUs
WMUs
Stream Restoration
4,732
1:1
4,732.0
Stream Enhancement 1
108
1.5:1
72.0
Stream Enhancement lI
477
2.5:1
190.8
Stream Preservation
276
10:1
27.6
Wetland Restoration
1.6
1:1
1.6
Wetland Enhancement
1.3
2:1
0.65
Non -Standard Buffer Width Calculation (See Appendix D)*
83.5
Totals
5,593
2.9
5,106
2.25
*Non-standard buffer width calculations are derived from draft forms provided by the USACE in January 2018. If
updates to buffer width calculations are published by the USACE that provide more favorable credit generation, we
respectfully request the ability to implement updated guidance.
**Additional areas of potential wetland restoration total 2.8 acres. These areas are not included in the table above and
will not be counted towards wetland mitigation credit unless groundwater gauge data shows jurisdictional wetland
hydrology during the annual monitoring period and consultation with the IRT has occurred.
After completion, the Site will offer 5,106 SMUs and 2.25 WMUs as determined using the Bank's
UMBI and the Wilmington District Stream and Wetland Compensatory Mitigation Update (IRT
2016).
9.2 STREAM CREDIT RELEASE SCHEDULE
The Site's stream credit release schedule is presented below in Table 15. The credit release
schedule is based upon satisfactory completion of Site milestones.
Space Purposefully Left Blank, Table 15 Located on the Next Page
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Tahle 15. Stream Credit Release Schedule
Milestones Tasks Release (%) Credits
1) Execution of the MBI or UMBI ;
2) Approval of the final Mitigation Plan;
Brushy Mountain 3) Mitigation Site secured;
4) Delivery of the financial assurances; 15 766
Establishment 5) Long-term protection mechanism and title opinion
accepted by the USACE
6) Issuance pf the 404 permit.
Mitigation Plan 1) Completion of earthwork, if required;
2) Completion of riparian plantings; 15 766
Implementation 3) Approval of As -Built Survey by the Corps.
*If, following the conclusion of Year 5 of the monitoring period, the Site's performance standards have been met and
there are no concerns regarding channel stability, or vegetation survivability and vigor, the Sponsor may propose the
early termination of the monitoring period.
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1)
Channels are stable;
Year I Monitoring
2)
Interim Performance Standards met;
10
511
3)
Approval of Monitoring Report by the Corps.
1)
Channels are stable;
Year 2 Monitoring
2)
Interim Performance Standards met;
10
511
3)
Approval of Monitoring Report by the Corps.
1)
Two bankfull events occurring in separate years;
Bankfull Events
2)
Channels are stable;
5
255
3)
Interim Performance Standards met.
1)
Channels are stable;
Year 3 Monitoring
2)
Interim Performance Standards met;
10
511
3)
Approval of Monitoring Report by the Corps.
1)
Visual Assessment;
Year 4 Monitoring
2)
Interim Performance Standards met;
5
255
3)
Approval of Monitoring Report by the Corps.
1)
Four bankfull events occurring in separate years;
Bankfull Events
2)
Channels are stable;
5
255
3)
Interim Performance Standards met.
1)
Channels are stable;
Year 5 Monitoring*
2)
Interim Performance Standards met;
10
511
3)
Approval of Monitoring Report by the Corps.
1)
Visual Assessment;
Year 6 Monitoring
2)
Interim Performance Standards met;
5
254
3)
Approval of Monitoring Report by the Corps.
1)
Stream Performance Standards met;
Year 7 Monitoring
2)
Vegetation Performance Standards met;
10
511
3)
Approval of Final Monitoring Report by the Corps;
Totals
100
5,106
*If, following the conclusion of Year 5 of the monitoring period, the Site's performance standards have been met and
there are no concerns regarding channel stability, or vegetation survivability and vigor, the Sponsor may propose the
early termination of the monitoring period.
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9.3 WETLAND CREDIT RELEASE SCHEDULE
The Site's stream credit release schedule is presented below in Table 16. The credit release
schedule is based upon satisfactory completion of Site milestones.
Table 16. Wetland Credit Release Schedule
Milestones Tasks Release (%) Credits
1) Execution of the MBI or UMBI ;
2) Approval of the final Mitigation Plan;
3) Mitigation Site secured;
Site Establishment 4) Delivery of the financial assurances; 15 0.34
5) Long-term protection mechanism and title
opinion accepted by the USACE
6) Issuance pf the 404 permit.
Mitigation Plan 1) Completion of earthwork, if required;
2) Completion of riparian plantings; 15 0.34
Implementation 3) Approval of As -Built Survey by the Corps.
Year 1 Monitoring
1)
Interim Performance Standards met;
10
0.23
2)
Approval of Monitoring Report by the Corps.
Year 2 Monitoring
1)
Interim Performance Standards met;
10
0.23
2)
Approval of Monitoring Report by the Corps.
Year 3 Monitoring
1)
Interim Performance Standards met;
15
0.34
2)
Approval of Monitoring Report by the Corps.
1)
Visual Assessment;
Year 4 Monitoring**
2)
Interim Performance Standards met;
5
0.10
3)
Approval of Monitoring Report by the Corps.
Year 5 Monitoring*
1)
Interim Performance Standards met;
15
0.34
2)
Approval of Monitoring Report by the Corps.
1)
Visual Assessment;
Year 6 Monitoring**
2)
Interim Performance Standards met;
5
0.10
3)
Approval of Monitoring Report by the Corps.
Year 7 Monitoring
1)
Final Performance Standards met;
10
0.34
2)
Approval of Monitoring Report by the Corps
Totals
100
2.25
*Hydrologic monitoring may be discontinued after Year 5 if Hydrologic Performance Standards for years 1 — 5 have
been met (Section 11.0).
**Vegetation monitoring not required in Years 4 and 6.
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Systems, LLC

10.0 MITIGATION WORK PLAN
10.1 RESTORATION PROJECT GOALS AND OBJECTIVES
Project goals are based on the Yadkin River Basin Restoration Priorities (RBRP) report (NCEEP
2009), on-site data collection of channel morphology, and functional assessment methodologies
conducted during field investigations. The Site is located within Targeted Local Watershed
(TLW) 03040101130020. The RBRP documents problems in the TLW are due to turbidity
violations attributed to general agriculture/pasture and impervious surfaces. The project is not
located in a Regional or Local Watershed Planning Area; however, RBRP goals are addressed by
project activities as follows with Site specific information following the RBRP goals in
parenthesis.
1. Reducing sediment inputs and stream turbidity (sediment model — reduction of
approximately 193 tons/year of sediment from stream bank erosion);
2. Reducing nutrient inputs (nutrient model — marsh treatment area installation, livestock
removal from streams, and elimination of fertilizer application result in the reduction of
7416 pounds of nitrogen and 3056 pounds of phosphorus per year);
3. Reducing fecal coliform inputs (livestock removal from channels);
4. Restoration/enhancement of degraded riparian buffers (Site streams run through cleared
cow pasture);
5. Protection of high resource value waters (Site drains to WS-I1I waters);
6. Implementation of agriculture BMPs (removal of cows from the parcel and addition of
marsh treatment areas).
Site specific mitigation goals and objectives were discussed previously in Section 2.0.
The Site provides for restoration and protection of aquatic resources within a conservation
easement and will result in net gains in hydrology, water quality, and habitat functions. A
summary of mitigation activities includes the following.
Providing a minimum of 5,106 SMUs and 2.25 WMU's, as calculated in accordance with
the requirements stipulated in NCIRT 2016.
o Restoring approximately 4,732 linear feet of stream channel through construction of
stable stream channel in the historic floodplain location and elevation.
o Enhancing (Level I) approximately 108 linear feet of stream channel by repairing the
dimension of streams in place and raising the channel bed to its historic floodplain
elevation.
o Enhancing (Level II) approximately 477 linear feet of stream channel by cessation of
current land use practices, removing invasive species, and planting with native forest
vegetation.
o Preserving approximately 276 linear feet of stream channel at the headwaters of the
Site to protect the downstream resources.
Restoring approximately 1.6 acres of riparian wetland and enhancing an additional 1.3
acres of riparian wetland.
Installing six marsh treatment areas to treat stormwater runoff prior to entering the Site.
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• Removing cattle from the Site.
• Re -vegetating wetlands, floodplains, and slopes adjacent to restored streams.
• Protecting the Site in perpetuity with a conservation easement.
The proposed schedule for the implementation of the Site is provided below (Table 17).
Table 17. Anticipated Construction Timing and Sequencing
Task Days Required Start Date
Permitting 45-60 9/1/2018
Mobilization 10 11/1/2018
Earthwork 120
Planting
As -built
10
11/10/2018
3/1/2019
15 3/15/2019
Prior to the commencement of construction actives, RS plans to treat the entire Site with an aquatic
approved, grass specific, herbicide to treat existing fescue. Included in this treatment will be an
aquatic approved pre -emergent herbicide to cut down fescue seed stock. This treatment will be
completed far enough in advance, to where it will not affect erosion and sediment and restoration
seeding efforts.
10.2 STREAM AND WETLAND DESIGN
A holistic approach to stream and wetland restoration has been promoted for this project, including
the inclusion of as many streams, wetlands, springs, drain tiles/ditches, floodplains, and drainages
as possible. The restoration of the entire Site as a whole, with wide buffers encompassing the
entire floodplain and including headwater tributaries will elevate functions to the system to the
maximum extent. In its current state, the Sites wetlands have been impacted, streams have been
ditched, springs are capped and directed into tiles, and floodplains are cleared resulting in a
degraded stream, wetland, and floodplain system. Restoration of the system as a whole is the
primary objective of this project.
Site streams and wetlands targeted for restoration have endured significant disturbance from land
use activities such as land clearing, livestock grazing, straightening and rerouting of channels, and
other anthropogenic maintenance. Site streams will be restored to emulate historic conditions
utilizing parameters from nearby, relatively undisturbed reference streams. Stream and wetland
designs for the Site are presented in the attached Figures 6A and 613 and Morphology Tables are
presented in Appendix F.
Table 18 depicts the linear feet of proposed Stream Restoration and Enhancement, as well as,
acreage of Wetland Restoration and Enhancement.
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Table 18. Mitieation Activitv Totals
Streams*
Wetlands
Restoration Enhance (1) Enhance (II) Pres Total
(ft) (ft) (ft) (ft) (ft)
Restoration Enhance Total
(ac) (ac) (ac)
4,732 108 477 276 5,593
1.6 1.3 2.9
10.3 STREAM RESTORATION
Stream Restoration efforts are designed to restore stable, meandering streams at the Site that
approximate hydrodynamics, stream geometry, and local microtopography relative to reference
and onsite conditions. Geometric attributes for the existing, degraded channels and the proposed,
stable channels are listed in Table of Morphological Stream Characteristics (Table Fl, Appendix
F). Generalized grading plans, including elevations, are provided in Figures 6A and 6B. Typical
proposed geometries for Site dimension, pattern, and profile are shown in Figure 7.
Primary activities designed to restore Site channels include: 1) belt -width preparation, 2) channel
excavation, 3) channel stabilization, 4) channel diversion, 5) channel backfill, and 6) vegetative
planting.
Belt -width corridor preparation will entail channel staking, floodplain clearing and grubbing, and
any necessary grading prior to channel excavation. After the floodplain has been prepped, the
proposed design channel will be staked and/or clearly marked to the design parameters. Spoil
material excavated during floodplain grading will be stockpiled adjacent to the existing channels.
After construction of the new channel is complete, existing channels will be abandoned and
backfilled with stockpiled soils.
Once belt -width corridor preparation is complete, the proposed channel will be excavated to the
average width, depth, and cross-sectional area derived from reference reach studies and detailed
measurements of the onsite reach. Stream banks and the belt -width area of constructed channels
will be immediately planted with shrub and herbaceous vegetation. Root mats may also be
selectively removed from adjacent areas and placed as erosion control features on channel banks.
Once the proposed design channel has been excavated and stabilized, abandoned channels will be
backfilled utilizing spoil material stockpiled from channel excavation and/or from suitable material
excavated from the Site or adjacent to the Site. Abandoned channels will be backfilled to the
maximum extent feasible.
In -stream Structures
The use of in -stream structures for grade control and habitat are essential for successful stream
restoration. In -stream structures may be placed in the channel to elevate local water surface
profiles in the channel, potentially flattening the water energy slope or gradient. The structures
would likely consist of log/rock cross -vanes or log/rock j -hook vanes designed primarily to direct
stream energy into the center of the channel and away from banks (Figures 8A -8C, Appendix A).
In addition, the structures would be placed in relatively straight reaches to provide secondary
(perpendicular) flow cells during bankfull events.
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Piped Channel Crossings
Landowner constraints will necessitate the installation of two piped channel crossings. Crossings
will allow access to portions of the property isolated by stream restoration activities. The crossing
will be constructed of properly sized pipes and hydraulically stable rip -rap or suitable rock. The
crossing will be large enough to handle the weight of anticipated vehicular traffic. Approach
grades to the crossing will be at an approximate 10:1 slope and constructed of hard, scour -resistant
crushed rock or other permeable material, which is free of fines.
Marsh Treatment Areas
Six shallow wetland marsh treatment areas will be excavated in the floodplain to intercept surface
waters draining through agricultural areas prior to discharging into the Site. Marsh treatment areas
are intended to improve the mitigation project and are not generating mitigation credit. Proposed
marsh treatment areas will consist of shallow depressions that will provide treatment and
attenuation of initial stormwater pulses. The outfall of each treatment area will be constructed of
hydraulically stable rip -rap or other suitable material that will protect against headcut migration
into the constructed depression. It is expected that the treatment areas will fill with sediment and
organic matter over time.
UT 3 Valley Reconstruction
UT 3 is characterized by multiple terraces ranging from 3 to 8 feet in height on the downstream,
elevated edge of the terrace. The downstream, elevated margin of the terrace is contained behind
stacked stone retaining walls, which UT 3 flows over or beneath. Soil borings indicate the terrace
was constructed by pushing soil from the adjacent side slopes into the stream corridor and leveling
the valley to resemble a series of flats and steps as UT 3 flows down valley.
Restoration of the valley is expected to entail pushing soil out of the valley, back onto the valley
walls and ridges. Soil borings indicate the original valley surface occurs at the upstream edge of
each terrace; therefore, the proposed UT 3 valley is expected to be graded from the upstream edge
of terrace (base of retaining wall), to the adjacent upstream edge of terrace (base of retaining wall),
forming a smooth valley that will contain a 13 -type, step -pool channel. Soil borings indicate that
bedrock is approximately 14 to 18 inches below the base of each retaining wall.
10.4 STREAM ENHANCEMENT LEVEL I
Stream Enhancement (Level I) is proposed for the upper reaches of UT 3 and UT 4 in areas
wallowed out by livestock. This reach is characterized by over -widened and oversized channels
within a relatively narrow floodplain. These channels are proposed the have dimension restored
within a widened gully, thereby restoring overbank flow, proper sediment transport, and proper
hydrodynamics. In addition to repairing the channel dimension and profile, livestock will be
removed and supplemental planting will occur along the channel. Enhancement Level I should
promote overbank flooding, reduce shear stress/sedimentation, improve water quality functions,
and improve aquatic and wildlife habitat associated with a stable riparian corridor/stream.
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10.5 STREAM ENHANCEMENT LEVEL II
Stream Enhancement Level II will occur on UTI A, UTI B, and the upper reaches of UT4, which
are expected to stabilize once livestock have been removed. These stream reaches will be
supplementally planted with riparian forest vegetation. Invasive species do not represent a
significant problem in forested reaches of the Site; however, if invasive species present a problem,
treatment with herbicide will occur. Riparian buffers will extend a minimum of 50 feet from the
top of stream banks to facilitate stream recovery and prevent further degradation of the stream.
10.6 STREAM PRESERVATION
Stream Preservation will occur on the upper reaches of UT I A, UT 1 B, and UT 3 to protect the
headwater resource and the downstream mitigation reaches. Invasive species do not represent a
significant problem in forested reaches of the Site; however, if invasive species present a problem,
treatment with herbicide will occur a NCDA & CS Licensed Pesticide Applicator.
10.7 INDIVIDUAL REACH MITIGATION DISCUSSIONS
Mitigation strategies proposed for each UT are presented below (Figure 6A to 6B).
10.7.1 UT 1A and UT 113
UT 1 A and UT 1 B enter the Site as a spring -fed, mountain headwater streams and flow for 251
and 261 linear feet in their current locations, respectively. The upper reaches of the channels are
characterized by mature forest buffer prior to crossing into Site pastureland. Site pastureland is
primarily characterized by disturbed forest buffer; however, the right bank of UT IA has a
significant amount of herbaceous pasture vegetation. Both channels have agriculture road crossing
in the upper reaches, which are relatively stable due to cobble and boulder channel substrate. Both
streams are relatively steep and converge at a location where agriculture ditching and drain tile
installation has been conducted.
UT 1 A and UT 1 B are both classified as Eb-type channels within relatively steep, narrow valleys.
The channels are underlain by substrate of cobble, boulder, and bedrock; particularly in the upper
wooded reaches, where land management activities are less apparent. These upper reaches are
characterized by step -pool channel morphology. As the channels descend into active livestock
pasture, it appears manipulations within the channels include installation of road crossings,
possible dredging and straightening, livestock access, and vegetation maintenance. The channels
show relatively little erosion from manipulations, due to intact, large channel substrate, forested
watersheds, and wooded watersheds.
The upper reaches of the UTs are proposed for stream preservation. These areas are stable and
livestock do not access the channels, or buffer. The lower reaches, in Site pasture, are proposed
for stream enhancement (level II), through the removal of livestock, supplemental planting with
native hardwood species, removal of road crossings and road access within the easement, and
placement of a permanent conservation easement.
10.7.2 UT 1
UT 1 begins at the confluence of UTIA and UTI B and flows for 2377 linear feet, along the entire
length of the project. The channel has been dredged, straightened, and is contained within a ditch
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for the entire project length. In the upper half of the Site, the ditch has been pushed to the edge of
the floodplain, adjacent to the steep valley walls. In the lower reach of the Site, the ditch is
centrally located in the floodplain. Sediment distribution within the channel is indicative of
dredging activities, with coarse material beginning to infiltrate the upper reaches of the channel.
Finer sand and gravel substrate characterizes the lower reaches, which coarse material has not
mobilized to at this time. Riparian buffer along UT 1 varies, with the upper reach bound on the
right bank by herbaceous pasture and the left bank by disturbed forest. The lower reaches are
bound on both banks by herbaceous pasture.
Currently, UT 1 is classified as a Cg -type stream through its reach with entrenchment ratios
ranging from 1.2 to 9.4. The upper reaches (above the confluence with UT 3) are significantly
more entrenched with average entrenchment ratios of 1.4 to 1.9 and bank -height -ratios ranging
from 1.4 to 3.7. The lower reaches have lower slope, larger drainage areas, and are less incised
with entrancement ratios of 1.3 to 9.4 (averaging 3.6); however, bank -height -ratios are elevated
(1.7 to 3.2). The entire reach of UT 1 has very low sinuosity (1.01 to 1.06) with a lack of riffle
pool morphology and/or pattern. The upper reaches of UT 1 have substrate that is gravel -
dominant; however, this substrate converts to sand dominated substrate in the downstream reaches.
UT 1 is proposed for two stream mitigation treatments 1) enhancement (level I1) and 2) restoration.
Stream enhancement (level II) is proposed for the upper 62 linear feet of stream as the channel
converts from enhancement (level 11) in UT 1 A and UT 1 B to restoration in the downstream
reaches.
Stream restoration is proposed for the remainder of UT 1. Restoration is expected to be Priority 1
channel excavation within a wide, flat floodplain that is underlain by hydric soils. Channel
construction is expected to entail removal of terraces in the floodplain, unearthing drain tile or
other ditches/drainage features, upgrading a piped channel crossing, removal of two farm
structures and a parking garage, excavating a channel the connects stream overbank events with
adjacent wetlands, installation of grade control and habitat structures, and the installation of a
TerraCell drop structure at the downstream Site outfall.
10.7.3 UT2
UT 2 enters the Site immediately downstream from an eroded dirt road crossing and flows for 279
linear feet prior to its confluence with UT 1. The adjacent stream buffer is characterized by
livestock pasture on the left bank, which is comprised of herbaceous vegetation, and hay field on
the right bank. The upper reaches are deeply incised and as the stream crosses the wide, flat UT 1
floodplain the channel shallows. Substrate is largely sandy in nature due to ditch excavation and
removal of coarse substrate material. A piped crossing is located in the lower reaches, just prior
to the UT 1 convergence.
UT 2 is classified as an Eg-type channel, with entrenchment ratios ranging from 1.6 to 6.3. The
upper reaches of channel are highly incised G -type channels (bank -height -ratio 2.5) and the lower
reaches of channel become less incised Eg-type channels (bank -height -ratio 1.5). Dredging and
straightening of the channel has resulted in low sinuosity (1.06) with poor riffle/pool development.
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UT 2 is proposed for Priority 1 restoration along its entire reach. Restoration efforts will begin
upstream of the project easement by upgrading the failed piped crossing. Upgrading the crossing
will allow for bed elevations to be at -grade as the stream enters the easement. Stream restoration
will entail excavation of the channel through existing, degraded wetlands and drained hydric soils,
installation of habitat/grade control structures, backfilling ditches and other drainage features,
planting with native hardwood species, and removal of livestock.
10.7.4 UT3
UT 3 enters the Site as an intermittent, spring -fed, Mountain stream which flows for 1233 linear
feet in its current location. The majority of the stream is abutted by herbaceous pasture on both
banks, with the extreme upstream margins in woods. The stream has been manipulated in the past
by the creation of a series of terraces, presumably to increase farmable land on the property. The
terraces are constructed with a stacked stone dam at the downstream extent. The dams range in
height from 3 to 8 feet and result in hydraulic flats and drops that hinder sediment transport. The
lower reaches of UT 3 (below the farthest downstream terrace) is underlain by drain tile, resulting
in a loss of hydrology in the reach, prior to its confluence with UT 1.
UT 3 is classified as a Bg-type stream channel; however, the channel is atypical to classify. The
average valley slope for UT 3 is 0.0899; however, the terrace system results in low slope, poor
sediment transport streams that pool water prior to cascading the flow over the terrace dam.
Overall, livestock trampling and the lack of deep rooted vegetation have scoured material
backfilled behind the terrace dams, resulting in entrenchment ratios ranging from 1.4 to 4.4
(averaging 2.1) and bank -height -ratios of 1.8 to 5.0. At the lower reaches, drain tile has removed
channel hydrology, with resultant sediment accumulation and the loss of aquatic habitat.
UT 3 is proposed for a variety of stream mitigation treatments, including 1) stream preservation,
2) stream enhancement (level I), and 3) stream restoration.
Stream preservation is proposed for the extreme upper reaches of UT 3. This reach is in wooded
sections of the property, outside livestock grazing areas. Stream preservation represents an
important mitigation component of UT 3 to protect the downstream reaches from further
degradation and potentially seed the lower sections of stream with aquatic life.
Stream enhancement (level I) is proposed to connect stream preservation areas to the downstream
restoration reaches. In addition, this section of channel is upstream of a stream terrace and
sediment aggradation has resulted in the loss of a continuous bed and bank. Removal of the stream
terrace and connection of the stream to the upstream preservation is targeted through this section
of stream.
Stream Restoration is proposed for the majority of the UT 3 reach. Restoration is expected to
entail the removal of stream terraces and construction of the stream channel. Removal of stream
terraces will include the movement of earth behind the terrace dam to re -contour the valley walls.
The proposed valley floor will be excavated to equal the historic elevation of the valley prior to
installation of the terrace dams. The historic valley is assumed to be elevation at the base of each
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terrace dam. Soil probing along the base of each terrace dam appears to confirm the location of
the historic valley floor. Soil behind the terrace dams will be excavated and spread in the adjacent
valley walls and fields (inside and outside of the easement) to contour the valley walls in a fashion
that matches the valley walls upstream and downstream of the current terraces.
Stream construction within the newly constructed valley is expected to be completed with stone
material excavated from the terrace dams. Bedrock sills were identified to the maximum extent
possible through soil probing. Channel elevations were tied to the bedrock sills to approximate a
natural step-pool/cascade-pool morphology. In addition to stone material and bedrock sills,
structures (step pool structures, sill step structures, and cross vane structures) will be utilized to
maintain grade and provide habitat.
10.7.5 UT4
UT 4 enters the Site as a spring fed, Mountain stream which flows for 776 linear feet in its current
location prior to its confluence with UT 1. The upper reaches are characterized by disturbed
hardwood forest with extensive livestock grazing and disturbance. The lower reaches of the
channel are characterized by herbaceous grazing pasture, with a narrow disturbed fringe of
vegetation. The majority of the channel has been excavated and is straightened and incised. The
upper wooded reaches are sinuous; however, livestock have heavily impacted the channels due to
grazing and hoof shear. Despite extensive impacts to on-site reaches, upstream of the Site the
channel exhibits good pattern, flow, and a healthy benthic population.
In its current state, UT 4 is classified as a Gb-type channel. The upper reaches of the channel are
less incised than the lower; however, the entire reach has entrenchment ratios that range from 1.4
to 1.7. In addition, the bank -height -ratios range from 2.8 in the upper reaches, to 11.3 in the
dredged downstream reaches. The dredged downstream reaches are frequently 8 feet or greater in
depth. Dredging the channel has resulted in low sinuosity (1.01), a lack of riffle pool morphology,
and silt, clay, sand substrate.
Similar to UT 3, UT 4 is proposed for a variety of stream mitigation treatments, including 1) stream
enhancement (level II), 2) stream enhancement (level I), and 3) stream restoration.
Stream enhancement (level II) is proposed for the extreme upper reaches of UT 4. This reach is
located in a steeply sloped valley, which will not functionally benefit from active channel
mitigation efforts. This reach of channel will initiate the project, protect the downstream reaches
from further degradation, remove pollutants entering the Site such as sediment from hoof shear
and fecal coliform from livestock waste, and seed the lower sections of stream with aquatic life.
Stream enhancement (level II) is expected to include removing livestock from the channel and
riparian buffer, and planting with native hardwood forest species.
Stream enhancement (level I) is proposed to connect stream enhancement (level II) areas to the
downstream restoration reaches. Stream enhancement (level 1) is expected to include the
installation of channel structures, raising the channel bed incrementally to tie into the floodplain
for the downstream restoration reach, re -contour the channel to the proper dimension, plant the
buffer with native forest vegetation, and remove livestock from the easement.
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Stream Restoration is proposed for the majority of the UT 4 reach. Restoration is expected to be
Priority 1 channel excavation within a relatively wide floodplain. Channel construction is
expected to entail removal of terraces in the floodplain, unearthing drain tile or other
ditches/drainage features, upgrading a piped channel crossing, excavating a channel the connects
stream overbank events with adjacent wetlands, and the installation of grade control and habitat
structures.
10.8 WETLAND RESTORATION AND ENHANCEMENT
Alternatives for Wetland Restoration (Re-establishment) are designed to restore a fully functioning
wetland system which will provide surface water storage, nutrient cycling, removal of imported
elements and compounds, and will create a variety and abundance of wildlife habitat.
Reestablishment of wetland hydrology and wetland soil attributes will involve restoration of
stream channels at the historic floodplain elevation, removal of ditches and/or drain tile,
reforestation, and removal of livestock or agriculture from the area.
Drain tile locations are depicted on Figures 4, 6A, and 613 (Appendix A). Ditches and drain tile
within the conservation easement will be removed/filled completely. Drain tiles, or ditches
located outside the conservation easement will be 1) removed completely with the adjacent land
contoured into a grassy swale that leads to a marsh treatment area, or 2) left in place and directed
into a marsh treatment area. Marsh treatment areas are discussed in more detail in Section 10.3
(Stream Restoration).
Hydric soils adjacent to existing stream channels have been drained due to compaction of soil
surfaces by agricultural land uses, removal of surface roughness, lowering of groundwater tables
due to channel incision, and a lateral drainage effect. Backfilling of incised stream channels,
reducing soil compaction, removing livestock, and planting with native woody vegetation is
expected to rehydrate soils adjacent to the channels
Overall, stream channel restoration, removal of drain tile, breaking up compacted soil surfaces,
and increasing surface roughness will result in the restoration of 1.6 acres of jurisdictional riparian
wetlands. An additional 1.3 acres of jurisdictional riparian wetlands will be enhanced within the
Site by planting cleared wetlands with native forest vegetation and removing livestock.
Additional areas of potential wetland restoration total 2.8 acres (Figures 6A-613, Appendix A).
These areas will not be counted towards wetland mitigation credit unless groundwater gauge data
shows jurisdictional wetland hydrology during the annual monitoring period and consultation with
the IRT has occurred.
10.9 PLANT COMMUNITY RESTORATION
Restoration of floodplain forest and stream -side habitat allows for development and expansion of
characteristic species across the landscape. Ecotonal changes between community types
contribute to diversity and provide secondary benefits, such as enhanced feeding and nesting
opportunities for mammals, birds, amphibians, and other wildlife.
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Reference Forest Ecosystem (RFE) data, onsite observations, and community descriptions from
Classification of the Natural Communities of North Carolina (Schafale and Weakley 1990) will be
used to develop the primary plant community associations that will be promoted during community
restoration activities.
Planting vegetation on cleared stream banks is proposed to reestablish native/historic community
patterns within the stream corridor, associated side slopes, and transition areas. Revegetating the
Site floodplains and stream banks will provide stream bank stability, give shade, reduce surface
water temperatures, filter pollutants from adjacent runoff, and provide habitat for area wildlife.
Variations in vegetative planting will occur based on topographic locations and hydraulic
conditions of the soil. Vegetative species composition will mimic reference forest data, onsite
observations, and community descriptions from Classification of the Natural Communities of
North Carolina (Schafale and Weakley 1990). Community associations to be utilized include 1)
Piedmont/Low Mountain Alluvial Forest, 2) Dry-Mesic Oak -Hickory Forest, and 3) stream -side
assemblage.
10.10 PLANTING PLAN
Stream -side trees and shrubs include species with high value for sediment stabilization, rapid
growth rate, and the ability to withstand hydraulic forces associated with bankfull flow and
overbank flood events. During construction activities, care will be taken to avoid removal of high
value trees within the easement. The vegetated stream buffer will extend to a minimum of 50 feet
on both sides of the stream with the majority of UT I characterized by buffers extending beyond
75 feet to generate additional stream credit, as per, regulatory guidance (Appendix D, Non-
standard Buffer Width Calculations). Shrub elements will be planted along the reconstructed
stream banks, concentrated along outer bends. Piedmont/Low Mountain Alluvial Forest is the
target community for Site floodplains and Dry-Mesic Oak -Hickory Forest is the target community
for upland side -slopes.
Bare -root seedlings within the Piedmont Alluvial and Dry-Mesic Oak -Hickory Forests will be
planted at a density of approximately 680 stems per acre on 8 -foot centers. Shrub species in the
stream -side assemblage and Marsh Wetland Treatment Areas will be planted at a density of 2720
stems per acre on 4 -foot centers.
In addition to planting seedlings, a seed mix will be spread within Marsh Treatment Wetland Areas
as follows.
1. Long hair sedge (Carex crinita)
2. Common rush (Juncus effusus)
3. Lizard's tail (Saururus cernuus)
4. Joe-pye-weed (Eupatorium fistulosum)
5. Bur -reed (Sparganium americanum)
6. Blue flag (Iris versicolor)
7. Rice -cut grass (Leersia oryzoid)
Table 19 depicts the total number of stems and species distribution within the Site (see Planting
Plan for the Site in Figures 9A and 9B). Planting will be performed between November 15 and
March 15 to allow plants to stabilize during the dormant period and set root during the spring
season.
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Table 19. Plantine Plan
Vegetation Association
Piedmont/Low Mountain
Alluvial Forest*
Dry-Mesic Oak -Hickory
Forest*
Marsh Treatment
Wetland**
Stream -side
Assemblage**
TOTAL
Area (acres)
8.1
6.9
0.01
3.6
18.61
Species
# planted*
% of total
# planted*
% of total
# planted**
% of total
# planted**
% of total
# planted
River birch (Betula nigra)
551
10
--
--
--
--
490
5
1040
Winged elm (Ulmus alata)
--
938
20
--
--
--
--
938
Buttonbush (Cephalanthus occidentalis)
--
--
--
--
5
20
--
--
5
Red bud (Cercis canadensis)
--
--
704
15
--
--
--
--
704
Sweet pepperbush (Clethra alnifolia)
--
--
--
--
4
15
--
--
4
Silky dogwood (Cornus amomum)
551
10
--
--
4
15
1958
20
2513
Persimmon (Diospyros virginiana)
--
--
469
10
--
--
--
--
469
White ash (Fraxinus americana)
--
--
235
5
--
--
--
--
235
Green ash (Fraxinus pennsylvanica)
1102
20
--
--
--
--
1958
20
3060
Blueberry (Vaccinium corymbosum)
--
--
--
--
5
20
490
5
495
Tulip poplar (Liriodendron tulipifera)
551
10
--
--
--
--
--
--
511
Sycamore (Platanus occidentalis)
1102
20
--
--
--
--
1958
20
3060
Mockernut hickory (Carya tomentosa)
--
--
704
15
--
--
--
--
704
Water oak (Quercus nigra)
826
15
938
20
--
--
979
10
2744
White oak (Quercus alba)
826
15
704
15
--
--
979
10
2509
Black willow (Salix nigra)
--
--
--
--
--
--
979
10
979
Elderberry (Sambucus canadensis)
--
--
--
--
5
20
-
5
Possumhaw (Viburnum nudum)
--
--
--
--
3
10
-
--
3
TOTAL
5,508
100
4,692
100
27
100
9,792
100
20,019
* Planted at a density of 680 stems/acre; ** Planted at a density of 2720 stems/acre
Brushy Mountain Mitigation Bank Site -Mitigation Plan
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Restoration Systems, LLC

10.11 NUISANCE SPECIES MANAGEMENT
No nuisance species controls are proposed at this time. Inspections for beaver and other potential
nuisance species will occur throughout the course of the monitoring period. Appropriate actions
may be taken to ameliorate any negative impacts regarding vegetation development and/or water
management on an as -needed basis.
10.12 SOIL MANAGEMENT AND EROSION CONTROL MEASURES
The Sponsor will coordinate with the NC Division of Land Quality (Winston Salem office) to
obtain the necessary erosion control permits for the proposed work. In general, soil management
and erosion control measures are expected to include the following: silt fence installation along
haul roads, spoil piles, or other areas where turbid drainage may exit the Site or enter streams;
establish temporary or permanent ground cover within 7 calendar days of land disturbing activity;
seed, mat, and mulch stream banks upon completion of channel excavation; excavate proposed
channels in the dry through the use of impervious dikes and pumps; installation of temporary stone
construction entrance/exit; use of log mats for temporary stream crossings; and any other erosion
control measures requested by the NC Division of Land Quality.
11.0 PERFORMANCE STANDARDS AND MONITORING REQUIREMENTS
Monitoring requirements and success criteria outlined in the latest guidance by IRT 2016
(Wilmington District Stream and Wetland Compensatory Mitigation Update) will be followed and
are briefly outlined below. Monitoring data collected at the Site should include reference photos,
plant survival analysis, channel stability analysis, and biological data.
Monitoring will be conducted for a period of seven years, unless the USACE, in consultation with
the IRT, agrees that monitoring may be terminated early. Early closure will only be provided
through written approval from the USACE in consultation with the IRT. Annual monitoring
reports will be submitted by the Sponsor no later than November 30 of each monitoring year.
Table 20 provides a monitoring schedule for the Site.
Table 20. Monitoring Schedule
Resource Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7
Streams
Wetlands
Vegetation
Macroinvertebrates
Visual Assessment
Report Submittal
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11.1 STREAMS
The performance criteria for restored stream channels, per USACE Guidance (October 24, 2016)
are summarized briefly below:
• All streams must maintain an Ordinary High -Water Mark (OHWM), per RGL 05-
05.
• Continuous surface flow must be documented each year for at least 30 consecutive
days.
• Bank height ratio (BHR) cannot exceed 1.2 for a majority of measured cross
sections on a given reach.
• Entrenchment ratio (ER) must be 2.2 or above for a majority of measured riffle
cross-sections on a given reach classified by E -type, or C-type channels. Channels
classified by B -type channels may be characterized by ER values below 1.4.
• BHR and ER should not change by more than 10% in any given year for a majority
of a given reach.
• Must document occurrence of at least 4 bankfull events in separate years during the
monitoring period.
Longitudinal profiles of thalweg, water surface, and top -of -bank of each Restoration and
Enhancement Level I reach shall be provided in the as -built survey. Profile surveys during the
stream monitoring period shall not be required, unless evidence of bed and/or bank instability is
observed. In such cases, the USACE, in consultation with the IRT, shall determine if remedial
measures are necessary. If remedial measures are necessary, remedial measure monitoring and
reporting may include additional longitudinal profiles.
Determinations regarding the occurrence of bankfull events shall be based on the observation of
overbank events utilizing a combination of staff gauges, automated trail cameras, as well as
physical evidence of overbank flooding. Physical indicators, which are easily observable, include
floodplain scour, vegetation flattening, sediment deposition on floodplains and wrack lines
consisting of deposited debris associated with stream discharges. The presence of physical
indicators supporting bankfull event determinations shall be photodocumented. Staff gauges may
also be installed along Site floodplains at predetermined elevations and locations sufficient to
indicate if bankfull events have taken place. If such gauges are installed, they will be monitored
routinely. Each bankfull monitoring event may be reported separately to the USACE from annual
monitoring reports.
Space Purposefully Left Blank
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Table 21. Stream Monitarino Summary
Parameter
Method
Schedule/Frequency
Number/Extent
Stream Profile
Full longitudinal survey
As -built (unless otherwise
required)
All restored (or EI) stream channels
Stream Dimension
Cross sections
Years 1, 2, 3, 5, and 7
18 Cross-sections
Visual Assessments
Yearly
All restored (or EI) stream channels
Channel Stability
Bank Pins
Yearly
Only if instability is documented
during monitoring
Additional Cross sections
Yearly
Only if instability is documented
during monitoring
Continuous monitoring water
Continuous recording
Four gauges and four trail cameras
Stream Hydrology
level gauges and trail cameras
through monitoring period
(Two gauges at the top and bottom of
UT 3 and UT 4)
*Gauges and trail cameras were installed. Preliminary stream flow data is presented in Appendix J; all four
gauges/trail cameras documented flow for the entire period of data collected, which was greater than 30 consecutive
days.
11.2 WETLANDS
The performance criteria for restored stream channels, per USACE Guidance (October 24, 2016)
are summarized briefly below:
• Saturation or inundation within the upper 12 inches of the soil surface for, at a minimum,
12 percent of the growing season, during average climatic conditions
o Wetland success criteria of 12 percent of the growing season was derived from the
Wilmington District Stream and Wetland Compensatory Mitigation Update (IRT
2016), Table 1
According to the Soil Survey of Yadkin County, the growing season is from March 26 -November
9 (USDA 1962). However, for purposes of this project, gauge hydrologic success will be
determined using data from March 1 -November 9 to more accurately represent the period of
biological activity. Soil temperatures will be collected in late February/early March of each
monitoring year, and will be reported in the annual monitoring report. Confirmation of the
growing season must be accompanied by evidence of biological activity (bud burst and soil
temperature). The growing season will not be considered to have started on March 1 if bud burst
and soil temperature data (51° F) do not meet these criteria.
Target hydrological characteristics include saturation or inundation for 12 percent of the monitored
period (March 1 -November 9), during average climatic conditions. During years with atypical
climatic conditions, a groundwater gauge in a reference wetland may be used to ascertain if
hydrology data may be modified by the IRT for that particular year. Reference gauge data is not
proposed to alter growing season lengths, or hydrology success criteria without consent for the
IRT.
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Table 22. Wetland Monitoring mary
Parameter
Method
Schedule/Frequency
Number/Extent
Data Collected
Permanent
11 gauges spread
Soil temperature at the
As -built, Years 1, 2,
throughout restored
beginning of each
Wetland
Groundwater
As -built, Years 1, 2,
wetlands and areas of
monitoring period,
Restoration
gauges
3, 4, 5, 6, and 7
potential wetland
groundwater and rain
establishment and
restoration & I gauge in
data for each monitoring
Annual random
a reference wetland*
period
*The reference wetland groundwater gauge will be installed to compare to Site groundwater gauge hydrology; the
reference data will not be used to calculate success criteria, although it may be used by the IRT for comparative
purposes during a drought or abnormally dry periods.
11.3 VEGETATION
The performance criteria for planted riparian vegetation, per USACE Guidance (October 24, 2016)
are summarized below:
• Within planted portions of the site, a minimum of 320 stems per acre must be
present at year 3; a minimum of 260 stems per acre must be present at year 5; and
a minimum of 210 stems per acre must be present at year 7.
• Trees must average 7 feet in height at year 5, and 10 feet in height at year 7.
• Planted and volunteer stems are counted, provided they are included in the
approved planting list for the site or as approved by the IRT on a case-by-case basis.
• Any single species can only account for 50% of the required stems per monitoring
plot.
During quantitative vegetation sampling, 17 sample plots (10 -meter by 10 -meter) will be installed
within the Site as per guidelines established in CVS-EEP Protocol for Recording Vegetation,
Version 4.2 (Lee et al. 2008). In each sample plot, vegetation parameters to be monitored include
species composition and species density. Visual observations of the percent cover of shrub and
herbaceous species will also be documented by photograph.
Table 23. Vegetation Monitoring Summary
Parameter
Method
Schedule/Frequency
Number/Extent
Data Collected
Permanent
Species, height,
As -built, Years 1, 2,
17 plots spread
vegetation plots
location, planted vs.
Vegetation
g
0.02 acre in size
3, 5, and 7
across the Site
volunteer, and age
establishment and
Annual random
vigor
As -built, Years 1, 2,
3 plots randomly
vegetation plots,
Species and height
3, 5, and 7
selected each year
0.02 acre in size
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11.4 MACROINVERTEBRATES
Benthic macroinvertebrate sampling will be conducted once before construction (baseline
conditions) and once during monitoring years 3, 5, and 7. Macroinvertebrate sampling will be
conducted in accordance with the "Qual 4" method described in Standard Operating Procedures
for Collection and Analysis of Benthic Macroinvertebrates (NCDWQ 2012). In addition, sampling
will occur during the "index period" referenced in Small Streams Biocriteria Development
(NCDWQ 2009). Results will be presented on a site -by -site basis and will include a list of taxa
collected, an enumeration of Ephemeroptera, Plecoptera, and Tricopetera taxa as well as Biotic
Index values. Baseline data was collected prior to construction at four locations (UTI, UT2, UT3,
and UT4) on proposed restoration reaches in April 2018 and again in June 2018, and from a
wooded reference reach (located upstream of the Site on UT4) in June 2018. Samples were sent
to a qualified lab (Pennington and Associates Inc.) for processing; data will be included in the as -
built document, or will be available upon request upon completion of field activities and lab
analysis.
Benthic macroinvertebrate sampling data should show comparable benthic macroinvertebrate
populations in reference and Site reaches post -construction.
11.5 COMPATIBILITY WITH PROJECT GOALS
Monitoring and success criteria for the Site should relate to project goals and objectives determined
by NC SAM and NC WAM functional assessment methods. From a mitigation perspective,
several of the goals and objectives are assumed to be functionally elevated by restoration activities
without direct measurement. Other goals and objectives will be considered successful upon
achieving stream, wetland, and/or vegetation success criteria. Goals outlined in Section 2.2
include the following.
• Minimize downstream flooding to the maximum extent feasible
• Remove direct nutrient inputs from agriculture lands
• Attenuate flood flow across the Site
• Remove direct sediment inputs from agriculture lands
• Reduce pollutant contributions to downstream waters
• Connect streams to a functioning wetland
• Improve both instream and streamside habitat
The following table outlines the compatibility of Site performance criteria described above to Site
goals and objectives that will be utilized to evaluate if Site goals and objectives are achieved.
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Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Table 24. Functional Goal/Objectives and Performance Standards
Project Goal Objective Success Criteria
(1) Hvdrolor<v
Minimize downstream
(2) Flood Flow (Floodplain Access)
Four overbank events in separate monitoring
(3) Streamside Area Attenuation
flooding
(4) Floodplain Access
years.
Attenuate flood flow
(4) Wooded Riparian Buffer
Attaining vegetation success criteria.
(3) Stream Stability
Bank Height Ratios will be reduced to below 1.3
Remove direct
(4) Channel Stability
and bank erosion will be minimized.
sediment inputs
Convert stream channels from unstable G -type
(4) Stream Geomorphology
channels to stable E-, C-, and B type streams.
Minimize downstream
(2) Surface Storage and Retention
Attaining wetland hydrology success criteria
flooding
Reduce pollutant
contributions
Connect streams to a
functioning wetland
Improve instream and
streamside habitat
1) Water Oual
(2) Streamside Area Vegetation
(3) Upland Pollutant Filtration
(2) Indicators of Stressors
Particulate
Attaining vegetation success criteria.
Livestock encroachment within the easement
eliminated.
Attaining wetland hydrology success criteria
(1) Restore Habitat
(2) In -stream Habitat Attaining vegetation success criteria,
(3) Stream Stability stabilization of grade control/habitat structures,
and observations from Benthic
(3) In -stream Habitat
Macroinvertebrate sampling.
(2) Stream -side Habitat
(3) Streamside Habitat Attaining vegetation success criteria.
(3) Thermoregulation
12.0 MAINTENANCE AND CONTINGENCY PLAN
The Sponsor shall monitor the Site on a regular basis and shall conduct a physical inspection a
minimum of once per year throughout the post -construction monitoring period until performance
standards are met. These inspections may identify components and features that require routine
maintenance. Routine maintenance should be expected most often in the first two years following
construction and are summarized as follows.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 46
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

12.1 VEGETATION
Vegetation will be maintained to ensure the health and vigor of the targeted plant community.
Routine vegetation maintenance and repair activities may include supplemental planting, pruning,
mulching, and fertilizing. Exotic invasive plant species shall be controlled by mechanical (i.e.
chainsaw) and/or chemical (i.e. basal bark herbicide application) methods. Any vegetation control
requiring herbicide application and soil fertilization will be performed in accordance with NC
Department of Agriculture (NCDA) rules and regulations & 15A NCAC 0213 .0233.
If vegetation Performance Standards are not achieved based on average density calculations from
combined plots over the entire restoration area, supplemental planting may be performed with tree
species approved by regulatory agencies. Supplemental planting will be performed as needed until
achievement of vegetation success criteria.
12.2 STREAMS
In the event that stream Performance Standards are not fulfilled, a mechanism for contingency will
be implemented. Stream contingency may include, but may not be limited to 1) structure repair
and/or installation; 2) repair of dimension, pattern, and/or profile variables; and 3) bank
stabilization. The method of contingency is expected to be dependent upon stream variables that
are not in compliance with Performance Standards. Primary concerns, which may jeopardize
stream success include: 1) structure failure, 2) headcut migration through the Site, and/or 3) bank
erosion.
Structure Failure
In the event that structures are compromised the affected structure will be repaired, maintained, or
replaced. Once the structure is repaired or replaced, it must function to stabilize adjacent stream
banks and/or maintain grade control within the channel. Structures which remain intact, but
exhibit flow around, beneath, or through the header/footer will be repaired by excavating a trench
on the upstream side of the structure and reinstalling filter fabric in front of the pilings. Structures
which have been compromised, resulting in shifting or collapse of header/footer, will be removed
and replaced with a structure suitable anticipated stormwater flows.
Headcut Migration
In the event that a headcut occurs (identified visually or through measurements (i.e. bank -height
ratios exceeding 1.2]), provisions for impeding headcut migration and repairing damage caused by
the headcut will be implemented. Headcut migration may be impeded through the installation of
in -stream grade control structures (rip -rap sill and/or log cross -vane weir) and/or restoring stream
geometry variables until channel stability is achieved. Channel repairs to stream geometry may
include channel backfill with coarse material and stabilizing the material with erosion control
matting, vegetative transplants, and/or willow stakes.
Bank Erosion
In the event that severe bank erosion occurs, resulting in elevated width -to -depth ratios,
contingency measures to reduce bank erosion and width -to -depth ratio will be implemented. Bank
erosion contingency measures may include the installation of log -vane weirs and/or other bank
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 47
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

stabilization measures. If the resultant bank erosion induces shoot cutoffs or channel
abandonment, a channel may be excavated which will reduce shear stress to stable values.
12.3 WETLAND HYDROLOGY
Hydrological contingency will require consultation with hydrologists and regulatory agencies if
wetland hydrology enhancement/restoration is not achieved. Hydrologic contingency actions may
include: floodplain surface modifications such as construction of ephemeral pools, deep ripping of
the soil profile, supplemental planting, and/or maintenance to areas of the wetland where
stormwater or floodplain flows are intercepted to prevent scour. Recommendations for
contingency to establish wetland hydrology may be implemented and monitored until hydrology
success criteria are achieved. In the event that beaver become a nuisance within the Site, beaver
management will be initiated and continued on an as -needed basis in accordance with North
Carolina Wildlife Resource Commission (NCWRC) rules and regulations.
12.4 SITE BOUNDARIES
Site boundaries shall be identified in the field to ensure clear distinction between the Site and
adjacent properties. Boundaries may be identified by marker, bollard, or post as allowed by Site
conditions and/or conservation easement. Disturbed, damaged, or destroyed boundary markers
will be repaired and/or replaced on an as needed basis.
12.5 TERRACELL DROP STRUCTURES
Terracell drop structures will be monitored annually at a minimum. In the event of erosion or
scour within the structure, maintenance may include structure repair, chinking of the structure to
prevent piping, securing of loose coir -fiber matting, and/or supplemental planting of live stakes
and erosion control grasses. In the event that debris clogs or inhibits flow over the structure,
manual or mechanical removal of debris will occur; maintenance is only expected until the
structure naturalizes.
13.0 LONG-TERM MANAGEMENT PLAN
The Site will be protected under the teens outlined in the Site's perpetual conservation easement
(easement. A draft, redlined, conservation easement is provided in Appendix E. The conservation
easement will prohibit incompatible uses that might jeopardize the objectives of the Site. RS as
Grantee of the conservation easement, will first acquire the conservation easement and then assign
the easement to the North Carolina Wildlife Habitat Foundation ("NCWHF"). The NCWHF will
be the conservation easement holder and long-term manager of the Site. The NCWHF has provided
letters to the RS and the IRT (Appendix H) indicating their willingness to server as Easement
Holder, Long -Term Steward and Bond Holder (Obligee). NCWHF has also supplied a letter to the
IRT (Appendix H) indicating they are ready to receive funds, assume responsibility, and ensure
that work is completed. NCWHF has requested, and the Sponsor has agreed to provide, twenty
thousand ($20,000) dollars at the conservation easement assignment to hold the Site's easements.
RS will assign NCWHF the conservation easement prior to the first credit release.
In addition to serving as the conservation easement holder, NCWHF will also be responsible for
long-term management of the Site per the requirements of the Bank UMBI and this Site Mitigation
Plan. As the Site has been designed to be self-sustaining, the Site's long-term management
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 48
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

activities will be limited to routine boundary inspections and, when necessary, marking Site
boundaries to ensure clear identification of conservation areas.
Per their responsibilities as the Site's easement holder, NCWHF will inspect boundaries annually
to monitor for encroachment. During these inspections, as the Site's long-term manager, the
condition of boundary markings (i.e., signs) will be noted and replaced as needed. The Sponsor
has agreed to provide to NCWHF five thousand ($5,000) dollars at the conservation easement
closing and another fifteen thousand (15,000) upon successful closure of the Site to fund the Site's
long-term management.
For the purposes of calculating the amount required to fund long-term management (see Appendix
H), the following assumptions and inputs were used: 1) during the implementation of this Site
Mitigation Plan, fifty (50) signs will be installed and an additional fifty (50) replacement signs will
be purchased by the Sponsor; 2) these signs have a 50 -year life; however, complete replacement
will occur every 20 years; 3) in today's US dollars, it costs $300 to purchase 50 signs and requires
four hours of labor ($200) to install 50 signs at the Site; and 4) although NCWHF will use revenues
generated from the $20,000 required for easement holding (discussed above) to inspect boundaries,
additional funds were included to ensure completion of boundary inspections.
14.0 ADAPTIVE MANAGEMENT PLAN
Any changes that may occur in the mitigation plan due to unanticipated construction constraints
will be adapted accordingly to meet Performance Standards outlined above (Section 11.0). The
Sponsor or its assigns will visit the Site at least annually to check the status of aquatic resources.
Likely challenges are limited, but may include a loss of vegetation structure due to natural or man-
made causes including mortality of existing mature trees as the result of changes in hydrology, a
growing presence of invasive species, or some type of contaminated spill upstream of the Site. In
the event that unforeseen changes occur that affect the management or Performance Standards of
the Site during its operational period, the Sponsor will utilize the maintenance plan outlined above
(Section 12.0 Maintenance and Contingency Plan) and work with the IRT to determine appropriate
measures to rectify deficiencies at the Site in order to provide targeted aquatic functions. If such
unforeseen changes occur the Sponsor will obtain additional permits as necessary and will provide
the USACE a Record Drawing of corrective actions that depict the extent and nature of the work
performed.
15.0 FINANCIAL ASSURANCE
Prior to the first credit release, and over the operational life of the Site, the Sponsor shall provide
financial assurances sufficient to assure completion of all mitigation work, required reporting and
monitoring, and any remedial work required pursuant to the Bank UMBI. Such assurances shall
be separated into two types, identified as follows: 1) mitigation plan implementation (herein after
referred to as "implementation Assurance"), which shall assure the Site's construction, monitoring
and maintenance phases; and 2) maintenance and monitoring (herein after referred to as
"Maintenance and Monitoring Assurance") following the full implementation of the Mitigation
Work Plan detailed in Section 10.0 of this Site Mitigation Work Plan, which effectively replaces
or reduces the value of the Implementation Assurance. Both forms for assurances will be provided
in the form of bonds, a Performance Bond for implementation and a Monitoring Bond for the
maintenance and monitoring assurance, each is detailed below.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 49
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

15.1 IMPLEMENTATION ASSURANCE
The Implementation Assurance shall consist of a performance bond in a form substantially similar
to the draft provided in Appendix I underwritten by a surety company licensed to do business in
North Carolina with a Best's current rating of not less than "A-". The total value of such bond or
policy shall be Five Hundred Forty-six Thousand Dollars & no/100 ($546,000.00). An itemized
list of construction and implementation costs is provided in Appendix I.
15.2 MAINTENANCE AND MONITORING ASSURANCE
Following the Site's construction, the Implementation Assurance shall be replaced with another
performance bond. The replacement bond shall be in a form substantially similar to the draft
provided in Appendix I. The total value of such bond shall be Thirty-two Thousand Eight
Hundred Thirty-nine Dollars & no/100 ($32,839.00). An itemized list of annual monitoring and
maintenance costs is provided in Appendix I.
15.3 OTHER FINANCIAL ASSURANCE REQUIREMENTS
Financial assurances shall be payable to the Site's easement holder and financial assurance
Obligee, the NCWHF. In addition, financial assurances shall contain a provision ensuring the
District Engineer receives notification at least 120 days in advance of any termination or
revocation.
16.0 CONCLUSIONS
The development of the Brushy Mountain Bank Site Mitigation Plan under the terms and
conditions of the Yadkin 01 Umbrella Mitigation Bank will result in the ecological improvement
of 5,593 linear feet of stream and 2.9 acres of wetland. The Site has the potential to provide 5,106
SMUs and 2.25 WMUs through the restoration, enhancement and permanent protection of 23.29 -
acres surrounding several currently impacted streams and wetlands in Yadkin County, North
Carolina.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 50
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

17.0 REFERENCES
Cowardin, Lewis M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classifications of Wetlands
and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service. U.S.
Government Printing Office, Washington D.C.
Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical
Report Y-87-1. United States Army Engineer Waterways Experiment Station, Vicksburg,
Mississippi.
Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream Hydrology: an Introduction for
Ecologists. John Wiley & Sons, Ltd. West Sussex, England.
Griffith, G.E., J.M. Omernik, J.A. Comstock, M.P. Schafale, W.H. McNab, D.R. Lenat, T.F.
MacPherson, J.B. Glover, and V.B. Shelbourne. 2002. Ecoregions of North Carolina and
South Carolina. U.S. Geological Survey, Reston, Virginia.
Harman, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.A. O'Hara, A. Jessup, R. Everhart.
1999. Bankfull Hydraulic Geometry Relationships for North Carolina Streams. N.C. State
University, Raleigh, North Carolina.
Harman, W.A. and C.J. Jones. 2017. North Carolina Stream Quantification Tool: Data Collection
and Analysis Manual, NC SQT V3.0. Environmental Defense Fund, Raleigh, NC.
Interagency Review Team (IRT). 2016. Wilmington District Stream and Wetland Compensatory
Mitigation Update. North Carolina Interagency Review Team — October 24, 2016
Lee, M.T., R.K. Peet, S.D. Roberts, and T.R. Wentworth. 2008. CVS-EEP Protocol for Recording
Vegetation. Version 4.2. North Carolina Department of Environment and Natural
Resources, Ecosystem Enhancement Program. Raleigh, North Carolina.
North Carolina Department of Environment and Natural Resources (NCDENR). 2014. Water
Quality Data Assessment (2014 Final 303(d) List) (online). Available:
https:Hncdenr.s3.amazonaws.com/s3fs-
pub I ic/Water%200ual ity/Plann ing/TM DL/3 03 d/2 014/2014 303dlist.pdf
North Carolina Department of Environment and Natural Resources (NCDENR). 2016. Water
Quality Data Assessment (2016 Draft 303(d) List) (online). Available:
https:Hncdenr.s3.amazonaws.com/s3fs-
public/Water%20Quality/Planning,/TM DL/303d/2016/NC 2016 Category 5 20160606.
pddf
North Carolina Division of Water Quality (NCDWQ). 2008. Yadkin Pee -Dee River Basinwide
Water Quality Plan. (online). Available:
http://portal.ncdenr.org/web/wq/ps/bpu/basin/yadkinpeedee/2008 (June 16, 2015).
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 51
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

North Carolina Division of Water Quality (NCDWQ). 2009. Small Streams Biocriteria
Development. Available:
http://portal.ncdenr.org/c/document library/get file?uuid=2d54ad23-0345-4d6e-82fd-
04005f48eaa7&groupId=38364
North Carolina Division of Water Quality (NCDWQ). 2012. Standard Operating Procedures for
Collection and Analysis of Benthic Macroinvertebrates. (online). Available:
http://portal.ncdenr.or2/c/document library/get file?uuid=f3cfa483-16de-4cl8-95b7-
93684c 1 b64aa&groupld=38364
North Carolina Division of Water Resources (NCDWR). 2016. River Basin Classification
Schedule (online). Available: https:Hdeq.nc.gov/river-basin-classification-schedule [June
7, 2017]. North Carolina Department of Environment and Natural Resources, Raleigh.
North Carolina Ecosystem Enhancement Program (NCEEP 2009). Yadkin River Basin
Restoration Priorities 2009 (online). Available:
http://portal.ncdenr.org/web/eep/rbEps/neuse [December 12, 2015]. North Carolina
Department of Environment and Natural Resources, Raleigh.
North Carolina Stream Functional Assessment Team (NC SFAT). 2014. N.C. Stream Assessment
Method (NC SAM) User Manual (Version 2). 178 pp.
Rosgen, D. 1996. Applied River Morphology. Wildland Hydrology (Publisher). Pagosa Springs,
Colorado
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina: Third Approximation. North Carolina Natural Heritage Program, Division of
Parks and Recreation, North Carolina Department of Environment, Health, and Natural
Resources. Raleigh, North Carolina.
United States Census Bureau (USCB). 2016. Population estimates V.2013
http://guickfacts.census.jzov/qfd/states/37000.html
United States Department of Agriculture (USDA). 1962. Soil Survey for Yadkin County North
Carolina. US Department of Agriculture. Available: http://
http://www.nres.usda.gov/Internet/FSE—MANUSCRIPTS/north_carolina/NC 197/0/Yadki
n.pdf
United States Department of Agriculture (USDA). 2015. Web Soil Survey (online). Available:
http://websoiIsurvey.nres.usda.gov/app/WebSoiISurve�aspx [August 18, 2015].
United States Geological Survey (USGS). 2006. Estimating the Magnitude and Frequency of
Floods in Rural Basins of North Carolina — Recompiled. USGS Water -Resources
Investigations Report 01-4207. Raleigh, North Carolina.
Brushy Mountain Mitigation Bank Site -Mitigation Plan page 52
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

APPENDIX A
FIGURES
Figure 1. Bank Location Map
Figure 2. Hydrologic Unit Map
Figure 3. Topography, Drainage Area, and Impervious Cover
Figure 4. Existing Conditions
Figure 5A. Drainage Area Reference Sites
Figure 5B. Existing Conditions Reference Sites
Figures 5C -5D. Reference Dimension, Pattern, and Profile
Figures 6A -6B. Restoration Plan
Figure 7. Proposed Dimension Pattern and Profile
Figures 8A -8C. Typical Structure Details
Figures 9A-913. Planting Plan
Figures IOA- IOB. Monitoring Plan
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

/ ''� — •, loss / ' .... ',aj,,.�@�
/ r l
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Rena
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Title
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s
MAY 2018
7 17 Scale.
\ - - _ - 1 20000
__ —_ 1 • • r - \\ Y Project No.
7 '�, _'f _
c+\ - USGS 7.5 Minute Topographic Map (Elkin South, NC Quad) 17-014
Directions to the Bank from Raleigh:
azt rr �..'h'��t', -%,+`• \ lAArmt.:n • f •' ��` _ - Take 1-40 West out of Raleigh and travel 100 miles, FIGURE
Take exit 188 and merge onto US -421 N,
( �w
After 26 miles, take exit 263 and turn right onto US -21 N,
After 5.1 miles, turn left onto Rena Road,
_ �- - After 0.8 miles, turn right onto Macemore Road,
NOTE: No air transport facilities were `\ �'�+ elj� - Bank can be accessed from the east side of Macemore Road.
^�. identified within 5 miles oT the project area / �f d t - Bank Latitude, Longitude 36.188787, -80.825643 (NAD83/WGS84)
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Location of Brushy Mountain
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Project No. .
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FIGURE

NCSAM Form 5
Score = HIGH
Cross section 4-ur1
r, AEMr
0
� a�s
NCWAM Form 1
Score=LOW
Soil series N
rnplex, 15 to 25 % slopes
mplex, 25 to 45 % slopes 1
ly loartS 10 to 15 %slopes
ly loam, 15 to 25 % slopes
ay loam, 15 to 25 % slopes
rL 15 to 25 % slopes
>2°,o slopes
Cross Section 3 - UT 3
a
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Legend
Q Conservation Easement - 23.29 acres j
�
- � Existing Perennial Streams -5051 linear feet NCSAM Farm 1
= w
- -Existing Intermittent Streams - 84 linear feet Score LOW �
Existing Drain Tile Network
�.
— Cross -Sections
Incised/Eroded Stream ?r
1
® Existing Wetlands - 1.3 acres
Drained Hydric Soils -1.6 acres �1
Benthic Sampling Stations i1
NRCS Soil Boundaries
0 250 500 1,000 -lse
Feet
Prepared for. Project.
ANBRUSHY MOUNTAIN
STREAM AND WETLAND
MITIGATION SITE
Yadkin County, NC
NCDWQ Stream Form
Score = 27.5
NCSAM Form 3
Score = HIGH
NCDWQ Stream Form' I
Score = 31.5
waa. x.sn
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Date
EXISTING CONDITIONS MAY 2018
Scale: 4
1:2500
Project No.:
17-014
a
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.� Score = LOW
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Legend
Q Conservation Easement - 23.29 acres j
�
- � Existing Perennial Streams -5051 linear feet NCSAM Farm 1
= w
- -Existing Intermittent Streams - 84 linear feet Score LOW �
Existing Drain Tile Network
�.
— Cross -Sections
Incised/Eroded Stream ?r
1
® Existing Wetlands - 1.3 acres
Drained Hydric Soils -1.6 acres �1
Benthic Sampling Stations i1
NRCS Soil Boundaries
0 250 500 1,000 -lse
Feet
Prepared for. Project.
ANBRUSHY MOUNTAIN
STREAM AND WETLAND
MITIGATION SITE
Yadkin County, NC
NCDWQ Stream Form
Score = 27.5
NCSAM Form 3
Score = HIGH
NCDWQ Stream Form' I
Score = 31.5
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KR' FIGURE
Date
EXISTING CONDITIONS MAY 2018
Scale: 4
1:2500
Project No.:
17-014

Background Imagery Source: •"{"•'�"� !y `" _ ° « d
Soil Surveyof Yadkin County, NC (1962
Map Sheets 10 and 16
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KRJ FIGURE
BRUSHY MOUNTAIN Date:
STREAM AND WETLAND NRCS SOIL SURVEY MAY 2018
MITIGATION SITE Scale: 4A
1:5000
Yadkin County, NC Project No
17-014

C S
i
1
yam.• .
-y
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Legend
2 Streams
LIDAR 4 -foot Elevation Contour
��' �, iTr;•!•,J'� / ��iT l lir0 80 160 320 480 640
/..
Feel
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Legend
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LIDAR 4 -foot Elevation Contour
��' �, iTr;•!•,J'� / ��iT l lir0 80 160 320 480 640
/..
Feel

0 50 100
150 200 250
300 350 400
B tiarn
Pattern Legend
209) ft
Top of Bank
!
Abkf 00ft
11111
Dave 0' ft
.I I 1 11 1 1 1LIN -3'arRdeAA
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Height=
-
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:
I
,I
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n
Stream Type = 8
Crnss Sectinn 2 - Ponl
Abkf = 9.8 ft
Wbkf = 10.1 ft
Dmax = 1.5 ft
450
OE,i -
....■■■.■■■■■■■■■■■■■■■■■■.■■■....■.
■.■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■.�■
..■.■.■■■�9AT.------S7■■■..■a..■..■.■
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UMMOMMOM
.■..............II......■■■■■.■■■.■.
.....r■■......■■.■...■...■....■.■.■
0
Profile (Reference Reachl
Save = 0.0294 rise/run
Svalley = 0.0318 rise/run
Sriffle = 0.0279 (0.0243 - 0.0336) rise/run
Spool = 0.0058 (0 - 0.0161) rise/run
Srun = 0.0393 (0 - 0.1154) rise/run
Sglide = 0.0059 (0 - 0.0151) rise/run
Water Surface
Channel Bed
Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina

100
50
0L
0
50 100 150 200 250 300 350 400 450
Reference Pattern
Lp-p = 58 (26 - 138) ft
Pattern Legend
Lm = 114 (54 - 164) It
— Top of Bank
WbeIt = 17 (16 - 19) ft
Project No.:
Thalweg
Rc = 28 (21 - 36) ft
Lp-p/Wbkf = 5.6 (2.5 - 13.4)
— Cross Section
Lm/Wbkf = 11.0 (5.2 - 15.9)
Wbelt/Wbkf = 1.7 (1.5 -1.8)
RdWbkf = 2.7 (2.1 - 3.5)
SIN = 1.07
•Td'1;>•�T .SFRlfee7ffi -
i■■■►■■■■erw�w*��fw�■■■■moi■■■■■■■ . • r
■■■■■■L!■■��■■■■■■■■■■■■■■■■ •
('rnss :j on 2 - Riffle
Abkf = 6.8 ft
Dave = 0.6 ft
Wbkf = 11.1 ft
Dmax = 0.8 tt
Bank Height = 0.8 ft
Bank Height Ratio = 1.0
W/D = 18
FPA = 17
ENT = 1.5
Stream Type = B
Profile (Reference Reach)
Save = 0.0576 rise/run
Svalley = 0.0616 rise/run
Sriffle = 0.0294 (0 - 0.0537) rise/run
Spool = 0 (0 - 0.0153) rise/run
Srun = 0.0891 (0.0144 - 0.2451) rise/run
Sglide = 0 (0 - 0.0153) rise/run
Water Surface
Channel Bed
Axiom Environmental, Inc.
RESTORATION
SYSTF,MS � LLC
Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
:North
adkin County
Carolina
Tide:
Left Prong
Reference Reach
Dimension, Pattern,
and Profile
tale:
FIGURE NO.
NA
Data:
September 2017
5 D
Project No.:
17-014

4.
14
/(✓'f F �/ iaRrd� f f J r f UT 1F3 /
.. .- Start Preservatlun
'y Sta q0+39
fry �
cef
s,
fid Enhanr#Vj1, '
tart R@ r n
to 032
Ejoi V90.72
v
% r
Axiom Environmental. Inc.
LEGEND
Easement = 23.29 ac
Design Stream Channel
-
k'
f
Cross Vane
✓
Vane Arm
�U.� 9B -
DD dpyWS
II
Drain Tile to be Removed;
Drain Tile Converted to Grassy Swale
d
R rlu .r �
e
-0Lr 7
Drain Tide to Remain
® Drop Structure
[] Marsh Treatment Area
r
Piped Crossing
w; Wetland Enhancement = 1.3 ac
Welland Restoration = 1.6 an
Area of Potential Wetland Restoration = 2.3 ar,
C
UT 3
Starl'Preservation
Sta OO+D3,
UT 3
End Preservation
Start Enhance 1, ' 1a
Sta 00+40
t J: Elev 1233.67 J
i UT3
i UT 2 End Enhance I
rY .r ,Start Restoration_ Start Restoration
n Sta 00+86 Sta 00+81 ^= t
Elev 1151.72 Elev 12 .64, a trt 4`
�7
' r
rJ n r +
d
63 linear feet of stream
y f outside of easement at
crossing
rt
€ r a
+r GSCALE 1 FEET
M
Project I ide. scale: FIGURE NO.
Brushy Mountain As Shown
Stream and Wetland RESTORATION Date
Mitigation Site PLAN December 2017 6A
Yadkin County, NC ,71o14c

62 linear feet of s,.rea
otysideide of e?a�se int
crusa
t t �
Y , l
LEGEND
Easement = 23.29 ac
Design Stream Channel
Cross Vane
Vane Arm
Drain Tile to be Removed
Drain Tile Converted to Grassy Swale
— — Drain Tile to Remain
® Drop Structure
[] Marsh Treatment Area
Piped Crossing
Wetiand Enhancement = 1.3 ac
Wetland Restoration = 1.6 ac
Area of Potential Wetland Restoration = 2.8 ac
'rye'
r
it <} UT 2 1.
End Restoration
Sta 05+73 f 3 linear feet of strear'
j Elev 113$ 96 i outside of easement a
crossing,
401
Jt
'k1f
100,�
UT4
Start Enhance II
Sta 00+03
`19
UT 3
�.
oration End
f UT 4 r
Sta;4+81 End Enhance ll i-:cl
I,. E10 1127.87 Start Enhance I
/ StaQt+76
E1e1146.43
4
End
End Enhance
Start Restoration
Sta 02+43
t Elev 1144.59 b /
�UT4
End Restoration
Sta 08+70 '
Elev 1120.7:
c,
UT�1
End Restoration
Sta 28+75
Elet115.65
w,
zoo
I
scnir IN FrrT
Project: Title: scale: FIGURE NO.
Brushy Mountain As Shown
Stream and Wetland RESTORATION
_ Mitigation Site PLAN December 2017 6B
Project No.:
Axiom Environmental, Inc. Yadkin County, NC 17_014

TYPICAL CHANNEL PROFILE
NOTES'
1. POOL -TO -POOL SPACING IS MEASURED FROM
CENTER OF POOL BEND TO CENTER OF POOL BEND.
TYPICAL CHANNEL PLAN VIEW
CHANNEL PLAN VIEW NOTES:
1. THE CONTRACTOR SHALL LAYOUT THE CHANNEL ALIGNMENT BY LOCATING
THE RADII AND SCRIBING THE CENTER LINE FOR EACH POOL BEND. THE
CONNECTING TANGENT SECTIONS SHALL COMPLETE THE LAYOUT OF THE CHANNEL.
2. FIELD ADJUSTMENTS OF THE ALIGNMENT MAY BE REQUIRED TO SAVE TREES
OR AVOID OBSTACLES. THE STAKE -OUT SHALL BE APPROVED BY THE CONSTRUCTION
MANAGER BEFORE CONSTRUCTION OF THE CHANNEL.
WSAI
11 UPF
IaLN
RD�IGN
LONTROL MATTING
A.N,
LA
BANK SLOPr /T - EXT1
ND STONE
gFnEunTENN uP
CO DOLMNK
N Wool
TYPICAL RIFFLE CROSS-SECTION
MVI."" SLOPE
TYPICAL POOL CROSS-SECTION
CHANNEL CONSTRUCTION NOTES:
1. MATERIAL EXCAVATED FROM CHANNEL AND FLOODPLAIN SHALL BE
USED TO BACKFILL EXISTING CHANNEL.
2. BANK PROTECTION SHALL CONSIST OF NATURAL CDR FIBER MATTING.
B. THE CONTRACTOR SHALL SUPPLY BED MATERIAL FOR THE ENTIRE BED
LENGTH OF EACH RIFFLE SECTION, THE BED MATERIAL SHALL CONSIST OF
A MIX OF CLASS A AND SMALLER STONE.
AL
Res
RESTORATION
SYSTEMS' LLC
NOTES/REVISIONS
Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina
Tltle:
PROPOSED DIMENSION,
PATTERN, AND PROFILE
Scale:
FIGURE NO.
CROSS-SECTION DIMENSIONS
7
Data:
September 2017
REACH
Wbkf it.
Wbot ft. Drib ft. Othal ft.
D ool ft.
Wool ft.
What ft.
UT 1 (Upstream)
9.2
3.6 0.8 0.1
1.1
10.2
1.0
UT 1 (Middle)
10.9
6.5 1.0 0.1
1.2
12.0
1.0
UT 1 (Downstream)
12.4
7.6 1.1 0.1
1.4
13.7
1.0
UT2
8.2
5.0 0.7 0.1
0.9
9.0
1.0
UT 3 end 4
5.7
3.3 0.5 0.1
0.6
6.2
1.0
AL
Res
RESTORATION
SYSTEMS' LLC
NOTES/REVISIONS
Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina
Tltle:
PROPOSED DIMENSION,
PATTERN, AND PROFILE
Scale:
FIGURE NO.
NA
7
Data:
September 2017
Project No.:
17-014

LOG CROSS VANE
BULENIT
GROUND FAOFRIOD (BAN ULL)K EAST
— _ IGROUNO
LOP LOG 1
SACAFLLEOANO COMPAUTEO
INHHA5POOL
LTA55A' RIP III NATNE
CHANNEL NWrtHNL STS BED
FLIER FABRIC
ON FOOTER LOG
SECTION B -B
NOTES:
=D FOOTFN LOOS SHALL Bt A NNIMUM OF IIE
I AND L BE A HAN01N000 SPECIES.
;FDOTFN I OG N6HLLAv BF SUBSTITUTED H. PINE)
Z STR LE FOOTER LOG MAT BE REWIRED N SAND BED
1 ALL STONES ARE
lO BE STRUCTURE STONES.
A FF -TER FANBTSHALL BE PI.AL'ED ON THE UPSTREAM SX]E
01 THE U URE TO PREVEHT WASRDUT OF SEdMENT
THROUGH LOG GAPS. IBTER FABRIC SHALL EXTEND
FROM THE BOTTOM OF THE FOOTER TO THE FINISHED .—EELEV 71— AND SHALL BE PLACED THE ENTIRE LENGTH Or THE
STRUCTURE
5. PERPENDICULAR RDOTWAD LOGS ARE REQUIRED IF THE LOG
IIANE ARM DOES NOT HANE A RODTRALL TO TIE INTO 'HE SANX.
NO
�.
FILTER EIN—E.
IAGFUC EL—TION
SECTION A -A
NEACH
ARM LENGTH (FT.)
CHANNEL DEPTH (FT.)
UT I (UPMrewm If In 21
B
D.8-1.1
LT 1(B-1 UT 2—LR 3)
11
DY
UT 1 P—d— of UT 31
12
1 1 - 1.A
UT2
B
D., -eo
UT 3•PD UTO
S
D.5 -el
NOTE:
FADE R AND FOOTER STONES ARE LARGE, ANGULAR BOULDERS
MEASURING A MINIMUM OF 24' ALONG THE SHORTEST DIMENSION.
\
\
`
B \\\\ NLL
♦ ARF
T
T.1 OF ANN
BANBr S.L____—___ �
FL ------
60T T
W----BDTT 1
/F f LOGvA-
FABRIC
TYPICAL LOG VANE
Ell
RIVS
RESTORATION
SYSTEMS I LLC
I I NOTES/REVISIONS II
OF Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina
Title
TYPICAL
STRUCTURE
DETAILS
Scale: FIGURE NO.
NO SCALE
Dam: 8 A
September 2017
Project ND.:
17-014
5
5
CHANNEL
CHANNEL
RANK I
1
I RANK
;4L
I
0
FILTER
IABRIC CD
I
A I
I A
1
I
1 FOOTER
I L. EVATIONA-A STONE
-
- ARM_1--
1
HEADER STONE
1
I
I
K FILL
DY HEAOERSTONE TO GRACE
g I
5
—_----T
OOTFR SONE CHANNEL
O
FOOTER
STONE
DE TH -- rFLOW
_ EXIST.
GROUND
,
m
I
I
I
I
ROCK FILL FILTER FABRIC
ELM1M W
(ESTSTONE)
WHERE NEEDED PROFILE B -B
TYPICAL CROSS -VANE
NOTE:
FADE R AND FOOTER STONES ARE LARGE, ANGULAR BOULDERS
MEASURING A MINIMUM OF 24' ALONG THE SHORTEST DIMENSION.
\
\
`
B \\\\ NLL
♦ ARF
T
T.1 OF ANN
BANBr S.L____—___ �
FL ------
60T T
W----BDTT 1
/F f LOGvA-
FABRIC
TYPICAL LOG VANE
Ell
RIVS
RESTORATION
SYSTEMS I LLC
I I NOTES/REVISIONS II
OF Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina
Title
TYPICAL
STRUCTURE
DETAILS
Scale: FIGURE NO.
NO SCALE
Dam: 8 A
September 2017
Project ND.:
17-014

WATER SURFAUt
ELEVATION
R TERRACELL
-T
18 IN TERRACE'
SYNTHETIC GEOGRID
BR TERRACELI
FILTER CLOTH
-
SYNTHEHD GEOGRID
D------
11
FILTER CLOTH
WDOI0.5 b 6.D 11
Axiom Environmental, Inc.
\�
PROFILE
CROSS-SECTION
RIP RAP
(SEE NOTES)
NOTES/REVISIONS
TERRACELL STRUCTURE NOTES:
1. CONTRACTOR WILL INSTALL 18 -INCH TERRACELL SYNTHETIC GEOGRID AS PER THE MANUFACTURER'S
SPECIFICATIONS.
2. AT BOTTOM RIFFLE DOWNSTREAM FROM TERRACELL STRICTURE THE POOL WILL BE ARMORED WITH
EROSION CONTROL FABRIC AND CLASS 1 RIP RAP OR OTHER SUITABLE MATERIAL,
TERRACELL STRUCTURE NOTES:
1. CONTRACTOR WILL INSTALL 16 -INCH TERRACELL SYNTHETIC GEOGRID AS PER THE MANUFACTURER'S
SPECIFICATIONS.
2. ONCE THE SYNTHETIC GEOGRID WAS SEEN INSTALLED. GEOCELLS WILL BE BACKFILLED WITH GRAVEL
ANO TOPSOIL AND PLANTED WITH EROSION CONTROL GRASSES AND WILLOW STAKES I SA[XVlc''"
.saa az •e 01
pFc'Noa
Project:
\"
'""'"'
Brushy Mountain
PROFILE
SECTION AA
Stream and Wetland
Mitigation Site
S
t
O
Yadkin County
North Carolina
f
f f
ONE
I
i
Title:
OO
O
TYPICAL
STRUCTURE
DETAILS
6ASIA
Scale:
NO SCALE
FIGURE NO.
n
Date:
September 2017
]V•[
MARSH TREATMENT AREA
P oject NO.:
17-014

CNAN
BANK
NEL�
5 TO 7 % SLOPE \
up TO TOP Of
SANK
SILL STEP
Jt
II
FILTER CLOTH AND
• vnNE ngNYOR COMPARAE�c
STEP POOL STRUCTURE T
RESTORATION
SYSTEMS' LLC
Project:
Brushy Mountain
Stream and Wetland
Mitigation Site
Yadkin County
North Carolina
Tme:
HEADER STONES
TYPICAL
STRUCTURE
DETAILS
TO 7% SLOPE
IP TO TOP OF OBI.:
ANK FIGURE NO.
FOOTER STONES NO SCALE
Date: ^ ^
REINFORCED RIFFLE STEP September 2017 ]V•( ■\V-
Pmjecl No.:
17-014

Pi�iYn.n,l ✓.. \b..Yip Ilry \4.k<hb \Iv.b rrvfv.l �Ire.m.itr
A.auriMl.m
mr.a
O
�Im,i�d s.�r,r K.bo„r✓rra wrn�,r• \...dw.•
LEGEND
2
Easement = 23.29 ac
Design Stream Channel
1 60 001 !b
18.01
Stream -side Assemblage
.p.�.� .nm np,.,o-a• x fay .peo-s• xKu..l .pm,o-,r• .. nrle.l
v n'^
Bottcmland Hardwood Forest
Mesic Mixed Forest
Illlll
LL
Pi�iYn.n,l ✓.. \b..Yip Ilry \4.k<hb \Iv.b rrvfv.l �Ire.m.itr
A.auriMl.m
mr.a
O
�Im,i�d s.�r,r K.bo„r✓rra wrn�,r• \...dw.•
2
1 60 001 !b
18.01
.p.�.� .nm np,.,o-a• x fay .peo-s• xKu..l .pm,o-,r• .. nrle.l
v n'^
xp.o-a
fMnl✓n�8ru1
Illlll
LL
E
ai
MIMI
ME
i _E
�11000_0
r
W
_ .I
�-0 U
z
0 c
:rO o
c
>, M M U
=V) E 2)
Z3
N 0
CO L
U) }
a �

ERestoration
i
05+73
a� v 1138.96 r,
Myr
UT 4 ,
;+ Start Enhance II n "
Sta 00+00i °
* y UT 3 k
t
f End oration UT 4 4
Sta f2+81 End Enhance II
DO 1127.87 Start Enhance I
Sta 9.1+76
Elg{{1146.43 '
6211near fee b
o'ut$ide of easement at - =y UT 4 r /
crdssing-� End Enhance I
Start Restoration f
j
Sta 02+43 1
Elev 1144.59
m
:x, 4
y 31 linear feet of stream
outside of easement at
cros�ng.
4
En
End Restoration
1: Sta 08+70
" Elev 11211.72
1'
-T
i
LEGEND End Restoration
Easement = 23.29 ac aq i; Sta 28+75
Design Stream Channel Ele$1115.65
i Cross section $
Vegetation Plot
Surface Water Gauge'Camera
O Groundwater Gauge 9
Wetland Enhancement= 1_3 ac
Wetland Restoration = 1.6 ac r „^ MAW
l�f
n Area of Potential Wetland Restoration = 2.8 ac
`i 0 100 200
SCALA W FEET
-- - - - ��— Project: title: scale: i IGJ-2E f10
Brushy Mountain As Shown
Stream and Wetland MONITORING bate: 10B
Mitigation Site PLAN December 2017
Axiom Environmental Inc. Yadkin County, NC 1710,40

APPENDIX B
PRELIMINARY JURISDICTIONAL DETERMINATION PACKAGE
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID: SAW -2017-01463 County: Yadkin U.S.G.S. Quad: Elkin South
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Charles Evans
Address: 2449 Macemore Road
Haptonville, NC 27020
Telephone Number: 336 468 8996
Size (acres): 16 AC Nearest Town: Haptonville
Nearest Waterway: Arnold Branch Coordinates: 36.188787,-80.825643
River Basin/ HUC: Upner Pee Dee
Location description: The site which includes only the mitigation bank project area, is located at 2449 Macemore
Road, Haptonville, NC
Indicate Which of the Following Apply:
A. Preliminary Determination
X There are waters, including wetlands, on the above described project area, that may be subject to Section 404 of the
Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands, have been delineated, and the delineation has been verified by the Corps to be sufficiently
accurate and reliable. Therefore this preliminary jurisdiction determination may be used in the permit evaluation process,
including determining compensatory mitigation. For purposes of computation of impacts, compensatory mitigation
requirements, and other resource protection measures, a permit decision made on the basis of a preliminary JD will treat
all waters and wetlands that would be affected in any way by the permitted activity on the site as if they are jurisdictional
waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an
appealable action, by contacting the Corps district for further instruction.
_ There are wetlands on the above described property, that may be subject to Section 404 of the Clean Water Act
(CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the
waters, including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be
used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely
an effective presumption of CWA/RHA jurisdiction overall of the waters, including wetlands, at the project area,
which is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have
the waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the
Corps.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements
of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act (CWA)(33
USC § 1344). Unless there is a change in the law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
_ There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We recommend you have the waters of the U.S. on your property delineated. As the Corps may not be able to
accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation
that can be verified by the Corps.
The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. If you wish to have the delineation surveyed, the Corps can review and verify the survey upon
completion. Once verified, this survey will provide an accurate depiction of all areas subject to CWA and/or RHA

jurisdiction on your property which, provided there is no change in the law or our published regulations, may be relied
upon for a period not to exceed five years.
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material,
construction or placement of structures, or work within navigable waters of the United States without a Department of the
Army permit may constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If
you have any questions regarding this determination and/or the Corps regulatory program, please contact William Elliott at
828-271-7980, ext. 4225 or [e-mail].
C. Basis for Determination:
See attached preliminary jurisdictional determination form.
The site contains wetlands as determined by the 1987 Corps of Engineers Wetland Delineation Manual and the
Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Eastern Mountain and Piedmont
Region (version 2.0). These wetlands are adjacent to stream channels located on the property that exhibit indicators
of ordinary high water marks.
D. Remarks:
The potential waters of the U.S., at this site, were verified on-site by the Corps on March 6, 2018 and are as
approximately depicted on the attached Potential Wetland/Waters Map (dated October 2017)
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The del ineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate
participation in USDA programs, you should request a certified wetland determination from the local office of the
Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to
this determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you
will find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal
this determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M 15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria
for appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the
NAP. Should you decide to submit an RFA form, it must be received at the above address by N/A (Preliminary -JD).

**It is not necessary to submit an RFA form to the Division Office i you d of object to the determination in this
correspondence.
Corps Regulatory Official:
William Elliott
Issue Date of JD: March 6, 2018 Expiration Date: N'A Preliminary JD
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure
we continue to do so, please complete our Customer Satisfaction Survey, located online at
http://coEpsmapu.usace.army.mil/cm apex/Pp=136:4:0.
Copy furnished:
Raymond Holz- Restoration Systems, 1101 Haynes Street, Suite 211, Raleigh, NC 27604

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
RE .IJEST FOR.APPEA.L
pApplican�t:CLharles Evans File Number: SAW -SAW -2017-01463 j Date: March 6, 2018
Attached is: I See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission) _ A
PROFFERED PERMIT (Standard Permit or Letter of permission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.anny.mil/Missions/CivilWorks/Re ug latolyProgramandPermits.aspx or
Corps regulations at 33 CFR Part 331. _
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps
district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD.

SECTION H - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAI. PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record
of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the
administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may
provide additional information to clarify the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATTON:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division,
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: William Elliott
CESAD-PDO
151 Patton Avenue, Room 208
U.S. Army Corps of Engineers, South Atlantic Division
Asheville, North Carolina 28801-5006
60 Forsyth Street, Room 10M15
828-271-7980, ext. 4232
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
onsultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
�articipate in all site investigations.
otice of any site investigation, and will have the opportunity -to — ---
Date:
Telephone number:
Signature of appellant oragent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn.: William Elliott, 69 Darlington Avenue, Wilmington,
North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (JD) FORM
U.S. Army Corps of Engineers
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JD: March 6, 2018
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Charles Evans
2449 Macemore Road
Haptonville, NC 27020
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
CESAW-RG-A, SAW -2017-01463,
D. PROJECT LOCATIONS) AND BACKGROUND INFORMATION:
The site which includes only the mitigation bank project area, is located at 2449 Macemore Road,
Haptonville, NC
State: NC County/parish/borough: Yadkin City: Haptonville
Center coordinates of site (lat/long in degree decimal format): 36.188787, -80.825643
Universal Transverse Mercator: N/A
Name of nearestwaterbody: Arnold Branch
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
® Office (Desk) Determination. Date: March 6, 2018
® Field Determination. Date(s):
Use the table below to document aquatic resources and/or aquatic resources at different sites
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION
Site
Centered Coordinates
Estimated Amount
Type of Aquatic
Geographic
Number
(decimal degrees)
of Aquatic Resource
Resources
Authority to Which
in Review Area
Aquatic Resource
"May Be" Subject
Latitude Longitude
(linear feet or acre)
UT -1A
36.1920
-80.826344
251
❑ Wetland
Section 404
® Non -wetland Waters
❑ Section 10/404
UT -113
36.191976
-80.826200
261
❑ Wetland
® Section 404
CR Non -wetland Waters
❑ Section 10/404
UT -1
36.185536
-80.825932
2377
0 Wetland
0 Section 404
® Non -wetland Waters
❑ Section 10/404
UT -2
36.188973
-80.826962
279
❑ Wetland
0 Section 404
Non -wetland Waters
Q Section 10/404
UT -3
36.187371
-80.826270
1233
❑ Wetland
® Section 404
® Non -wetland Waters
❑ Section 10/404
UT -4
36.18127
-80.825946
776
❑ Wetland
® Section 404
® Non -wetland Waters
❑ Section 10/404
PA WL
36.189734
-80.827170
0.92 ac
Wetland
® Section 404
❑ Non -wetland Waters
❑ Section 10/404

Pg
36.190654
-80.826875
0.21 ac
Wetland
R Section 404
n
Non -wetland Waters
Section 10/404
PC W
36.191364
-80.826663
0.28 ac
Wetland
( Section 404
Non -wetland Waters
Section 10/404
PD w,
36.191789
-80.826417
0.02 ac
Wetland
Section 404
El Non -wetland Waters
Section 10/404
1. The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN),
or requests verification for a non -reporting NWP or other general permit, and the permit applicant
has not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the
permit applicant has elected to seek a permit authorization based on a PJD, which does not make
an official determination of jurisdictional aquatic resources; (2) the applicant has the option to
request an AJD before accepting the terms and conditions of the permit authorization, and that
basing a permit authorization on an AJD could possibly result in less compensatory mitigation
being required or different special conditions; (3) the applicant has the right to request an individual
permit rather than accepting the terms and conditions of the NWP or other general permit
authorization; (4) the applicant can accept a permit authorization and thereby agree to comply with
all the terms and conditions of that permit, including whatever mitigation requirements the Corps
has determined to be necessary; (5) undertaking any activity in reliance upon the subject permit
authorization without requesting an AJD constitutes the applicant's acceptance of the use of the
PJD; (6) accepting a permit authorization (e.g., signing a proffered individual permit) or
undertaking any activity in reliance on any form of Corps permit authorization based on a PJD
constitutes agreement that all aquatic resources in the review area affected in any way by that
activity will be treated as jurisdictional, and waives any challenge to such jurisdiction in any
administrative or judicial compliance or enforcement action, or in any administrative appeal or in
any Federal court; and (7) whether the applicant elects to use either an AJD or a PJD, the JD will
be processed as soon as practicable. Further, an AJD, a proffered individual permit (and all terms
and conditions contained therein), or individual permit denial can be administratively appealed
pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it becomes appropriate to
make an official determination whether geographic jurisdiction exists over aquatic resources in the
review area, or to provide an official delineation of jurisdictional aquatic resources in the review
area, the Corps will provide an AJD to accomplish that result, as soon as is practicable. This PJD
finds that there "may be" waters of the U.S. and/or that there "may be" navigable waters of the U.S.
on the subject review area, and identifies all aquatic features in the review area that could be
affected by the proposed activity, based on the following information:

SUPPORTING DATA
Data reviewed for preliminary JD (check all that apply) - Checked items should be included in subject file.
Appropriately reference sources below where indicated for all checked items:
Maps, plans, plots or plat submitted by or on behalf of preliminary JD requester:
Data sheets prepared/submitted by or on behalf of preliminary JD requester.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rational:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
® U.S. Geological Survey (USGS) Hydrologic Atlas: Elkin South 7.5 min
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
❑ USGS map(s). Cite scale & quad name: Elkin South.
® Natural Resources Conservation Service (MRCS) Soil Survey,
Citation: Yadkin County, AIC
❑ National wetlands inventory (NWI) map(s). Cite name:
❑ State./Local wetland inventory map(s):
❑ Federal Emergency Management Agency (FEMA) / Flood Insurance Rate Map (FIRM) maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
❑ Photographs: ❑ Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable/supporting scientific literature:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been verified by the Corps and
should not be relied upon for later jur'sdictional determinations.
illiam Elliott, March 6, 2018
Signature and date of Regulatory
staff member completing
preliminary JD
Charles Evans
Signature and date of person requesting
preliminary JD (REQUIRED, unless obtaining the
signature is impracticable)
Two copies of this Preliminary JD Form have been provided Please sign both copies. Keep one signed copy for your record
and return a signed copy to the Asheville Regulatory Field Office by mail or e-mail.
US Army Corps of Engineers -Wilmington District
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the established time
frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action.

J
:Z
7
wil
Liegend
Conservation Easement 16 acres
Potential Waters of the United States 5,177 feet
M Potential Wetlands = 1.23 acres
Weiland GPS Points
Weiland Data Forms .1,
Q
NCWAM Form
2 -foot UDAR Elevation Contours
100 200 400
IRS

IRS

APPENDIX C
NC STREAM QUANTIFICATION TOOL DATA
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Catchment Assessment Form Reach UT1 - R1 Rater(s): WGL
Date: 9/22/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential.
Restoration Potential Level 3 - Geomorphology
CATCHMENT ASSESSMENT
Categories
Description of Catchment Condition
Rating
Poor
I Fair
Good
P/FIG
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow (Hydrology)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
F
treatments are in place
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Change (Hydrology) )
Ra id lyurbanizin /urban
Single family homes/suburban
Rural communities/slow growth or primarily
G
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
No roads in or adjacent to project reach. No
G
plans
DOT plans.
proposed roads in 10 year DOT plans.
5 Percent Forested H drolo
<= 20%
>20% and <70%
>=70%
6 Riparian Vegetation (Geomorphology)
5D% of contributing stream length has > 25 ft
50-80% of contributing stream length has > 25 It
>80% of contributing stream length has > 25 fl
G
corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
G
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
e listed stream TMDL list
On, upstream, or downstream of 303(d) and no
On, upstream, or downstream of 303(d) and
(Physicochemical)
TMDL/WS Mgmt plan to address deficiencies
TMDL/WS Mgmt plan addressing deficiencies
Not on 303(d) list
G
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
(Physicochemical)
cropland immediately upstream of project reach.
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
G
ro'ect reach.
or biology.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some
A few NPDES permits within catchment and
No NPDES permits within catchment and none
G
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
(Physicochemical)
piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
9
Impoundment(s) located within 1 mile upstream
No impoundment within 1 mile upstream or
downstream of project area OR impoundment
No impoundment upstream or downstream of
12 Watershed impoundments (Biology)
or downstream of project area and/or has a
does not adversely affect project area but a
project area OR impoundment provides
G
negative effect on project area and fish passage
blockage could exist outside of 1 mile and
beneficial effect on project area and allows for
impact fish passage
fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.'
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material
14 Percent of Catchment being Enhanced !
Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining Greater than 60% of the total catchment area is
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
P
15 Other
VE,rso[; 1-0 Catchment Assessment Form 1 of 1 12-28-2016

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UT1 - RS
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
Gc
Proposed Stream Type:
Bc
Region:
Piedmont
Drainage Area (sqmi):
0.17
Proposed Bed Material:
Gravel
Existing Stream Length (ft):
307
Proposed Stream Length (ft)
350
Stream Slope (%):
5.73
Flow Type:
Perennial
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down menL
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.22
Proposed Condition Score (PCS;
0.51
Change in Functional Condition (PCs - ECS;
0.29
Percent Condition Change
132%
Existing Stream Length (ftl
307
Proposed Stream Length (ft;
350
Additional Stream Length (ft)
43
Existing Functional Foot Score (FFS
68
Proposed Functional Foot Score (FFS
179
Proposed FFS - Existing FFS
111
Functional Change (%)
164%
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 68
Proposed Stream FFS + Proposed BMP FFS 179
Total Proposed FFS - Total Existing FF' 111
Functional Change (%) 163%
FUNCTIONAL CATEGORY REPORT CARD
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Hydrology
Function -Based Parameters
Existing Parameter Proposed Parameter
Hydrology
0.32 0.52
Catchment Hydrology
Reach Runoff
Floodplain Connectivity
0.50
Hydraulics
Large Woody Debris
0.
Lateral Stability
0,25'
Geomorphology
Riparian Vegetation
Bed Material
0.25.'
Bed Form Diversity
Plan Form
Temperature
Bacteria
Organic Matter
Physicochemical
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 68
Proposed Stream FFS + Proposed BMP FFS 179
Total Proposed FFS - Total Existing FF' 111
Functional Change (%) 163%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS PCS Functional Change
Hydrology
0.51
0.50 0.42
Hydraulics
Geomorphology
0.32 0.52
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
category Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
Curve Number
61
0.56
0 28
mg
Reach Runoff
Concentrated Flow Points
7
0
0.28
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
2.5
0
0.50
0.50
Functioning At Risk
Entrenchment Ratio
2.2
1
Large Woody Debris
LWD Index
0.10
a Pieces
6
0.1
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
M/M
0.5
0.25
Percent Streambank Erosion (%)
74
0
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
12
0.28
Riparian Vegetation
Right Buffer Width (ft)
5
0.12
0.25
Geomorphology
Left Basal Area (sq.ft/acre)
0.3?
Functioning At Risk
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
1780
0.5
0.22
Not Functioning
Right Stem Density (stems/acre)
40
0.08
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
3.2
1
Bed Form Diversity
Pool Depth Ratio
1.8
1
1.00
Percent Riffle
50
1
Aggradation Ratio
Plan Form
Sinuosity
1.06
0
0.00
Temperature
Summer Daily Maximum (°F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing RatePercent
Shredders
Nitrogen
Total Nitrogen (m L
Phosphorus
Total Phosphorus m L)
Biotic Index
Macros
Biology
EPT Taxa Present
Fish
North Carolina Index of Biotic Inte ri

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Catego Category Overall
Overall
Catchment Hydrology
Curve Number
Curve Number
60
0.58
Hydrology
Reach Runoff
Concentrated Flow Points
0
1
0.79
0.79
Soil Compaction
Bank Height Ratio
1.1
0.84
Hydraulics
Floodplain Connectivity
Entrenchment Ratio
3.4
1
0.92
0.92
Large Woody Debris
LWD Index
0.75
p Pieces
18
0.75
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%)
5
1
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
78
1
Right Buffer Width (ft)
78
1
Geomorphology
Riparian Vegetation
Left Basal Area (sq.ft/acre)
0.75
0.84
Right Basal Area (sq.ft/acre)
0.51
Functioning At Risk
Left Stem Density (stems/acre;
320
0.5
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
1.15
1
1.00
Pool Spacing Ratio
4
1
Bed Form Diversity
Pool Depth Ratio
1.9
1
0.82
Percent Riffle
66
0.47
Aggradation Ratio
Plan Form
Sinuosity
1.15
0.7
0.70
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Leaf Litter Processing Rate
Physicochemical
Organic Carbon
Percent Shredders
Nitrogen
Total Nitrogen (m L)
Phosphorus
Total Phosphorus (m /L)
Biotic Index
Biology
Macros
EPT Taxa Present
Fish
North Carolina Index of Biotic Integrity

Site Information
BMP Routine
BMP ID -BMP
Site Information
Effective Stream Length (ft;
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Specific Conductivity Specific Conductivity (uS/cm at 25°C)
Existing Condition Assessment
Phosphorus JFSLAT m L
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature Summer Daily Maximum ("F)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Phosphorus JFSLAT (m L
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L)
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Site Information
2
BMP ID -BMP
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters Measurement Method Field Value Index Value
Runoff Impervious Cover (%)
Temperature Summer Daily Maximum (°F)
Specific Conductivity Specific Conductivity (uS/cm at 25°C)
Nitrogen JFSLAT (m L
Phosphorus JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters Measurement Method
Field Value Index Value
Runoff Impervious Cover (%)
Temperature Summer Daily Maximum ("F)
Specific Conductivity Specific Conductivity (uS/cm at 25°C)
Nitrogen JFSLAT m L
Phosphorus JFSLAT (m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFc

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L)
Function -Based Parameters
Proposed Condition Assessment
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFA

FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function-Based
Parameters
Existing Proposed As-Built Monitoring Year
Parameter Parameter
Hydrology
Catchment Hydrology
Hydraulics
Reach Runoff
Hydraulics
Floodplain Connectivity
0.50
Physicochemical
Large Woody Debris
Biology
Lateral Stability
Geomorphology
Riparian Ve etation
0.51 0
Functional Feet
Bed Material
179 0
Bed Form Diversity
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built Monitoring Year
Hydrology
0.28
Hydraulics
0.50
Geomorphology
0.32
Physicochemical
Biology
Overall Score
0.22
0.51 0
Functional Feet
68
179 0

103.5
103
102.5
102
F 101.5
101
100.5
W 100
99.5
99
985
98
0 5 10 15 20
Width from River Left to Right (n)
Brushy Mountain UT1 - R1 (XS 1) Pool --
dimensions
6.1
7.4
1.1
1.8
x -section area
width
0.8
8.1
0.8
Id mean
wet P
d max
bank ht
h d rad,
0.00
6.1
hydraulics
0.00 shear stress Ibs/ft sr _
0.00 shear velocity fl/sec
0-0 threshold grain size mm'
Brushy Mountain UT1 - Rt (XS 2) Riffle --
tot
100.5
100
E 99.5
99
w se.s
90
97.5
97
0 5 10 15 20 25
Width from River Left to Right (n)
i
Brushy Mountain UT1 - RI (XS 2)
section:
Riffle
description.
height of instrument (ft).-
Opt
tlistance FS FS FS W fpa channel Mannings
notes ot. If0 Ift) elevation bankfufl to of bank fl sloe % "n"
98.23
III
1 9914
I
ANEW
mansions
0.00
shear stress Ibs/ft s
0.00
6.1
x -section area
0.9
d mean
6.9
width
7.9
wet P
1.0
d max
0.8
h d radi
1.9
bank ht
7.8
w/d ratio
8.0
W flood prone area
1.2
ant ratio
1hydrautics
0.0
veloci ft/sec
0.0
discharge rate 0 jcfs)
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power(lbs/fl/sec)
0.00
Froude number
0.0
friction factor Wu -
&8
threshold arain size mm
chat; from channe matenal
0
measured D84 mm
0.0
relative rou hns-'
s I fries factor
0.000
Mannin 's n from channel material

Brushy Mountain UT1 - Rt (XS 3) Pool --
100
99.5
99 -
96 5 -
98
4
� 97.5 - - -
4
w
97
96.5 -
96
95 5
D 2 4 6 6 10 12 14 16 18 20
Width from River Left to Right (ft)
eight of instrument
distance
elevation
dimensions
6.1
9.6
0.9
1.0
x -section area
width
0.6
5.5
0 6
d mean
wef f
d max
bank ht
h d rade
FS
FS W fpa
78 h drau ics �®
o 00 shear stress Ibs/ft s
0.00 shear velocity (ft/sec)
0-0 threshold grain size mm
Brushy Mountain UT1 - Rt (XS 4) Riffle --
99.5
99
98.5
Ba
r 97.5
2 97
96.5
w 96
95.5
95
94.5
0
5 Wx04rom River Lett to Rq")
$aC1 an: Brushy
Riffle
description -
hel ht of instrument (ft) r r
20
25
omit
distance FS
FS
FS W fpa
channel
Manning',
,tes t.
ft ft
bankfull
to of bank ft
Stage %
"n"
99.1638
' r :
98.23029
95.84
1 96.33
96.94655
• r
96.05393
dirriensions
• • r r'
95.79047
6.1
x -section area
0.6
d mean
t
95.11102
9.7
width
10.2
wet P
94.99118
0.9
d max
0.6
h d rad,
95.11715
t a
bank ht
15.5
w/d ratio
t • r
94.9372
%0.0
W flood rone area
7.2
ent ratio
95.65011
96.32708
h drau ics
96.51818
0.0
velocity ftisec
96.43485
0.0
discharge rate, D cfs
-
• < - - il
0.00
shear stress Ibslft s
0.00
shear velocity (ft/sec)
❑
0.000
unit stream pomr Ibslftlsec
_
CT
_ _
a
0.00
Froude number
0.0
friction factor Wu'
0-0
threshold rain sae mm
13
chec from channel materia
0
measured D84 mm
❑
0.0
relative rou hne ss
0.0
frit. factor
_ _ _
0.000
Manning's n from channel
material

Brushy Mountain UT1 - R1 (XS 5) Pool —
95
98 -
97
96
w 95
94
93
0 5
section: =
Po
description:
height of instrument (ft):..
—omitdistanT
10 15 20
Width from Rrver Left to Right Ifo
bankfull
top of bank
6.1
e6 01
0.9
d mean
dimensions
6.9
width
7.8
wet P
6.1x
-section area
0.9
d mean
h d rad,
6.7
width
7.6
wet P
1.4
d max
0.8
h d radi
2.7
bank hl
h drau ics
0.00
shear stress Ibsift s
0.00
shear veloci Nsec
0 Q
threshold grain size mm
Brushy Mountain UT1 - R1 (XS 6) Pool —
99
98
97
96 _ ....
95 -
W j
94
93
92
0 2 4 6 8 10 12 14 16 18
Width from Rwr Lett to Right (ft)
dimensions
6.1
x -section area
0.9
d mean
6.9
width
7.8
wet P
1.1
d max
0.8
h d rad,
2.7
bank ht
h draulics
0.00
shear stress((lbs/ft s
0.00
shear velocity (ft/sec)
go
threshold grain size mm

96
95.5
95
94.5
94
4
� 93.5
4
w 93
92,5
91
91
notes
of instrument
Brushy Mountain Url - R1 (XS 7) Rifle --
lu I, 20
Width from Rrver Lett to Right (h)
dimensions
6.1
8.7
x -section area0.7
width
9.3
d mean
wet P
0.9
1.9
d max
bank ht
0.7
12.2
h d radi
w id ratio
11.0
W flood rone area
1.3
ant ratio
hydraulics
0.0
velocity (fl/sec
0.0
discharge rate q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity tt/sec
0.000
unit stream power lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u'
0-0
threshold Unain size (mm)
check from ch nnel melena
0
_
measured D84 (mrni
0.0
_
relative rou hness r.0 Bic. factor
0.000
Mannin 's n from channel matenal
For additional cross sections make a copy of the "Dimension" worksheet
To create a copy "right click" on the dimension tab below.

95 5
95
94.5
94
93.5
4
93
to 92.5
w 92
91.5
91
90.5
90
0
Brushy Mountain UTI - R1 (XS 8) Pool --
5 10 15 20
Wdth t -River Loft to Right (ft)
Brushy Mountain UT1 -R1 (XS 8)
channel
dimensions
6.1
6.2
1.3
2.1
x -section area
width
1.0
7.2
0.8
d mean
wet P
h d radi
d max
bank ht
0.00
shear veloci fl/sec
hydraulics
0.00 shear stress Ibsrft s
0 OO shear veloci fLsec
J 0 threshold Q,a,n size mm'
i
94
93
92
x
� 91
S° 90
w 89
88
87
Brushy Mountain UT1 - R1 (XS 9) Riffle -
Width from River Left to Right (ft)
• Brushv Mountain UT1 -Rt (XS 9)
height of instrument (ft
omit distance FS FS FS W fpa channel Mannii
notes t. fl ft elevation bo n1,10,
to of bank ftsloe % "n"
92.8706 1.
90.51424 86.53 1 50.78
hydraulics
0.0
velocity ftsec
0.0
discharge rate. Q cfs
88.64169dirriensions
shear stress lbs/ft s
0.00
shear veloci fl/sec
0.000
87.93993
6.1Ix-section
area
0.5
d mean
87.82512
11.2
width
11.6
wet P
1 87.98971
0.7
d max
0.5
h d radi
87.96461
3.0
1 bank ht
206
vidd ratio
88.14694
13.0
W flood prone area
1 2
ent ratio
hydraulics
0.0
velocity ftsec
0.0
discharge rate. Q cfs
0.00
shear stress lbs/ft s
0.00
shear veloci fl/sec
0.000
unit stream pomr(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
"
threshold grain size mm'
check from channel materia
0measured D84 mm
0.0 relative rou hness O.G fric. factor
0.000 Mannan 's n from channel material
4
t

ti
0
N
J O N .- M N n I- O O M- N M N O
J- O O- O N O O cn c7 O- O- O
I� rn V N Lo 0 c-- n m V w V O
N N c0 N N N
- N M O W V O O r- N O N N N O
J O- 6- C,
- W c0 c* - N O O V- N O N LoV c0 O
J o O O o O w .- W -0 -----
N
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N I- M M O O r N m O O V O
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m m o
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J Q W
0 J ❑ Q
— C', rn o Cl Lo
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Q

BEHI and Near Bank Shear Stress Analysis
Site Brushy Mountain Steam and Wetland Mitigation Site
NOS
Feet
Eroding
Stream UT 1 R3
low
low
105
Bank Length
410
moderate
Observers AXE
175
yes
43
Dat
3 -Oct -17
130
Station Bank
BEHI
NBS
Erosion Rate
Length Bank Height
Erosion
1 40 right
moderate
moderate
0.05
40
2.1
4.2
2 75 right
low
low
0
35
1.4
0.0
3 105 right
moderate
moderate
0.05
30 1
2.5
3.8
4 205 right
high
moderate
0.15
100
2.8
42.0
5
0.0
6
0.0
7
0.0
8
0.0
9
0.0
10 40 left
moderate
moderate
0.05
40
4.5
9.0
11 55 left
low
low
0
15
2.2
0.0
12 85 left
moderate
moderate
0.05
30
2.2
3.3
13 115 left
high
moderate
0.15
30
3.5
15.8
14 130 left
low
low
0
15
3
0.0
15 150 left
moderate
moderate
0.05
20
3
3.0
16 175 left
low
low
0
25
2.1
0.0
17 190 left
moderate
moderate
0.05
15
1.8
1.4
18 205 left
low
low
0
15
1.2
0.0
19
0.0
20
0.0
21
0.0
22
23
24
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
82.4
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
3.1
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
4.0
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.01
Dominant BEHI/NBS Score
BEHI
NOS
Feet
Eroding
%Eroding
low
low
105
no
moderate
moderate
175
yes
43
high
moderate
130
yes
32
Total
410
0
74

Brushy UTI R1
Median Lp-p =
29.27
Median Wbkf =
9.2
P -P Ratio
3.2
Slope
0.057268
Bed
Riffle
Point 3escriptior
Station
Elevation
XS#
Length
BHR
BHR"RL
3 MR
0
87.5746
xs9
18.56
4.3
79.8
4 TR
18.56
88.50601
5 pool
32.05
89.1411
6 br
34.98
89.7208
16.20
7 TR
51.18
90.39361
8 pool
59.29
90.46262
9 BR
64.79
91.44501
16.55
10 TR
81.34
92.24535
11 pool
89.36
92.45821
12 BR
106.84
93.78144
xs7
6.45
2.1
13.5
13 TR
113.29
94.0723
14 pool
118.63
93.43493
15 TR
134.67
95.28909
xs4
10.78
1.6
17.2
16 pool
146.69
95.73632
17 BR
156.85
96.45985
xs2
29.91
1.9
56.8
18 MR
170.61
97.31707
19 TR
186.76
98.13852
20 pool
197.70
98.65511
21 BRend
209.37
99.24607
22 bed
216.94
99.72623
23 bed
221.96
99.70969
24 bed
230.45
100.1963
25 bed
239.51
100.2228
26 bed
248.40
101.0972
27 bed
263.80
101.667
Entrenchment
Ratio ER•RL Lp-p
1.2 22.3
27.24
30.06
29.27
1.3 8.4
28.06
7.2 77.6
51.01
1.2 35.9
Total 65.70 167.44 144.17
Weiahted BHR = 2.5 1 Weiahted Ent = 2.2
Total Riffle 98.45
Total Reach 197.70
%Riffle 49.79899

O O O O Of Ol m Of Ol Of Of 01 Of m m m m m
0
0
In
0
0
N
O
O
N
N
O
O
O
N
O
YI
i
O O O O Of Ol m Of Ol Of Of 01 Of m m m m m
0
0
In
0
0
N
O
O
N
N
O
O
O
N
O

Catchment Assessment Form Reach UT1 - R2 Rater(s): WGL
Date: 9/22/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential.
Restoration Potential Level 3 - Geomorphology
CATCHMENT ASSESSMENT
Categories
Description of Catchment Condition
Rating
Poor
Fair
Good
P/F/G
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow (Hydrology)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
treatments are in place I
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Change (Hydrology) )
Ra id lyurbanizin /urban
le famil homes/suburbanRural
communities/slow growth or primarily
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
No roads in or adjacent to project reach. No
G
plans
DOT plans.
proposed roads in 10 year DOT plans.
5 Percent Forested (Hydrology)
<= 20%
>20°h and <70 %
>=70%
G
6 Riparian Vegetation (Geomorphology)
<50% of contributing stream length has > 25 ft
50-80% of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 ft
G
corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
G
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
On, upstream, or downstream of 303(d) and no I
On, upstream, or downstream of 303(d) and
8 listed stream TMDL list i TMDL/WS Mgmt plan to address deficiencies I
Ph sicochemical
TMDL/WS Mgmt plan addressing deficiencies
Not on 303(d) list
G
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
(Physicochemical)
cropland immediately upstream of project reach. 1
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
G
ro'ect reach.
or biolo .
:Many
10 NPDES Permits (Physicochemical)
NPDES permits within catchment or some;
A few NPDES permits within catchment and
No NPDES permits within catchment and none
G
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
(Physicochemical)
Piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
Impoundment(s) located within 1 mile upstream
No impoundment within 1 mile upstream or
downstream of project area OR impoundment
No impoundment upstream or downstream of
12 Watershed impoundments (Biology)
p ( gy)
or downstream of project area and/or has a
does not adversely affect project area but a
project area OR impoundment provides
G
negative effect on project area and fish passage
blockage could exist outside of 1 mile and
beneficial effect on project area and allows for
impact fish passage
fish passage
Channel immediately upstream or downstream Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.
of project reach has native bed and bank
of project reach has native bed and bank
material, but is impaired.
material.
14 Percent of Catchment being Enhanced .
Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining Greater than 60% of the total catchment area is
or Restored
draining to the project reach,
to the project reach.
draining to the project reach.
P
15 Other
Version 2.0 Catchment Assessment Form 1 of 1 12-28-2016

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UT1 - R2
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
G
Proposed Stream Type:
Bc
Region:
Piedmont
Drainage Area (sgmi):
0.17
Proposed Bed Material:
Gravel
Existing Stream Length (ft):
1544
Proposed5tream Length (ft)
1745
Stream Slope (%):
4.05
Flow Type:
Perennial
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down men(
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.20
Proposed Condition Score (PCS;
0.50
Change in Functional Condition (PCS - ECS;
0.30
Percent Condition Change
150%
Existing Stream Length (ft)
1544
Proposed Stream Length (ft;
1745
Additional Stream Length (ft)
201
Existing Functional Foot Score (FF5
309
Proposed Functional Foot Score (FFS
873
Proposed FFS - Existing FFS
564
Functional Change (%)
183%
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Function -Based Parameters Existing Parameter Proposed Parameter
Hydrology
Hydraulics
Catchment Hydrology
Reach Runoff
Floodplain Connectivity
Geomorphology
Lar a Woody DebrisLateral
Stability :2S35
Riparian Vegetation 50
Bed Material
Bed Form Diversity
Plan Form
Physicochemical
Temperature
Bacteria
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 309
Proposed Stream FFS+ Proposed BMP FFS 873
Total Proposed FFS - Total Existing FF' 564
Functional Change (%) 183%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS PCS
Functional Change
Hydrology
Hydraulics
0.35
0.51
0.57
Geomorphology
0.35
0.43
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Cate ory
Category
Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
0.28
Not Functioning
Reach Runoff
Curve Number
Concentrated Flow Points_
61
5
0.56
0
0.28
Soil Compaction
Hydraulics
Floodplain Connectivity
p ri
Bank Height Ratio
Entrenchment Ratio
2.9
1.4
0
0,2
0.3S
0.35
Functioning At Risk
Large Woody Debris
LWD Index
0.04
# Pieces
4
0.04
j
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
M/M
0.5
0.25
Percent Streambank Erosion (%]
74
0
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
78
1
Riparian Vegetation
Right Buffer Width (ft)
5
0 1'
p 5
Geomorphology
Left Basal Area (sq.ft/acre)
0.35
Functioning At Risk
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
1456
0.5
0.20
Not Functioning
Right Stem Density (stems/acre)
202
0.39
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value'
Pool Spacing Ratio
3.6
1
Bed Form Diversity
Pool Depth Ratio
1.6
0.82
0 94
Percent Riffle
58
1
Aggraclation Ratio
Plan Form
Sinuosity
1.11
0
0.00
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
PhysicochemicalLeaf
Organic Carbon
Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L
Phosphorus
Total Phosphorus (m L)
Macros
Biotic Index
Biology
I
EPT Taxa Present
Fish INorth
Carolina Index of Biotic Integrity

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category Catego Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
Curve Number
60
0.58
0.79
Reach Runoff
Concentrated Flow Points
0
1
0.79
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
1.1
0.840.92
0.92
Entrenchment Ratic
3.4
1
LWD Index
Large Woody Debris
0.69
# Pieces
15
0.69
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%)
5
1
Left Canopy Coverage (%)
Right Canopy Coverage I%)
Left Buffer Width (ft;
78
1
Right Buffer Width (ft)
78
1
Geomorphology
Riparian Vegetation
Left Basal Area (sq.ft/acre)
0.75
0.78
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
320
0.5
0.50
Functioning At Risk
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
Pool Spacing Ratio
4
1
Pool Depth Ratio
1.6
0.82
Bed Form Diversity
Percent Riffle
66
0.47
0.76
Aggradation Ratio
Plan Form
Sinuosity
1.15
0.7
0.70
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Leaf Litter Processing Rate
Physicochemical
Organic Carbon
Percent Shredders
Nitrogen
Total Nitrogen (m L)
Phosphorus
Total Phosphorus (m /L)
Biotic Index
Biology
Macros
EPT Taxa Present
Fish
INorth Carolina Index of Biotic Integrity

Site Information
BMP Routine
BMP 2
Site Information
Basin Area treated by BMP (Ac)
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Index Value
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L)
Function -Based Parameters
Proposed Condition Assessment
Field Value
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Summer Daily Maximum ("F)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity (uS/cm at 25°C)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
JFSLAT m L
Nitrogen
JFSLAT m L
JFSLAT m L)
Phosphorus
JFSLAT m L
Results
BMP Proposed Score
Existing BMP Functional Foot Score
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existin FF5
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method
Field Value Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value lindexvalue
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
�.k, #NAME7
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)"
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L<
V
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Scorf
Proposed FFS - Existing FFS

FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function -Based
Parameters
Existing Proposed As -Built Monitoring Year
Parameter Parameter
Hydrology
Catchment Hydrology
Hydraulics
Reach Runoff
Hydraulics
Floodplain Connectivity
0.35
Physicochemical
Large Woody Debris
0.69
Biology
Lateral Stability
Geomorphology
Riparian Vegetation
0.50
Functional Feet
Bed Material
873 0
Bed Form Diversity
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built Monitoring Year
Hydrology
Hydraulics
0.35
GeomorphologyGeornorphology
0.35
Physicochemical
Biology
Overall Score
0.2
0.5 0
Functional Feet
309
873 0

Brushy Mountain UT1 - R2 (XS 1) Riffle --
64.5
64
63.5
I
63
62.5
62
w 61.5
61 - -
60.5 -- - --
60
0 5 10 15 20 25 30 3:
Width from River Lek to Right (it)
dimensions
85
x -section area
0.9
8.5
13.1
x -section area
width
0.7
13.3
d mean
wet P
0.9
1.9
180
d max
bank ht
W flood rone area
0.6
20.0
1.4
h d radi
we'd ratio
ant ratio
hydraulics
0.0
velocity ft/seC
0.0
discharge rate Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power lbs/fVsec
0.00
Froude number
0.0
friction factor u/u'
0.0
threshold grain size (mm)
check from ch nnel materia
0 measured D84 mm
0.0relative rou hness 0.0 fnc. tactor
0.000 Marm ng 's n from channel material
64
63.5
63
62.5
Z 62
c 61.5
61
w
60.5
60
59.5
59
Brushy Mountain UT1 - R2 (XS 2) Pool -
0 5 10 15 20 25
Width from Rwr Left to Right (it)
r Brushv Mountain UTI -R2 (XS 21
bankfull
CIO 92
rnensions
85
x -section area
0.9
Id mean
9A
width
10.3
wet
d max
h d radi
1.5
0.8
3.0
bank ht
1.94992 hydraulics
0.00 shear stress((lbs/ft s
0.00 shear velocity ft/sec
9-0 threshold grain size mm

64
63
62
61
2
i 60
w
59
58
57
0
notes
of
Brushy Mountain UT1 - R2 (XS 3) Pool ---
1 10 15 20 25
Width from R-, Laft to Right (ft)
Brushv Mountain UT1 - R2 (XS 31
bankfull I tap of ba
dimensions
8.5
x -section area
8.5
6.8
1.7
3.4
x- section area
width
t2
8.5
1.0
d mean
wet P
h d radi
d max
bank ht
1.4
hydraulics
1.0
h d radi
3.8
bank ht
6.1
w/d ratio
0.00
shear stress lbs/ft s
1 5
0.00
shear velocity ft/sec
00
threshold grain size mm
64
63
62
61
6o
59
58
57
56
0
Brushy Mountain UT1 - R2 (XS 4) Riffle —
5 10 15 20 25 30
Width from R—r Left to Right (ft)
Brushy Mountain UTI - R2 (XS 4)
bankfull top of bank (ft) sloe
c:fa o0 �-
dimensions
8.5
x -section area
1.2
d mean
7.2
Wdth
8.6
wet P
1.4
d max
1.0
h d radi
3.8
bank ht
6.1
w/d ratio
11.0
W food rone area
1 5
ant ratio
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
0.B
velocity (ft/seC
discharge rate Q cfs
shear stress Ibs/ft s
shear velocity ft/sec
unit stream povifier(lbs/ft/sec)
Froude number
friction factor u/u"
threshold qrain size mm
from channel material l
[heck
J
U.0
0.000
measured D84
relative rou hness O.G frit. (actor
Mannln 's n from channel material

10 15 20 25 30
Width from R— Leff to Right )ft)
M
bankfull
dimensions
5.5
n area
1.1
d mean
7.4
8.5
wel P
I5
L-d
1.0h
d ratll39
10.9
phd
tio140
hydraulics
0.00 shear stress lbs/ft s
0.00 shear veloci(ft/sec)
B.0 threshold grain size mm
Brushy Mountain UTI - R21X5 9) Riffle —
63
62 —
61
59
w 58
57
56
55
0 5 10 is 20 25 30 A]
Width hom Rwr Leh to Right (h)
notes
of instrument
bankfull I too of
dimensions
8.5
x -section area
0.9
d mean
9.6
width
10.3
wet P
d max
di4.7
1.3
0.8
bank hl
10.9
phd
tio140
check m channel malena
W flood rone area
1.5
io
i65
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
0-0
velocity (ft/se
discharge rate Q (cfs
shear stress Ibs/ft s
shear velocity ft/sec
unit stream ower Ibsih;secl_
Froude number
friction factor Wu'
threshold grain size 'mm
check m channel malena
0
measured D84 1m
0 0
relative rou hness 0.0 frit. factor
0.000
Mannin 's n from channel material

Brushy Mountain r1T1 - R2 (XS 10) Riffle —
Brushy Mountain UT1 - R2 (XS 10) a
• Brushy Mountain UTt - R2 (XS 10)I
height of instrument
elevation I I bankfull
4.79794
4.35346
54.3128
4.38477
5.95736
7.27799
57.976
8.54655
58.5513
dimensions
8.5 x-saction area 1.0 d mean
8.6 width 9.6 wet P
1.1 d max 0.9 h d radi
3.7 bank ht 8.6 ;/d -ratio
11.0 W flood gnme area 1.3 ent ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity fl/sec
0.000
unit stream ower (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
9 B
threshold grain size mm
_
_
check romc annel materia
_
0 measured D84 (mm)_
0.0 relative rou hness 0 0
frit. factor
0.000 Mannin 's n from channel material
For additional cross sections make a copy of the "Dimension" worksheet.
To create a copy "right click" on the dimension tab below.
,.- A

57
56
55
z
- 54
53
w 52
51
50
Brushy Mountain UT1 - R2 (XS 11) Riffle --
0 5 10 15 20 25 30
Width from R -r Lett to Right (a)
cnrtinn .. ,.
dimensions
8.5
9.8
x -section area
width
0.9
10.6
d mean
wet P
8.5
X -section area
0.8
11.2
1.1
d mean
W flood prone area
7.8
width
0.0
9.0
wet P
threshold rain size (mm
1.3
d max
D84 mm
�
relative rou hnessfrit_ (actor
0.9
h d rad,
2.4
bank ht
7.3
wyd ratio
11.0
W flood prone area
1.4
ant ratio
hydraulics
0.0
velocity (fl/se
0.0
discharge rate Q cfs
0.00
shear stress Ibs/fl s
0.00
shear velocity ft/sec
0.000
unit stream power lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u'
&0
threshold rain size mm
c e from
channel materia
0
measured D84 mm
0.0
relative roughness
0.0
fnc. tactor
0.000
Mannin 's n from channel material
Brushy Mountain UT1 - R2 (XS 12) Riffle -
53.5
53
52.5 --
s52
9 57.5 ____ ..... _....
i
w 51
50.5
50
49.5
0 5 10 15 20 25 30
Width from Rwr Left to Right la)
FSFS W tpa channel Mannir
bankfull to of bank fl sloe(%) "n"
i
dimensions
8.5
9.8
x -section area
width
0.9
10.6
d mean
wet P
1.3
2.2
d max
bank ht
0.8
11.2
h d radi
wdd ratio
15.0
W flood prone area
1.5
ent ratio
hydraulics
drau ics0.0
0.0
veloci ftlsec
0.0
discharge rate. Q loss
0.00
shear stress((lbs/ft s
0.00
shear velocity fl/sec
0.000
unit stream povmr lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u'
0.0
threshold rain size (mm
check from channel materia
.,measured
0 r
D84 mm
�
relative rou hnessfrit_ (actor
G UO-
I Mannin 's n from channel maleunal

Brushy Mountain UT1 - R2 (XS 13) Pool -
ss
I -
i 51
4
w
50
49
48
0 5 10 15 20 25 30 3,
Width from River Left to Right (ft)
of
notes
bankfull Itopof
dimensions
height of instrument (fl)-
8.5
14.2
1.2
2.7
x-sechon area
vvidth
0.6
15.3
0.6
an
d max
bank ht
Ehd di
h drau ics
Manning's
notes
notes t.
(ft) h) elevation
bankfull
to of bank (it
slope °/o
"n13"
0.00
shear stress lbs/ft s
0
0.00
shear velocity fl/sec
dimensions
0 0
threshold grain size mm
1
0.9
0.8
0.7
y06
0.5
0.4
0.3
0.2
0.1
0
Riffle --
0 0.2 0.4 0.6 0.8 1
Width from River Left to R'ght (it)
section:
height of instrument (fl)-
omit
distance FS
FS
FS W fpa
channel
Manning's
notes
notes t.
(ft) h) elevation
bankfull
to of bank (it
slope °/o
"n13"
❑
0
dimensions
00x-sectio
area
0.0
d mean
0.0
width
0.0
wet P
0.0
of max
0.0
h d radi
0.0
bank ht
0.0
vdd ratio
0.0
W flood Erone area
0.0
ant ratio
13
h drau ics
0.0
velocity (ft/sec)
01
0.0
discharge rate, Q (cfs
0.00
shear stress Ibs/It a
0.00
shear velocity 11/sec
0.000
unit stream povver Ibs/tt/sec
0.00
Fronde number
0.0
friction factor u/u"
TF
08
threshold qram size mm
❑
check from channel materiai
130
measured D84 (mm'
❑
0.0
relative rou hness
c.Ifria
factor
0.000
Mannln .-I. from channel
material

Brushy Mountain - SQT Tool Cross Sections (2017)
UT 1 R2
Riffle Cross Sections Information
XS #
2
XS #
Variable
Med
Min
Max
ave
SD
Abkf
8.5
8.5
8.5
8.5
0.0
Wbkf
9.1
7.2
13.1
9.4
2.1
Dave
1.0
0.7
1.2
1.0
0.2
Dmax
1.3
0.9
1.4
1.2
0.2
Wpool
8.4
6.8
14.2
9.5
3.4
Dmax pool
1.5
1.2
1.7
1.5
0.2
FPA
12.5
11.0
18.0
13.3
2.9
Low Bank
3.0
1.9
4.7
3.1
1.1
Apool
8.5
8.5
8.5
8.5
0.0
Ent
1.4
1.3
1.5
1.4
0.1
W/D
7.5
5.2
13.9
8.5
3.8
Dmax/Dave
1.3
1.1
1.4
1.3
0.1
LBR
3.0
2.0
3.7
2.9
0.7
Dpool/Dave
1.6
1.3
1.8
1.6
0.2
WpoolMlbkf
2.9
2.0
3.7
2.9
0.7
Apool/Abkf
1.0
1.0
1.0
1.0
0.0
Variable
Riffle Cross Sections Information
XS #
2
XS #
1
4
9
10
11
12
Abkf
8.5
8.5
8.5
8.5
8.5
8.5
Wbkf
13.1
7.2
9.6
8.6
7.8
9.8
Dmax
0.9
1.4
1.3
1.1
1.3
1.3
Bank height
1.9
3.8
4.7
3.7
2.4
2.2
FPA
18.0
11.0
14.0
11.0
11.0
15.0
Dave
0.7
1.2
0.9
1.0
1.1
0.9
Aexistin
Variable
Pool Cross Sections Information
XS #
2
3
5
13
Abkf
8.5
8.5
8.5
8.5
Wbkf
9.4
6.8
7.4
14.2
Dmax
1.5
1.7
1.5
1.2
Bank height
3.0
3.4
3.9
2.7
Dave
0.9
1.2
1.1
0.6
Aexistin

RF:WI -4 Mum. Q-. Ck- -- w
Site
Brushy Mountain Steam and Wetland Mitigation Site
Feet
Eroding
% Eroding
Stream
UT 1 R2
290
no
Bank Length
675
150
Observers
AXE
high
moderate
85
Dat
3 -Oct -17
high
Station
Bank
BEHI
NBS
Erosion Rate
Length Bank Height
Erosion
1 45
right
moderate
moderate
0.05
45
2.5
5.6
2 75
right
very high
high
1
30
2.1
63.0
3 110
right
low
low
0
35
2.4
0.0
4 195
right
high
moderate
0.15
85
2.1
26.8
5 260
right
moderate
moderate
0.05
65
4.5
14.6
6 295
right
very high
high
1
35
3
105.0
7 315
right
moderate
moderate
0.05
20
3
3.0
8 335
right
low
low
0
20
2.5
0.0
9
0.0
10
0.0
11
0.0
12 30
left
low
low
0
30
3
0.0
13 45
left
high
high
0.2
15
4.5
13.5
14 145
left
low
low
0
100
5
0.0
15 185
left
very high
moderate
0.15
40
3
18.0
16 240
left
low
low
0
55
2.5
0.0
17 260
left
moderate
moderate
0.05
20
4.5
4.5
18 340
left
low
low
0
80
4
0.0
19
0.0
20
0.0
21
0.0
22
0
23
0
24
0
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
254.0
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
9.4
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
12.2
Erosion per unit length
ITotal Erosion (Tons/yr/ft)
0.02
Dominant BEHI/NBS Score
BEHI
NBS
Feet
Eroding
% Eroding
low
low
290
no
moderate
moderate
150
yes
23
high
moderate
85
yes
13
high
high
15
yes
2
v high
moderate
40
yes
6
v high
high
65
yes
10
Total
645
0
55

Brushy UTI R2
Median Lp-p =
33.11
Median Wbkf =
9.1
P -P Ratio
3.6
Slope
0.040533
Bed
Riffle
Point 3escriptioi
Station
Elevation
XS#
Length
BHR BHR'RL
279 UT -1 R2 '
0
47.76149
281 pool
11.19
48.09681
282 BR
19.28
48.33687
9.24
283 TR
28.53
48.83464
284 pool
43.79
49.24509
285 BR
61.74
49.71948
x512
10.23
1.7 17.4
286 TR
71.97
50.23897
287 pool
77.42
50.09522
288 BR
90.77
50.39685
xS11
19.76
1.8 35.6
289 TR
110.53
51.53496
290 pool
115.64
51.45579
291 BR
120.56
51.68464
11.05
292 TR
131.61
52.30232
293 pool
140.72
52.41092
294 BR
145.49
52.79136
xs10
58.34
3.4 198.3
295 MR
178.21
54.49554
296 TR
203.83
55.22386
297 pool
206.66
54.91432
298 BR
209.66
55.41847
xs9
22.68
3.6 81.6
299 TR
232.34
56.69345
300 pool
244.11
56.67083
301 BR
252.37
57.1175
xs4
18.55
2.7 50.1
302 TR
270.92
58.06621
303 pool
275.28
57.52265
304 BR
278.64
58.54025
14.43
305 TR
293.07
59.34291
306 pool
301.67
59.45155
307 BR
306.28
59.96947
x51
13.04
2.1 27.4
308 TR
319.32
60.40246
309 pool
325.83
60.12424
Total
142.60
410.42
Weighted BHR =
2.9
Total Riffle
177.32
Total Reach
308.13
%Riffle
57.54853
Entrenchment
Ratio ER`RL Lp-p
32.60
33.63
1.5 15.4
38.22
1.4 27.7
25.08
65.94
1.3 75.8
37.45
1.5 34.0
31.17
1.5 27.8
26.40
24.16
1.4 18.3
1.4
198.95

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Catchment Assessment Form Reach UT1 - R3 Rater(s): WGL
Date: 9/22/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential.
Restoration Potential Level 3 - Geomorphology
CATCHMENT ASSESSMENT
Version 2.0 Catchment Assessment Form 1 of 1 12-28-.-- -
Description of Catchment Condition
Rating
Categories
P/FIG
Poor Fair Good
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow (Hydrology)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
F
treatments are in place
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Chane (Hydrology)
9 (y gy)
Rapidly urbanizing/urban /urban
p ly 9
Sin le family homes/suburban
9 y
Rural communities/slow growth or primarily
O
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
proposed roads in 10 year DOT plans.
plans
DOT plans.
5 Percent Forested (Hydrology)
<= 20%
>20% and <70%
>=70%
F
6 Riparian Vegetation (Geomorphology)
<50% of contributing stream length has > 25 ft
50-80% of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 ft
G
corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
G
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
On, upstream, or downstream of 303(d) and no
On, upstream, or downstream of 303(d) and
8 listed stream TMDL list
TMDL/WS Mgmt plan to address deficiencies
TMDL/WS Mgmt plan addressing deficiencies
Not on 303(d) list
G
(Physicochemical)
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
G
(Physicochemical)
cropland immediately upstream of project reach.
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
ro'ect reach.
or biology.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some
I
A few NPDES permits within catchment and
No NPDES permits within catchment and none
G
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oQ
Piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
(Physicochemical)
I No impoundment within 1 mile upstream or
Impoundment(s) located within 1 mile upstream downstream of project area OR impoundment
No impoundment upstream or downstream of
I
12 Watershed impoundments (Biology)
or downstream of project area and/or has a
does not adversely affect project area but a
project area OR impoundment provides
beneficial effect on project area and allows for
j negative effect on project area and fish passage
blockage could exist outside of 1 mile and
fish passage
impact fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material.
Percent of Catchment being Enhanced
; Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining;
Greater than 60% of the total catchment area is
14
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
15 Other
Version 2.0 Catchment Assessment Form 1 of 1 12-28-.-- -

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UTS - R3
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
E
Proposed Stream Type:
E
Region:
Piedmont
Drainage Area (sgmi):
0.41
Proposed Bed Material:
Gravel
Existing Stream Length (ft):
604
Proposed Stream Length (ft)
631
Stream Slope (%):
1.19
Flow Type:
Perennial
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down men(
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.23
Proposed Condition Score (PCS;
0.48
Change in Functional Condition (PCS - ECS;
0.25
Percent Condition Change
109%
Existing Stream Length (ft)
604
Proposed Stream Length (ft;
631
Additional Stream Length (ft)
27
Existing Functional Foot Score (FFS
139
Proposed Functional Foot Score (FFS
303
Proposed FFS - Existing FFS
164
Functional Change (%)
118%
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 139
Proposed Stream FFS + Proposed BMP FFS 303
Total Proposed FFS - Total Existing FFS 164
Functional Change (%) 118%
FUNCTIONAL CATEGORY REPORT CARD
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Functional Change
Function -Based Parameters
Existing Parameter Proposed Parameter
Hydrology
0.36 0.48
Catchment Hydrology
0.37 0.40
Reach Runoff
0.43
Hydraulics
Floodplain Connectivity
0.36
Geomorphology
Large Woody Debris
Lateral Stability
Riparian Vegetation
0.00 0.51
0.66
Bed Material
Bed Form Diversity
Plan Form
Physicochemical
Temperature
Bacteria
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 139
Proposed Stream FFS + Proposed BMP FFS 303
Total Proposed FFS - Total Existing FFS 164
Functional Change (%) 118%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS PCS
Functional Change
Hydrology
0.43 0.36
Hydraulics
0.36 0.48
Geomorphology
0.37 0.40
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
Category
Overall Overall
Catchment Hydrology
Curve Number
Hydrology
y gy
0.43
Functioning At Risk
-
Reach Runoff
Curve Number
Concentrated Flow Points
61
3
0.56
0.3
0.43
Soil Compaction
Hydraulics
Floodplain y
Connectivity
Bank Height Ratio
Entrenchment Ratio
1.7
2.5
0
0.71
0.36
0.36
Functioning At Risk
Large Woody Debris
0.00
P1eCede%
0
0
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%;
0
1
Left Canopy Coverage(%)
Right Canopy Coverage (%)
Left Buffer Width (ftj
0
0
Riparian Vegetation
Right Buffer Width (ft)
0
0
0.00
Geomorphology
Left Basal Area (sq.ft/acre)
0.37
Functioning At Risk
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
0
0
0 7 3 Not Functioning
Right Stem Density (stems/acre)
0
0
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
Pool Spacing Ratio
3.4
0.58
Bed Form Diversity
Pool Depth Ratio
2.2
1
0,86
Percent Riffle
66
1
Aggradation Ratio
Plan Form
Sinuosity
1.01
0
0.00
Temperature
Summer Daily Maximum ('F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L
Phosphorus
Total Phosphorus (mL)
Macros
Biotic Index
Biology
EPT Taxa Present
Fish
North Carolina Index of Biotic Inte rit

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category Category Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
0.79
Curve Number
60
0.58
Reach Runoff
Concentrated Flow Points
0
1
0.79
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
1.1
0.84Entrenchment
0.84
0.84
Ratio
3.5
0.83
Large Woody Debris
LWD Index
0.51
# Pieces
13
0.51
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%j
5
1
Left Canopy Coverage [%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
102
0.87
Riparian Vegetation
Right Buffer Width (ft)
60
0.75
0.66
Geomorphology
Left Basal Area (sq.ft/acre)
0.77
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
320
0.5
0.48
Functioning At Risk
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
4
1
Bed Form Diversity
Pool Depth Ratio
1.9
1
1.00
Percent Riffle
66
1
Aggradation Ratio
Plan Form
Sinuosity
1.1S
0.7
0.70
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
PhysicochemicalLeaf
Organic Carbon
Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L)
Phosphorus
Total Phosphorus (mL)
Macros
Biotic Index
Biology
EPT Taxa Present
fish
North Carolina Index of Biotic Inte ri

Site Information
BMP Routine
BMP 2
Site Information
Basin Area treated by BMP (Ac)
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Index Value
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L)
Function -Based Parameters
Proposed Condition Assessment
Index Value
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Temperature
Summer Daily Maximum ("F)
JFSLAT m L
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L)
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

Functional
Category
Function -Based
Parameters
ExistingProposed
Parameter
FUNCTION BASED PARAMETERS SUMMARY
As -Built ameter Monitoring Year
Par
ECS
Catchment Hydrology
Hydrology
0.43
Hydrology
Reach Runoff
0.43
Hydraulics
Floodplain Connectivity
0.36
Physicochemical
Large Woody Debris
Biology
0.51
Lateral Stability
Overall Score
Riparian Vegetation
0.66
Geomorphology
Bed Material
303 0
Bed Form Diversity
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Macros
Biology
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built MonitorIin Year
Hydrology
0.43
Hydraulics
0.36
Geomorphology
0.37
Physicochemical
Biology
Overall Score
0.23
0.48 0
Functional Feet
139
303 0

34
33
32
r
31
30
w
29
28
27
notes
Brushy Mountain UT1 - R3 (XS 1) Riffle --
� .a to 1J 30 35 40 45
Width from River Leff to Rght (ft)
bankfull I too of
dimensions
��-�-
11.0
11.4
2.1
3.9
20.0
x -section area
width
1.0
13.1
0.8
11.9
1.8
d mean
wet P
h d radi
d max
bank ht
W flood cone area
4d ratio
ent rata
u tcs
0.0
0.0
0.00
0.00
velocity fvsec
_
68.9857
discharge rete t1 cfs
shear stress Ibs/ft s
shear velocity (ft/sec)
_�.■ 12.75633
0.000
unit stream power Ibs/fVsec
-_---
0.00
Froude number
_
71.28535 BEEF M,1,-�-
0.0
friction factor u/u'
0�
threshold grain size mm
71.44185
check from channel materia
0
measured D84 mm
71.96158
72.03774
0.0
relative rou hness
0.0
frit. factor
0.000
Mannin 's n from channel material
Brushy Mountain UT1 - R3 (XS 2) Pool --
33
32 -
31
30
W 29
i
28
27
05 10 15 20 25 30 35 40
Width from River Left to Right (a)
��-�-
�t�7��'�
70.13 -�-
_�■ 9.902333
68.9857
_�.■ 12.75633
70.1459 NUMM--"
-_---
_�■ 15.83386
71.28535 BEEF M,1,-�-
_JLIIIII 18.27494
71.44185
_"S id$.83783
_Q®.04907
71.96158
72.03774
_`7&.50926
71.30774
-
_"E W.2433
70.96793
--
1[■1`,13.32924
70.63496 •�. r -- - - ""--."_._.._. _. __.
N• 24.96094
69.44816
_Ku M72231
68.48721
�`■]mil
�o
67.33135
Now"
r
■
mus
�"in
iWel
V■
■

Brushy Mountain UT1 - R3 (XS 3) Riffle ---
3
32
31
4 30
29a
28
27
0 5 10 15 20 25 30 35 40
Width from RNer Lento Right (NI
of instrument
67
dimensions
11.0
11.7
2.2
3.7
x -section area
width
11.0
12.0
2.2
3.9
30.0
x- section area
width
0.9
13.9
0.8
13.0
2.5
d mean
wet P
d max
bank ht
W flood 2rorie area
h d radi
vdd ratio
ent ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate t] cfs
0.00
shear stress Ibs/N s
0.00
shear velocity ft/sec
0.000
0.00
0.0
B-0
unit stream ower lbs/ft/sec
Froude number
friction factor ulu'
threshold rain size mm
check from c nnel materia
0
0.0
0.000
measured D84 mm
relative rou hness 0.0
Nic, factor
Mannin 's n from channel material
W—=
33
32
31
N 30
29
28
27
0
Brushy Mountain UT1 - R3 (XS 4) Pool --
5 10 15 20 25 30 35 40
Width from River Len to Fight (N)
descnphon:
of instrument (N1
imensions
11.0
11.7
2.2
3.7
x -section area
width
0.9
13.6
0.8
d mean
wet P
d max
bank ht
h d rad,
0.00
0.00
&0
shear stress lbs/ft s
shearvelocit ft/sec
threshold rain size mm

32
31
30
ZO 29
i
W 28
27
26
U
notes
Brushy Mountain UT1 - R3 (XS 5) Riffle ---
5 19 15 20 25 30
Width from RNer Left to Right (11)
bankfull Itopoft,:
T
a
dimensions
dirwsions
11.0
10.7
2.2
3.9
340
x -section area
Width
1.0
12.1
0.9
10.4
3.2
Mradi
d max
bank ht
W flood rone area
hydraulics
0.0
velocity ft/sec
11.8
width
0.0
discharge rate Q cfs
.29941
0.00
shear stress Ibs/ft s
d max
0.8
0.00
shear velocity (fl/sec)
.40298
0.000
unit stream power(lbs/ft/sec)
0.00
froude number
08502
0.0
friction factor u/u'
0-0
threshold grain size mm
check from channe materia
h draulics
0
measured D84 Imrn
0.0
relative rou hness
_ _ _
J.0
fnc. factor
6.000
Manning s n from channel material
32
31.5
31
30.5
r 30
c 29.5
Sa 29
w 29.5
28
27.5
27
26.5
Brustry Mourrtein Ul"1 - R3 (XS 61 Pool -
U 5 10 15 20 25 30 35
Width from Rarer Lek to Right (ft)
FSI
.22496
dirwsions
54317
11.0
x -section area
0.9
d mean
58556
11.8
width
13.6
wet P
.29941
2.2
d max
0.8
h d radi
.40298
4.1
bank ht
08502
21523
50233
h draulics
81436
87831
19458
0.00
shear stress Ibs/ft s
02025
0.00 1
shear velocity (ft/sec)
15918
36539
80 (threshold grain size

32
31.5
31
30 .5
z 30
c 29.5
29
w 28.5
2B
27.5
27
26.5
0
Brushy Mountain U71 - R3 (x5 7) Riffle —
5 10 15 20 25 30 35 �(
instrument
Riffle
Width from River Left to Right (ft)
dimensions
11.0
10.9
2.0
4.0
16.0
x•section area
width
1.0
12.3
0.9
10 8
t 5
d mean
vet P
annex
bank ht
W flood phone area
h d radi
wld ratio
ant ratio
iavaili
8.17068
hydraulics
8.93831
0.0
velocity (fl/sec
9.90685
0.0
discharge rate cfs
1.15559
0.00
shear stress Ibs/ft s
1.05523
0.00
shear velocity ft/sec
0.000
unit stream power Ibslflseci
0.00
Froude number
0.0
friction factor ulu-
"
threshold grain size mm
check fromchannel materia
0
measured D84 mm
0.0
relative roughness 0.0 frit. factor
0.000 1Manning's n from channel materia
For additional cross sections make a copy of the "Dimension" worksheet.
To create a copy "right click" on the dimension tab below.

32
31
30
29
g
w 28
27
26
Brushy Mountain UT1 - R3 (XS 8) Pool --
0 5 10 15 20 25 30 35 40 N
Width from Rier Left to Right (ft) I
FS
mensions
11.0
11.7
x -section area
width
0.9
12.9
Id mean
wet P
2.3
4.1
d max
bank ht
0.9
h d radi
2.2
d max
0.8
h d radi
hydraulics
0.00 shear stress Ibs/fl sc
0.00 shear velocit msec
u0 threshold rains¢e mm
Brushy Mountain UT1 - R3 (XS 9) Riffle --
32
31
30
z
29
i
w 2e
27
26
0 5 10 1s 20 25 30 35 40 ..
Width from River Lea to Right (ft)
notes
description:
of instrument (ft)_
fpa
dimensions
11.0
x -section area
0.9
d mean
12.3
width
13.9
wet P
2.2
d max
0.8
h d radi
2.7
bank ht
13.7
wld ratio
55.0
W flood prone area
4.5
ent ratio
ICE
0.0
velocity ft/sec
0.0
discharge rate Q cfs
0.00
shear stress Ibslft a
0.00
shear velocity f tsec
0.000
unit stream over Ibs/fVsec
0.00
Froude number
0.0
friction factor u/u'
0,0
threshold orain size mm'
check from channe materia
0
measured D84
0.0
relative roughness ( frit. factor
0.000
Mannin 's n from channel material

Brushy Mountain UT1 - R3 (XS 10) Riffle
32
31 -
30
z 29
28
w 27
26
25
0 5 10 15 20 25 30 35 4!`
Width from River Leff to Right IR1
distance I FS
bankfull
'mensions
11.0
9.7
2.0
4.0
16.5
x -section area
width
1.1
11.4
1.0
8.5
1.7
Id mean
wet P
h d rade
d Max
bank ht
w/d ratio
ent ratio
W flood prone area
hydraulics
11.0
10.2
0.0
velocity fUsec
d mean
wet P
0.0
discharge rate Q cfs
0.9
0.00
shear stress Ibslft s
0.00
shear velocity ft/sec
0.000
unit stream power Ibs/Nsec
0.00
Froude number
0.0
friction factor u/u'
0-.0
threshold rain size mm
check from cha nel materia
0
measured D84 (mm)
0 ��
re lahve rou hness fnc. factcr
0 000
Mannln 's n from ch ann of mater al
QII=
Brushy Mountain UT1 - R3 (XS 11) Pool -
32
31
30
r 29 -- --
28
27
26
25
0 5 10 15 20 25 30 35 40
Width from River Left to Right IftI
of instrument
dimensions
11.0
10.2
x -section area
vddth
1.1
11.9
d mean
wet P
2.4
4.2
d max
bank ht
0.9
h d rad,
.79782 drauics
.57982
.68658
.91233 0.00 shear stress((lbs/ft s
.66354 0.00 shear velocity ft/sec
.02867
.11143

31
30
29
28
i
w 27
26
25
Brushy Mountain UT1 - R3 (XS 12) Riffle --
Width tromR- Left in Right (H)
• Brushy Mountain UT1 -R3 (XS 12)
Rirne --
1
0.9
0.8
07
0.6
9 0.5
0.4 -
0.2
D
0 0.2 0.4 0.6 0.8 1 1 2
Width from River LeSto Rght (fn
elevation
bankfull
s top of banks (ft)
slope (°/)
"n-
�■JEra
r • :
72.E
70.7 �-
�0i1855
`moo
dimensions
_JMJW376
70.17273
_
0.0
x -section area
_03255
70.9871®
0.0
�"E OW053
72.21 J02 ®
r
I"I' 3924
73.37969 .. r
0.0
h d radi
-
_"!�M9095
73.51334
bank ht
0.0
W/d ratio
_"N W2472
74.30836
0.0
W flood tune area
0.0
ent rano
_1""!11377
74.61038
hydraulics
_"N M9359
JW386
----
¢672 ®
1----
S��®x.809
• 19.51631
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�Z -
• 21.43216
*6909
r
• 22.60542
71.9612 : r®:.
r r r
•-
• 23.99555
71.6144
r r r
unit stream power lbs/fUsec
• 25.67753
70.75595
r t r r
Froude number
• 28.50129
70.48061
r r r
0.0
friction factor Wu'
•
rr
0.0
threshold grain size mm
check from channel material
measured D84 mnn
®
0.0
relative roughness1
0.0
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1
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0.8
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Width from River LeSto Rght (fn
elevation
bankfull
s top of banks (ft)
slope (°/)
"n-
.
dimensions
_
0.0
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0.0
d mean
0.0
width
0.0
wet p
0.0
d max
0.0
h d radi
-
0.0
bank ht
0.0
W/d ratio
_ _ _ _
0.0
W flood tune area
0.0
ent rano
hydraulics
0.0
velocity •ft(sec
0.0
discharge rate, cfs
0.00
shear stress (lbs, ft s
0.00
shear velocity fusec
_
0.000
unit stream power lbs/fUsec
_
0.00
Froude number
0.0
friction factor Wu'
0.0
threshold grain size mm
check from channel material
measured D84 mnn
0.0
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0.0
_ fric. factor _
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RFHI and Naar Rank Chaar Ctr— ennh,6,
Site Brushy Mountain Steam and Wetland Mitigation Site
Eroding
Stream JUT 1 R3
Bank Length 700
no
Observers JAXE
Date 3 -Oct -17
yes
Station Bank BEHI NBS
Erosion Rate Length Bank Height
Erosion
1 350 right low low
0 350 3
0.0
2
v high moderate
0.0
3
1
0.0
4
0.0
5
Total 700
0.0
6
0.0
7
0.0
8
0.0
9
0.0
10
0.0
11
0.0
12 350 left low low
0 350 3
0.0
13
0.0
14
1
0.0
15
0.0
16
0.0
17
0.0
18
0.0
19
0.0
20
0.0
21
0.0
22
0
23
0
24
0
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/ r) 1
0.0
Divide total erosion (ft3) by 27
Total Erosion (yd/ r)
0.0
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
0.0
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.00
Dominant BEHI/NBS Score
BEHI I NBS Feet
Eroding
% Eroding
low low 700
no
moderate moderate
yes
0
high moderate
yes
0
high high
yes
0
v high moderate
yes
0
v high I high
yes
0
Total 700
0
0

Brushy UTI R3
Median Lp-p =
37.33
Median Wbkf =
10.9
P -P Ratio
3.4
Slope
0.011927
Bed
Riffle
Entrenchment
Point Descriptioi
Station
Elevation
XS#
Length
BHR
BHR•RL
Ratio
ER•RL
Lp-p
429 UT1_R3-B
0
24.96449
26.20
430 TR
26.20
25.30892
431 pool
43.47
25.17412
74.22
432 BR
64.03
25.20768
xs12
43.76
1.7
74.4
2.5
109.4
433 MR
91.99
25.59696
434 TR
107.80
25.83922
435 pool
117.69
25.79963
38.16
436 BR
130.06
25.72958
xS10
22.17
2.0
44.3
1.8
39.9
437 MR
144.06
26.06175
438 TR
152.24
26.27799
439 pool
155.85
26.42948
47.83
440 BR
163.41
26.48325
xS9
32.78
1.2
39.3
4.5
147.5
441 MR
179.51
26.63286
442 TR
196.18
26.78856
443 pool
203.68
26.7288
27.73
444 BR
211.99
26.98564
xs7
12.25
2.0
24.5
1.5
18.4
445 TR
224.24
27.18064
446 pool
231.41
27.24351
22.88
447 BR
235.45
27.29079
xS5
13.20
1.8
23.8
3.2
42.2
448 TR
248.65
27.36642
449 pool
254.30
27.00613
36.50
450 BR
259.24
27.44329
xs3
27.65
1.8
49.8
2.5
69.1
451 MR
274.02
27.69445
452 TR
286.89
27.92427
453 pool
290.80
27.77623
454 BR
295.93
28.118
xS1
54.51
1.9
103.6
1.8
98.1
455 MR
318.18
28.27506
456 TR
350.44
29.1761
Total
206.33
359.68
524.68
Weighted BHR
=
1.7
2.5
Total Riffle 232.53
Total Reach 350.44
%Riffle 66.35479

t+ +44
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Catchment Assessment Form Reach J12- R 1
Overall Catchment Condition G
Restoration Potential Level 3 - Geomorphology
Rater(s) WGL
Date 9/22/17
Purpose This form is used to determine the project's restoration potential.
CATCHMENT ASSESSMENT
Verson 2 0 Catchment Assr-----t Form 1 of 1 v 28
Description of Catchment Condition
Rating
Categories
Poor
Fair
Good
P/F/G
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow (Hydrology)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
t
treatments are in place
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Change (Hydrology) )
Ra id lyurbanizin /urban
Single family homestsuburban
Rural communities/slow growth or primarily
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
proposed roads in 10 year DOT plans.
G
plans
DOT plans.
5 Percent Forested (Hydrology)
<= 20%
>20% and <70%
>=70%
G
6 Riparian Vegetation (Geomorphology)
<50% of contributing stream length has > 25 ft
50-80 % of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 ft
G
j corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
G
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d) On, upstream, or downstream of 303(d) and no
On, upstream, or downstream of 303(d) and
8 listed stream TMDL list
TMDLANS Mgmt plan to address deficiencies
TMDL/WS Mgmt plan addressing deficiencies
Not on 303(d) list
G
(Physicochemical)
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
G
(Physicochemical)
cropland immediately upstream of project reach.
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
ro'ect reach.
or biology.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some
A few NPDES permits within catchment and
No NPDES permits within catchment and none
G
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
Piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
(Physicochemical)
Impoundment(s) located within 1 mile upstream
No impoundment within 1 mile upstream or
downstream of project area OR impoundment
No impoundment upstream or downstream of
12 Watershed impoundments (Biology)
1 or downstream of project area and/or has a
does not adversely affect project area but a
project area OR impoundment provides
beneficial effect on project area and allows for
G
j negative effect on project area and fish passage
blockage could exist outside of 1 mile and
fish passage
impact fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.',
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material.
Percent of Catchment being Enhanced
Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining
Greater than 60% of the total catchment area is
P
4
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
15 Other
Verson 2 0 Catchment Assr-----t Form 1 of 1 v 28

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UT2 - R1
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
G
Proposed Stream Type:
C
Region:
Piedmont
Drainage Area (sqmi):
0.12
Proposed Bed Material:
Gravel
Existing Stream Length (ft);
388
Proposed Stream Length (ft)
315
Stream Slope (%):
2.77
Flow Type:
Perennial
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down menu
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.14
Proposed Condition Score (PCS;
0.50
Change in Functional Condition (PCS - ECS;
0.36
Percent Condition Change
257%
Existing Stream Length (ft)
388
Proposed Stream Length (ft;
315
Additional Stream Length (ft)
-73
Existing Functional Foot Score (FFS
54
Proposed Functional Foot Score (FFS
158
Proposed FFS - Existing FFS
103
Functional Change (%)
190%
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Function -Based Parameters Existing Parameter Proposed Parameter
Hydrology
Catchment Hydrology
Reach Runoff 0.47
Floodplain Connectivity
Large Wo dy Debris
Lateral Stability
Riparian Vegetation 0.65
Hydraulics
Geomorphology
Bed Material
Bed Form Diversity
Plan Form
Physicochemical
Temperature
Bacteria
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS+ Existing BMP FFS 54
Proposed Stream FFS + Proposed BMP FFS 158
Total Proposed FFS - Total Existing FF! 104
Functional Change (%) 193%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS Functional Change
Hydrology
Hydraulics
0.47
0.35
0.84 0.84
Geomorphology
0.25
0.58
Physicochemical
Biology

EXISTING CONDITION
ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
Category Overall
Overall
Catchment Hydrology
Curve Number
Reach Runoff
Curve Number
Concentrated Flow Points
58
3
0.63
0.3
0.47
Hydrology
0.47
Functioning At Risk
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
Entrenchment Ratio
2.5
1.3
0
0
0.00
0.00
MAW
Not F
Large Woody Debris
LWD Index
# Pieces
6
0.1
0.10
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
H/L
0.4
0.20
Percent Streambank Erosion (%)
70
0
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
14
0.06
Geomorphology0.25
Riparian Vegetation
Right Buffer Width (ft)
Left Basal Area (sq.ft/acre)
8
0.01
0.06
1
Not Functioning
g
i
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
40
0.08
0 74
Not Functioning
Right Stem Density (stems/acre)
40
0.08
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
i
Pool Spacing Ratio
4.3
1
Bed Form Diversity
Pool Depth Ratio
Percent Riffle
1.6
57
0.82
0.9
0.91
Aggradation Ratio
Plan Form
Sinuosity
1.06
0
0.00
Temperature
Summer Daily Maximum ('F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Physicochemical
Nitrogen
Total Nitrogen (m L
Phosphorus
Total Phosphorus (mL
Biology
Macros
Biotic Index
EPT Taxa Present
Fish
lNorth Carolina Index of Biotic Inte ri

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category_Function-Based
Parameters
Measurement Method
Field Value
Index Value
Parameter
Category Cate o Overall
Overall
Catchment Hydrology
Curve Number
HydrologyCurve
Number
58
0.63
0.82
Reach Runoff
Concentrated Flow Points
0
1
0.82
Soil Compaction
Hydraulics
y
Floodplain Connectivity
p y
Bank Height Ratio
1.1
0.84
0.84
0.84
Entrenchment Ratio
3.5
0.83
Large Woody Debris
LWD Index
079
H Pieces
20
0.79
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%)
5
1
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
78
0.8
Riparian Vegetation
Right Buffer Width (ft)
78
0.8
0.65
Geomorphology
Left Basal Area (sq.ft/acre)
0.83
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
320
0.5
0.50
Functioning At Risk
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
4
1
Bed Form Diversity
Pool Depth Ratio
1.9
1
1.00
Percent Riffle
66
1
Aggradation Ratio
Plan Form
Sinuosity
1.15
0.7
0.70
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
PhysicochemicalLeaf
Organic Carbon
Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen (m L)
Phosphorus
Total Phosphorus (m L)
Macros
_
Biotic Index
Biology
EPT Taxa Present
Fish
North Carolina Index of Biotic Inte rit

Site Information
BMP Routine
BMP 2
Site Information
Basin Area treated by BMP (Ac)
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Index Value
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L)
Function -Based Parameters
Proposed Condition Assessment
Field Value
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Summer Daily Maximum ('F)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity (uS/cm at 25°C)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
JFSLAT m L
Nitrogen
JFSLAT m L
JFSLAT m L
Phosphorus
JFSLAT (m L
Results
BMP Proposed Score
Existing BMP Functional Foot Score
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT (m L)
Phosphorus
JFSLAT m L
Proosed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L
Function -Based Parameters
Proposed Condition Assessment
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 2E°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m /L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS

FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function -Based
Parameters
Existing Proposed
Parameter Parameter
Monitoring Year
As -Built
Catchment Hydrology
Hydrology
Reach Runoff
0.47
Hydraulics
Floodplain Connectivity
Large Woody Debris
Biology
Lateral Stability
Overall Score
0.14
Riparian Ve etation
0.65
Geomorphology
Bed Material
Bed Form Diversity
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Macros
Biology
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built Monitorin Year
Hydrology
0.47
Hydraulics
Geomorphology
Physicochemical
Biology
Overall Score
0.14
0.5 0
Functional Feet
54
158 0

Brushy Mountain UT2 - R1 (XS 1) Pool --
60.5
60 _
59.5 -
59
58.5
58
57.5
w 57
56.5 -- - -_
56
55.5 _
55
0 2 4 6 8 10 12 14 16 18 20
Width from Rrvar Leftto Ryht (ft)
Pool
of
dimensions
4.6
5.8
1.3
2.3
z-saction area
width
0 t.
n „
0
d mean
wet p
h d rade
d max
bank ht
0.00
shear velocity ft/sec
h draulics
Omensions
0.00
shear stress Ibs/ftsq)
0.00
shear velocity ft/sec
0.9
d mean
54.45306
5.5
width
00
threshold rain size mm
54.63374
1.3
d max
0.8
h d radi
54.75633
2.4
Brushy Mountain UT2 - R1 (XS 2) Riffle -
60
59 -
58
57
w 56 72
55
54
0 2 4 6 8 10 12 14 16 18
Width from River Left to Rght (a)
notes
FS I I I FS I FS
57.82613
Omensions
54.55368
4.8
x -section area
0.9
d mean
54.45306
5.5
width
6.3
vet P
54.63374
1.3
d max
0.8
h d radi
54.75633
2.4
bank ht
62
W/o ratio
55.39101
8.0
W flood 2rone area
1.5
ant ratio
56.82416
57.81648
hydraulics
0.0
vel-t(ft/SOC)
0.0
discharge rate, Olots)
0.00
shear stress Ibslft s
0.00
shear velocity (ft/sec)
0.000
unit stream poiier IbslfVsec
0.00
Froude number
0.0
friction factor u/u'
0,0
threshold grain size mm
check from channel material
0
measured 1184 mm
0 0
relative roughness
0.0
1 frit. factor
0.000 IManning's n from channel materia)

Brushy Mountain UT2 - R1 (XS 3) Riffle --
59
58
57
56
w 55
54
53
0 5 10 15
Width from Rver Leftto Right (ft)
section: Brushy
Riffle
description: Brushy Mountain UT2 - R1 (XS 3)
height of in ,..
20
25
omit distance
FS
_.,._
FS
FS W floe
channel
Mannings
notes pt. ft
N
elevation
bankfull
to of bank (N)
sloe k
shear stress lbs/ft s
0.00
57.67674
_
57.72074
57.5,
0.0
57.55007
_
" r
54.38839
dimensions
53.8856
4.8
x -section area
0.8
d mean
53.82897
6.4
width
7.0
vret p
r
53.79651
1.2
d max
0.7
h d radi
54.17187
3.8
bank ht
8.4
w'd ratio
-
54.38168
8.0
W flood prone area
1.3
ant ratio
1•
54.9058
- . -
56.4728
hydraulics
57.95418
0 0
velocityIi
( )
_
58.47338
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/fl s
0.00
shear velocity N/6ec
0.000
(lbs/ft/sec)-0.00
unit stream po,wer
Froude number
'I
0.0
friction factor u/u'
9-0
threshold rain s¢e mm
check from ch nnef material
0measured
D84 (mm
0.0
felative mu hnGss
0.0
iflC. fadOf
0.000
Mannin 's n from channel materiel
59
s
55
w 54
53
52
0
Brushy Mountain UT2 - R1 (XS 4) Pool -
WldtAlfon,River Leftto RititA) 20 2.,
Til' -
bankfull I top of ba
-_
dimensions
4.8
4.3
1.5
2 7
x -section area
width
d max
bank ht
1.1
5.8
0.8
d mean
wet P
h d rad,
hydraulics
0.00
shear stress lbs/ft s
0.00
shear velocity Msec)
0.0
threshold rain size (mm)

5Zo
51
56 .5
56
55 5
55
54.0
w 54
53.5
53
52.5
Brushy Mountain UT2 - R1 (XS 5) Riffle --
0 2 4 6 8 10 12 14 1%
Width from River Left to Right (it)
elevation
4.8
7.0
1.1
I bankfull
to of bank ft
sloe °10
"n"
khd radi
17.26286
77
56.98701
54.4
56.63
53.91782
53.2543
dimensions
53.11965
4.8
x -section area
0.9
Id mean
53.1904
5.4
width
6.2
wet P
13.55893
1.3
d max
0.8
h d radi
55.55344
3.5
bank ht
6.0
w/d ratio
56.63132
8.0
W flood erone area
1.5
ant ratio
hydra cs
0.0
velocity ft/sec
0.0
discharge rate Q cfs
0.00
shear stress Ibslft s
0.00
shear velocity (ft/sec)
_
0.000
unit stream ower lbs/tt/sec
0.00
Froude number
0.0
friction factor ulu'
0-0
threshold grain size mm))
check ram channel material
0
Imeasured D84Imm1
0.0
u
relative rohness
0.0
1 frit. factor
0.000 ]Manning"s
n from channel
material
r 56
55
W 54
57
52
51
Brushy Mountain UT2 - R1 (XS 6) Pool -
0
distance
0 10 15 20 25
Width hom River Leh to Right (h1
bankfull I top of I
71 3-T
dimensions
4.8
7.0
1.1
-tion area
width
0.7
7.5
0.6
an
P
d max
bank ht
khd radi
hydraulics
0.00 shear stress Ibs/ft s
0.00 shear velocity (ft/sec)
0.0 threshold grain size mm

56,5
56
55.5
55
' 54.5
- 54
g 53.5
w 53
52.5
52
51.5
Brushy Mountain UT2 - R1 (XS 7) Riffle —
I 1 , i TT-7T�
0 2 4 6 B 10 12 14 16 1F
Width from Rwr Lett to Right (ft)
bankfull
dimensions
4.6
x -section area
0.8
Id mean
6.3
width
7.0
wet P
maz
h d rad,
1.1d
0.7
3.4
bank ht
8.4w/d
ratio
9.0
W flood prone area
1.4
ent ratio
L25166
_
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
0-0
velocity ft/sec
discharge rate, D cfs
shear stress Ibs/ft s
shear velocity (ft/sec)
unit stream power(lbs/ft/sec)
Froude number
friction factor u/u'
threshold grain size (mr,)
check rom channel materia
0 measured 084 mm
0.0 relative roughness 1 0.0 fric. factor
0.000 g's n from channel materia
For additional cross sections make a copy of the "Dimension" worksheet.
To create a copy "right click" on the dimension tab below.

54 5
54
53.5
CF
53
w 52.5
52
51.5
51
Brushy Mountain UT2 - R1 (XS 8) Riffle -
-
0
Brushy Mountain UT2 - R1 (XS 9) Pool --
53
52.5
52 --
r 51.5
S 51
w 50.5
50
49.5
49
5 10 15 20 0 - 4 6 8 10 12 14 16
Width from River Lett to Right (h) Width from River Leff to Right (n)
elevation
4.ax-section
7.2
1.4
1.4
bankfull
top of bank (ft)
slope
Width
d max
h d radi
52 89643
52.78096
1 7 i i
52.39519
51.5673
dimensions
51.35173
4.8
x -section area
0.5
d mean
51.44639
8.9
width
9.2
wet P
52.99721
0.8
d max
0.5
h d radi
53.98165
1.4
bank ht
16.6
Wd ratio
14.0
W flood rone area
1.6
ant rata
draw tcs
0.0
velocity fUsec
0.0
discharge rate Q (cis)
0.00
shear stress lbs/ft s_
0.00
shear velocity ftisec)
0.000
unit stream ower IbsRUsec
_
. _
0.00
Froude number
0.0
friction factor u/u'
_
0-0
threshold rain size mm
check from channe rnatena
0
measured D84 (mm)
0.0
relative roughness
0.0
fdc. tactor
0.000
Mannin 's n from channel
material
dimensions
4.ax-section
7.2
1.4
1.4
area
_
8.3
0.6
d mean
wet P
Width
d max
h d radi
bank ht
au ics
0.00 shear stress Ibslft s
0.00 shear velocity fl/sed
Qu threshold grain size mm

Brushy Mountain UT2 - R1 (XS 10) Riffle - -
53
52.5 -
52
z 51.5
51
w 50.5 -
50
49.5
- i
49
0 2 4 fi B 10 12 14
Width from River Left to Right (ft)
dimensions
hydraulics
x -section area
width
0.0
0.0
4.8
x -section area
0.7
d mean
6.4
7.2
width
wet P
1.4
of max
0.7
h d rad,
bank ht
wld ratio
1.4
8.7
14.0
W flood prone area
2.2
ent ratio
1
0.9
0.8
0.7
r 0.6
`s 0.5
4 0.4
w 03
02
01
0
0
of
Riffle -
0.2 0.4 Width from RNah%ft to Right (ft) 0.8 1 1.2
caMinn
dimensions
hydraulics
x -section area
width
0.0
0.0
0.0
velocty iflisec)
d max
bank ht
0.0
0.0
0.0
0.0
discharge rate, Q efs
ent ratio
0.00
shear stress lbs/ft s _
_
0.00
shear velocity ft/sec
0.000
unit stream pomr Ibs/tt/sec
0.00
Froude number
0 0
friction factor ulu'
00
threshold grain size mm
check fromchanne materia
0
measured D84 Imre
0 0
relative rou hness !ric factor.
p..
0joC-
_ _
I Mannin 's n from channel
1
0.9
0.8
0.7
r 0.6
`s 0.5
4 0.4
w 03
02
01
0
0
of
Riffle -
0.2 0.4 Width from RNah%ft to Right (ft) 0.8 1 1.2
caMinn
dimensions
0.0
0.0
x -section area
width
0.0
0.0
d an
wet P
0.0
0.0
0.0
d max
bank ht
0.0
0.0
0.0
h d radi
w/d ratio
W flood prone area
ent ratio
hydroullu
0.0
velocity (ft/sec)
0.0
discharge rate, t] ds
0.00
shear stress Ibs/ft s
_
0.00
shear velocity (ft/sec)
0.000
unit stream pomr Ibs/tt/sec
0.00
Froude number
0.0
friction factor u/u-
0:0
threshold rain size mm
chec om channel mat
measured 084 mm
0.0
relative rou hness 0.0 frit. factor
p..
0.000
Mannin 's n from channel material

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BEHI and Near Bank Shear Stress Analysis
Site Brushy Mountain Steam and Wetland Mitigation Site
NOS
Stream UT 2
Eroding % Eroding
low
Bank Length 405
20
Observers AXE
moderate
low
Date 3 -Oct -17
no
Station Bank BEHI
NBS
Erosion Rate
Length Bank Height
Erosion
1 20 left low
low
0
20 4.3
0.0
2 95 1 left high
low
0.1
75 2.8
21.0
3 115 left high
low
0.1
20 1 3.2
6.4
4 155 left high
low
0.1
40 2.8
11.2
5 190 left high I
low
0.1
35 1
3.5
6
0.0
7
0.0
8
0.0
9
0.0
10 40 right mod
low
0.02
40 3
2.4
11 100 right mod
low
0.02
60 1
1.2
12 130 right high
low
0.1
30 4
12.0
13 170 right high
low
0.1
40 3.5
14.0
14 200 right high
low
0.1
30 2
6.0
15 215 right high
low
0.1
15 1
1.5
16
0.0
17
0.0
18
0.0
19
0.0
20
0.0
21 1
0.0
22
23
24
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
79.2
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
2.9
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
3.8
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.01
Dominant BEHI/NBS Score
BEHI
NOS
Feet
Eroding % Eroding
low
low
20
no
moderate
low
100
no
high
low
285
yes 70
Total
405
0 70

Brushy UT2 R1
Median Lp-p =
27.26
Median Wbkf =
6.3
P -P Ratio
4.3
Slope
0.027733
Bed
Riffle
Entrenchment
Point Description
Station
Elevation
XS#
Length
BHR
BHR'RL
Ratio
ER'RL
Lp-p
132 ur2-rchl
0
49.54026
xs10
133 ur2-rchl pool
6.28
49.58467
31.52
134 ur2-rchl br
24.08
50.85214
xs8
6.31
1.8
11.4
1.6
10.1
135 ur2-rchl tr
30.39
50.7921
136 ur2-rchl pool
33.99
50.67369
137 ur2-rchl pool
37.80
50.7619
8.67
138 ur2-rchl br
42.03
50.72522
3.88
139 ur2-rchl tr
45.91
50.99276
140 pool@tile
46.47
50.86586
29.53
141 br
47.71
51.01914
19.27
142 mr
62.13
51.65421
143 tr
66.98
51.69201
144 pool
76.00
51.48314
24.98
145 BR
78.67
51.91908
14.40
146 tr
93.07
52.18621
147 bed
100.98
52.09496
12.36
148 br
104.49
52.17689
xs7
2.93
3.1
9.1
1.4
4.1
149 tr
107.42
52.30566
150 pool
113.34
52.2408
22.26
151 br
118.03
52.4593
xs5
13.97
2.7
37.7
1.5
20.9
152 tr
132.00
53.11411
153 pool
135.60
53.20151
37.39
154 br
139.73
53.27162
xs3
23.96
3.2
76.7
1.3
31.1
155 tr
163.68
54.32041
156 pool
172.98
54.26323
34.75
157 br
183.12
54.45622
xs2
23.40
1.8
42.1
1.5
35.1
158 mr
198.60
55.24665
159 tr
206.53
55.80469
160 pool
207.73
55.55478
161 br
210.82
56.031
17.14
162 mr
227.96
56.8718
Total
70.57
176.95
91.31
Weighted BHR
=
2.5
1.3
Total Riffle 125.26
Total Reach 221.68
%Riffle 56.50761

n
:V
O
O
N
O
N
O
O
O
LO
O
GO I- <O to V m N O Of
1n N N N U) N N N N Y

Catchment Assessment Form Reach UT3 - R 1 Rater(s): WGL
Date: 9/22/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential.
Restoration Potential Level 3 -Geomorphology
CATCHMENT ASSESSMENT
CategoriesDescription
of Catchment Condition
Rating
Poor I
Fair
Good
P/FIG
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow(Hydrology) H
( y gy)
mmediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
treatments are in place
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
3 Land Use Change (Hydrology)
Rapidly urbanizing/urban
Single family homes/suburban
Rural communities/slow growth or primarily
O
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
No roads in or adjacent to project reach. No
plans
DOT plans.
proposed roads in 10 year DOT plans.
5 Percent Forested (Hydrology)
r- 20%
>20% and <70%
>=70%
6 Riparian Vegetation (Geomorphology)
`50% of contributing stream length has > 25 It
50-80% of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 It
G
corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
8 listed stream TMDL list
On, upstream, or downstream of 303(d) and no ;
On, upstream, or downstream of 303(d) and
Not on 303(d) list
Ph sicochemical
TMDL/WS Mgmt plan to address deficiencies I
TMDL/WS Mgmt plan addressing deficiencies
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
(Physicochemical)
:cropland immediately upstream of project reach. j
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
G
ro'ect reach.
or biolocry.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some
A few NPDES permits within catchment and
No NPDES permits within catchment and none
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
(Physicochemical)
piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
No impoundment within 1 mile upstream or
No impoundment upstream or downstream of
t u
u
Impoundment(s) located within 1 mile upstream
downstream of project area OR impoundment
project area impoundment provides
12 Watershed impoundments (Biology)
or downstream of project area and/or has a
does not adversely affect project area but a
beneficial effect on project area and allows for
G
negative effect on project area and fish passage
blockage could exist outside of 1 mile and
fish passage
impact fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material.
Percent of Catchment being Enhanced
14
Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining Greater than 60% of the total catchment area is
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
F
15 Other
Vrrs,cn L.0 Catchment Assessment Form 1 of 1 12-28-2016

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach to:
UT3 - R1
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
C
Proposed Stream Type:
Bc
Region:
Piedmont
Drainage Area (sqmi):
0.05
Proposed Bed Material:
Gravel
Existing Stream Length (ft):
712
Proposed Stream Length (ft)
712
Stream Slope (%):
10.78
Flow Type:
Intermittent
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down mem.
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.31
Proposed Condition Score (PCS;
0.48
Change in Functional Condition (PCS - ECS;
0.17
Percent Condition Chane
55%
Existing Stream Length (ft)
712
Proposed Stream Length (ft;
712
Additional Stream Length (ft)
0
Existing Functional Foot Score (FFS
221
Proposed Functional Foot Score (FFS
342
Proposed FFS - Existing FFS
121
Functional Change (%)
55%
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 221
Proposed Stream FFS + Proposed BMP FFS 342
Total Proposed FFS - Total Existing FF! 121
Functional Change (%) 55%
FUNCTIONAL CATEGORY REPORT CARD
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
PCS
Function -Based Parameters
Existing Parameter Proposed Parameter
Hydrology
Catchment Hydrology
Reach Runoff
Floodplain Connectivity
0.50
Hydraulics
0.40
Physicochemical
Large Woody Debris
Biology
Lateral Stability
0.68
Geomorphology
Riparian Vegetation
Bed Material
Bed Form Diversity
0.67
Plan Form
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 221
Proposed Stream FFS + Proposed BMP FFS 342
Total Proposed FFS - Total Existing FF! 121
Functional Change (%) 55%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS
Functional Change
Hydrology
Hydraulics
0.50
0.02
0.42
Geomorphology
0.30
0.40
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
Category
Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
y gy
Curve Number
62
0.53
0'77
Reach Runoff
Concentrated Flow Points
0
1
0.77
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
2.3
0
0.50
0.50
Functioning At Risk
Entrenchment Ratio
3
1
Large Woody Debris
LWD Index
0.07
p Pieces
5
0.07
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
0.68
Percent Streambank Erosion
19
0.35
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
4
0.09
Riparian Vegetation
Right Buffer Width (ft)
6
0.14
0.08
Geomorphology
Left Basal Area (sq.ft/acre)
0.30
Functioning At Risk
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
40
0.08
0.31
Functioning At Risk
Right Stem Density (stems/acre)
0
0
Bed Material Characterization
_
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
4
1
Bed Form Diversity
Pool Depth Ratio
1.9
1
0.67
Percent Riffle
41
0
Aggraclation Ratio
Plan Form
_
Sinuosity
1.03
0
0.00
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L
Phosphorus
Total Phos horus (m L
Macros
Biotic Index
Biology
EPT Taxa Present
Fish
North Carolina Index of Biotic Integrity

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
overall
Catchment Hydrology
Curve Number
Curve Number
60
0.58
:CategarylCatlegory0verall
Hydrology
Reach Runoff
Concentrated Flow Points
0
1
0.79
79
Soil Compaction
Bank Height Ratio
1.1
0.84
Hydraulics
Floodplain Connectivity
Entrenchment Ratio
3.5
1
0.92
0.92
Large Woody Debris
a PDCndex
1.00
iees40
1
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%1
5
1
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
60
1
Right Buffer Width (ft)
60
1
Geomorphology
Riparian Vegetation
Left Basal Area (sq.ft/acre)
0.75
0.70
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
320
0.5
0.48
Functioning At Risk
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
4
1
Pool Depth Ratio
1.9
1
Bed Form Diversity
Percent Riffle
69
0.23
0.74
Aggradation Ratio
Plan Form
Sinuosity
1.1
0
0.00
Temperature
Summer Daily Maximum (°F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Leaf Litter Processing Rate
Physicochemical
Organic Carbon
Percent Shredders
Nitrogen
Total Nitrogen (m /L)
Phosphorus
Total Phosphorus (m /L)
Biotic Index
Biology
Macros
EPT Taxa Present
fish
I North Carolina Index of Biotic Integrity

Site Information
BMP Routine
BMP 2
Site Information
Basin Area treated by BMP (Ac)
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Index Value
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Function -Based Parameters
Proposed Condition Assessment
Index Value
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Temperature
Summer Daily Maximum ('F)
JFSLAT m L
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT (m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

FUNCTIONAL CATEGORY REPORT CARD
FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function -Based
Parameters
Existing
Parameter
Proposed As -Built Monitoring Year
Parameter
Hydrology
Catchment Hydrology
Reach Runoff
Floodplain Connectivity
0.50
Hydraulics
0.30
Large Woody Debris
Physicochemical
Lateral Stability
0.68
Geomorphology
Riparian Vegetation
0.48 0
Functional Feet
Bed Material
342 0
Bed Form Diversity
0.67
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built Monito ing Year
Hydrology
Hydraulics
0.50
Geomorphology
0.30
Physicochemical
Biology
Overall Score
0.31
0.48 0
Functional Feet
221
342 0

115 .5
115
114.5
114
i
LZ 113.5
113
112.5
Brushy Mountain UT3 - R1 (XS 1) Riffle --
0 5 10 15 20 25 30
Width from River Left to Right (ft)
elevation I I bankfull I too of
M
dimensions
2.3
8.4
0.4
1.4
10.0
x -section area
width
0.3
8.5
0.3
30.6
1.2
d mean
wet P
It d radl
d max
bank ht
w/d ratio
ant ratio
W flood rone area
114.5
114
113.5
z
113
i
4
w 112.5
112
111.5
Brushy Mountain UT3 - R1 (XS 2) Pool -
0 5 10 15 20 25 30
Width from River Left to Right (ft)
- Brushy Mountain
Fdraulics
a.0
0.0
0.00
0.00
0.000
0.00
0.0
09
veloci fUseci
discharge rate, o cfs
shear stress IbsM s
shear velocity tUsec
unit stream povier Ibs/tt/sec
Froude number
friction factor u/u'
threshold rain size fmm'
check from channel material
0
0.0
0.000
measured D84 (mml
relative rou hness J fnc. tactor
Mannin 's n from ha ^el ma'. nal
114.5
114
113.5
z
113
i
4
w 112.5
112
111.5
Brushy Mountain UT3 - R1 (XS 2) Pool -
0 5 10 15 20 25 30
Width from River Left to Right (ft)
- Brushy Mountain
UT3 - R1 (XS
2)
0
-14.30167
--_-
_`. 3.362829
-14.18391
�
®®
7.759445
-13.76648
■' 9.810595
42.87858-
°�--_--' ■ 10.50083
-11.67691
0 11.20221
.11.73923
�
®
■ 11.73512
-11.65198
1
0 12.45175
-12.33474
-
■ 13.55358
-12.71339
InWIZ90
_
■ 15.6906
-13.75941
■ 16.60335
-13.97269
ffIFFTNIIIII
• 27.97509
•
-14.0431
Y.
shear velocity (fdsec)■

Brushy Mountain UT3 - R1 (XS 3) Pool --
106
105.5 -
105
_104.5 ----
104
4
A 103.5
w
103 -..___..
102.5
102
101.5
0 5 10 15 20 25 20
Width from R w r Left to Righl (hl
of instrument
dimensions
2.3
4.8
0.7
3.4
x -section area
width
0.5
5.3
0 4
Id mean
wet P
d max
bank ht
lhyd radi
6.7
0.00
hydraulics
2.3
x -section area 1
0.4
d mean
6.5
width
6.7
0.00
shear stress Ibs/ft s
d max
0.00
shear velocity (11/sec)
2.1
bank ht
18.0
w%d ratio
11.5
W flood rone area
1.8
ant ratio
04)
threshold 2rain size "mm
0-0
threshold grain size mm
c eck from channel materia
0
memred D84 mm
0.0
relative rou hness 0.0 Inc. factor
0.000
Ilylanning's n from channel material
104.5
104
103.5
r 103
102.5
102
101.5
101
notes
0
Brushy Mountain UT3 - R1 (XS 4) Riffle -
5 10 15 20 25 r
Width from River Left to Rght (ft)
Brushy Mountain UT3 - R1 (XS 4)
of instrument
bankfull stop of
2 i its
dimensions
2.3
x -section area 1
0.4
d mean
6.5
width
6.7
wet P
0.7
d max
0.3
h d radi
2.1
bank ht
18.0
w%d ratio
11.5
W flood rone area
1.8
ant ratio
hydraulics
0.0
velocity (ft,sec'
0.0
discharge rate. Q cfs
0.00
shear stress lbs/ft s
0.00
0.000
shear velocity ft/sec
unit stream poviver(lbs/ft/sec)
0.00
Froude number
0.0
friction factor a/u-
04)
threshold 2rain size "mm
c eck from channel materia
0
memred D84 mm
0.0
relative rou hness 0.0 Inc. factor
0.000
Ilylanning's n from channel material

102
101.6
101 fi
101.4
r 101.2
101
m 100.6
!too
100.4
00.2
too
99 R
II 0
distance
Brushy Mournaln t1T3 - Rt (XS 6) Riffle --
5 10 15 20 25
Width f -River Lettto Rght (it)
dimensions
- -'
x -section area
0.5
d mean
4.9
width
5.3
wet P
0.9
of max
0.4
h d rad.
1.3
bank ht
10.8
vi ratio
30.0
W flood prone area
6.1
ent ratio
N
• Brushy Mountain
UT3 -R1 (XS 5)
- $rushy Mountain
UT3 - R1 (XS 5)
•-1.32
-��]-�{17
-2.08 1?-
�7��216
•
8.08.040434 r r r
.o"=
®
•
1 S0� ' 1.070246
•
11.8 - -0.950857
•
12.57834 -0.495037
•
13.52391 -0.502452
■
14.3479 -1.101484
■
16.36062-1.62M�
■
18.68222 -2.081 r r:
- ---
•
24.87021-2.11no
■
.A
r
•®-_
Boom-
102
101.6
101 fi
101.4
r 101.2
101
m 100.6
!too
100.4
00.2
too
99 R
II 0
distance
Brushy Mournaln t1T3 - Rt (XS 6) Riffle --
5 10 15 20 25
Width f -River Lettto Rght (it)
dimensions
2.3
x -section area
0.5
d mean
4.9
width
5.3
wet P
0.9
of max
0.4
h d rad.
1.3
bank ht
10.8
vi ratio
30.0
W flood prone area
6.1
ent ratio
h drau ics
0.0
velocity (ft/sec)
0.0
discharge rate, Q cfs
0.00
shear stress Ibslfl s
0.00
shear veloc R/sec
0.000
unit stream power lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
9:8
threshold 2rain size kman
check from channel material
0
measured D84 mm)
O.J
relative rou hness 1 0 1 fAfactor
.COC
Mannin 's n tram channel material

additional cross sections make a copy of the "Dimension"
w`rksheet
create a copy "right click" on the dimension tab below.
Brushy Mountain
UT3 - RI (XS 7)
Brushy Mountain
UT3 -Rt (XS 7)
■
08.109331
12.4 10-"--
10.14688 9.53701
13.9551 10.85097
■
16.78113 12.47567
■
17.49363 12.6961
is
19.14856 12.896
"
4W,
11
2:- .69615 12.90253
22 .16339 12.84097
MUM,
0
23.71041 10.78514
-
26.97554 10.82774
-
34.41419 11.01908
MET Mi, a
AW
additional cross sections make a copy of the "Dimension"
w`rksheet
create a copy "right click" on the dimension tab below.

Elevation (ft)
Elevation (R)
0
1

0m 0 �cnw
m
��
x cr
CD co
co
O
O N W N C
O -� O W N n
O
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H
7
O O cn N
m
0
O N O cn N
A — Ln 00 W v
D x x � x 1.
LD Q
c�
O
O " — O w N
W O A A A W
O N O O N A
A " v cn W c
O w, O? N O;
cn O W (o Co W
O-�4�Oornru00
sh� O Cn (o W W
o* -0 co*m a -V090� a-om3-ooooDmo�o ,�oo
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v
a a a o
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----- Cn — M—,O W O O A N
O A W -N W Ln N W W O Ln O A w Co W
— W N W N N m N N C4 -+ Ln O O 00 N
ovrn-lAO" wo- C.'ocn�w
O A Co OD 00 O W O 00 Co -I A cn W
O— O� O � N p p p p— 0 0— 0
O — M— D. M N O A- N O W� A O
N
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3 O
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x
0
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O
U)
< y
tD N
CD
A
O�
v y
N
O
v

BEHI and Near Bank Shear Stress Analvsis
Site
Brushy Mountain Steam and Wetland Mitigation Site
Eroding
Stream
UT 3 R1
475
no
Bank Length 590
moderate moderate
Observers
AXE
8
high moderate
Date 3 -Oct -17
yes
Station
Bank
BEHI NBS
Erosion Rate
Length Bank Height
Erosion
1 45
left
low low
0
45 2.5
0.0
2 60
left
moderate moderate
0.05
15 3
2.3
3 175
left
low low
0
115 1 3
0.0
4 190
left
moderate moderate
0.05
15 3
2.3
5 275
left
low low
0
85 3
0.0
6 305
left
high moderate
0.15
30 4
18.0
7
0.0
8
0.0
9 115
right
low low
0
115 3
0.0
10 135
right
moderate moderate
0.05
20 3
3.0
11 250
right
I low low
0
115 2
0.0
12 285
right
high low
0.1
35 2.5
8.8
13
0.0
14
0.0
15
0.0
16
0.0
17
0.0
18
0.0
19
0.0
20
0.0
21
0.0
22
23
24
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
34.3
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
1.3
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
1.6
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.00
Dominant BEHI/NBS Score
BEHI NBS
Feet
Eroding
%Eroding
low low
475
no
moderate moderate
50
yes
8
high moderate
30
yes
5
high low
35
yes
6
Total
590
0
19

Brushy UT3 R1
Median Lp-p =
25.51
Median Wbkf =
6.4
P -P Ratio
4.0
Slope
0.107823
Bed
Riffle
Entrenchment
Point Description
Station
Elevation
XS#
Length
BHR
BHR'RL
Ratio
ER'RL
900 Trib3_R1-MR
0
84.65735
16.7
901 TR
16.70
86.18875
902 pool
25.67
86.31786
903 BR
29.10
87.14664
5.1
904 TR
34.21
87.2437
905 pool
37.81
87.24587
906 BR
40.91
88.29413
xS8
5.7
1.7
9.7
2.7
15.4
907 TR
46.62
90.21458
908 pool
54.74
89.95091
909 bottom terrace
61.35
90.40927
27.0
910 top terrace
70.70
95.68392
911 MR
79.85
96.70486
912 MR
88.38
97.08507
913 pool
95.26
97.09332
914 pipe
98.79
97.22395
915 pipe
119.32
99.69551
916 pool
120.63
99.67097
917 BR
124.36
99.7985
xs6
15.7
1.4
22.0
6.1
95.7
918 MR
132.95
100.0331
919 TR
140.05
100.3643
920 pool
146.28
100.529
921 BR
149.50
100.9049
xs4
10.8
3.0
32.4
1.8
19.5
922 TR
160.32
101.4239
923 pool
178.45
101.9221
924 BR
184.30
102.913
6.8
925 TR
191.09
105.2541
926 pool
203.26
105.0112
927 bottom terrace
212.85
107.269
21.8
928 top terrace
218.68
111.4773
929 TR
234.64
111.7217
930 pool
249.64
111.6194
931 BR
257.83
112.3841
xs1
9.2
3.5
32.3
1.2
11.1
932 TR
267.07
113.1841
933 pool
287.50
113.679
934 end
302.81
113.7478
Total
41.5
96.45
126.26
Weighted BHR =
2.3
3.0
Total Riffle 118.88
Total Reach 287.50
%Riffle 41.3515102
Lp-p
12.14
16.93
40.52
25.37
25.65
32.17
24.81
46.38
37.86

Catchment Assessment Form Reach UT3 - R2 Rater(s): WGL
Date: 9/25/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential.
Restoration Potential Level 3 - Geomorphology
CATCHMENT ASSESSMENT
Categories
Description of Catchment Condition
Rating
Poor
Fair
I Good(P/FIG
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow(Hydrology) H
(y gy)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
treatments are in place
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Change (Hydrology)
Rapidly urbanizing/urban
Single family homes/suburban
Rural communities/slow growth or primarily
forested
Roads located in or adjacent to project reach
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
No roads in or adjacent to project reach. No
plans
DOT plans.
proposed roads in 10 year DOT plans.
5 Percent Forested (Hydrology)
<= 20%
>20% and <70%
>=70%
6 Riparian Vegetation (Geomorphology)
'50% of contributing stream length has > 25 ft
50-80% of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 ft
G
corridor width
corridor width
corridor width
7 Sediment Supply (Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank
Low sediment supply. Upstream bank erosion
F
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
8 listed stream TMDL list
On, upstream, or downstream of 303(d) and no
On, upstream, or downstream of 303(d) and
Not on 303(d) list
G
(Physicochemical)
TMDL/WS Mgmt plan to address deficiencies
TMDL/WS Mgmt plan addressing deficiencies
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
(Physicochemical)
cropland immediate upstream of project reach.
P ly p p j
reach of stream is between A land use and
g.
project reach to cause no impact to water quality
ro ect reach.
or biology.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some
A few NPDES permits within catchment and
No NPDES permits within catchment and none
within one mile of project reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
(Physicochemical)
Piedmont = >229; Blue Ridge = >66
i Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
Impoundment(s) located within 1 mile upstream
No impoundment within 1 mile upstream or
! downstream of project area OR impoundment
No impoundment upstream or downstream of
12 Watershed impoundments (Biology)
or downstream of project area and/or has a
does not adversely affect project area but a
project area OR impoundment provides
G
negative effect on project area and fish passage'
blockage could exist outside of 1 mile and
beneficial effect on project area and allows for
impact fish passage
fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material.
14 Percent of Catchment being Enhanced
Less than 40% of the total catchment area is
'40 to 60% of the total catchment area is draining Greater than 60% of the total catchment area is
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
G
15 Other
Version 2.0 Catchment Assessment Form 1 of 1 12-28-2016

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UT3 - R2
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
G
Proposed Stream Type:
Bc
Region:
Piedmont
Drainage Area (sqmi):
0.05
Proposed Bed Material:
Gravel
Existing Stream Length (ft):
535
Proposed Stream Length (ft)
535
Stream Slope (%):
5.68
Flow Type:
Intermittent
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down men(
3. Leave values blank for field values that were not measure(
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.20
Proposed Condition Score (PCS;
0.48
Change in Functional Condition (PCS - ECS;
0.28
Percent Condition Change
140%
Existing Stream Length (ft)
535
Proposed Stream Length (ft;
535
Additional Stream Length (ft)
0
Existing Functional Foot Score (FFS
107
Proposed Functional Foot Score (FFS
257
Proposed FFS - Existing FFS
150
Functional Change (%)
140%
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Function -Based Parameters Existing Parameter Proposed Parameter
Hydrology
Catchment Hydrology
Reach Runoff 0.52
Hydraulics
Floodplain Connectivity
Large Woody Debris 0.44
Biology
Lateral Stability
Geomorphology
Riparian Vegetation
Bed Material
Bed Form Diversity
Plan Form
Temperature
Bacteria
Organic Matter
Physicochemical
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS + Existing BMP FFS 107
Proposed Stream FFS + Proposed BMP FFS 257
Total Proposed FFS - Total Existing FFE 150
Functional Change (%) 140%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS PCS Functional Change
Hydrology
Hydraulics
0.52 0.27
0.25 0.67
Geomorphology
0.21 0.50
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
Category
Overall
overall
Catchment Hydrology
Curve Number
Hydrology
y gy
Reach Runoff
Curve Number
Concentrated Flow Points
62
2
0.53
0.5
0.52
0.52
Functioning At Risk
Soil Compaction
Hydraulics
Floodplain Connectivity
p tY
Bank Height Ratio
4.4
0
0.25
0.25
ioni
Entrenchment Ratio
1.3
0.5
Large Woody Debris
LWD Index
0.44
PE
q Pieces
12
0.44
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
M/M
0.5
0.25
Percent Streambank Erosion (%)
64
0
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft]
4
0.09
Riparian Vegetation
Right Buffer Width (ft)
6
0.14
0.08
Geomorphology
Left Basal Area (sq.ft/acre)
0.21
Not Functioning
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
0
0
C 20
Not Functioning
Right Stem Density (stems/acre)
40
0.08
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
Pool Spacing Ratio
10.2
0
Bed Form Diversity
Pool Depth Ratio
1.2
0.3
0.27
Percent Riffle
45
0.52
Aggraciation Ratio
Plan Form
Sinuosity
1.01
0
0.00
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen (m L
Phosphorus
Total Phosphorus (mL)
Macros
Biotic Index
Biology
ET Taxa Present
Fish
North Carolina Index of Biotic Inte my

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category Cate o Overall
Overall
Catchment Hydrology
Curve Number
Hydrology
Curve Number
60
0.58
0.79
Reach Runoff
Concentrated Flow Points
0
1
0.79
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
1.1
0.84
0.92
0.92
Entrenchment Ratio
3.5
1
Large Woody Debris
LWD Index
0.98
# Pieces
29
0.98
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion (%)
5
1
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
60
1
Right Buffer Width (ft)
60
1
Geomorphology
Riparian Vegetation
Left Basal Area (sq.ft/acre)
0.75
0.71
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
320
0 5
0.48
Functioning At Risk
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
Pool Spacing Ratio
4
1
Bed form Diversity
Pool Depth Ratio
1.9
1
0.82
Percent Riffle
66
0.47
Aggradation Ratio
Plan Form
Sinuosity
1.1
0
0.00
Temperature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
leaf Litter Processing Rate
Physicochemical
Organic Carbon
Percent Shredders
Nitrogen
Total Nitrogen m L)
Phosphorus
Total Phosphorus m L)
Biotic Index
Biology
Macros
EPT Taxa Present
Fish
North Carolina Index of Biotic Integrity

Site Information
BMP Routine
BMP 2
Site Information
Basin Area treated by BMP (Ac)
BMP 1
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Function -Based Parameters
Existing Condition Assessment
Index Value
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 21°Ci
Nitrogen
JFSLAT (m L
Phosphorus
JFSLAT m L
Function -Based Parameters
Proposed Condition Assessment
Index Value
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Specific Conductivity
Specific Conductivity (uS/cm at 25T)
Temperature
Summer Daily Maximum ('F)
JFSLAT m L
Specific Conductivity
Specific Conductivity (uS/cm at 25T)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Nitrogen
JFSLAT (m L
Phosphorus
JFSLAT (m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
_
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L)
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25T)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FFS

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function -Based
Parameters
Existing Proposed
Parameter Parameter
Monitoring Year
As -Built
Hydrology
Catchment Hydrology
Hydraulics
Reach Runoff
0.52
Hydraulics
Floodplain Connectivity
Physicochemical
Large Woody Debris
0.44
Lateral Stability
Overall Score
Geomorphology
Riparian Vegetation
Functional Feet
107
Bed Material
Bed Form Diver!
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS
Monitoring Year
As
-Built
Hydrology
0.52
Hydraulics
Geomorphology
Physicochemical
Biology
Overall Score
0.2
0.48 0
Functional Feet
107
257 0

notes
0 5 10 15 20 25 l9
Width from River Leh to Right (ft)
of instrument
QlZL13���'01�IG1Y
4.76
dimensions
2.3
66
0.3
d mean
67
width
7.0
66
0.5
d max
x
� 65
h d radi
3.1
6 64
w
20.0
vdd ratio
63
W flood rove area
1.3
62
0 5 10 15 20 25 l9
Width from River Leh to Right (ft)
of instrument
QlZL13���'01�IG1Y
4.76
dimensions
2.3
x -section area
0.3
d mean
6.8
width
7.0
wet P
0.5
d max
0.3
h d radi
3.1
bank ht
20.0
vdd ratio
8.5
W flood rove area
1.3
ent ratio
h drau ics
0.0
veloci fVsec
0.00
0.0
discharge rate Q cfs
shear velocity 0/sec
0.00
shear stress Ibs/ft s
0.00
shear velocity fVsec
0.000
unit stream po,iiier lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u'
0-0
threshold rain size mm
chec fromc anne matena
0
measured 084 mm
0.0
acto
relative rou hness 111 fnc.fr
0.000
Mannan 's n from channel material
of instrument
Brushy Mountain UT3 - R2 (XS 2) Pool —
W,dth from River Left to Right (it)
Brushv Mountain UT3 -R2 (XS 21 -A
dimensions
2.3 x -section area 0 4 d mean
6.4 width 6.6 wet P
0.5 d max 0.3 h d radi
3.5 bank ht
mrrsmrcs
0.00
shear stress Ibs/ft s
0.00
shear velocity 0/sec
0 0
threshold grain size �mm1

62.5
fit
61.5
61
60.5
ZO 60
g 59.5
w 59
58.5
56
57.5
Brushy Mountain UT3 - R2 (XS 3) Pool --
-
-
0 5 10 15 20 25 30 35
Width from River Leh to Right (ft)
bankfull stop of bank
dimensions
2.3Ix-section
5.6
0.6
2.4
area
dth
0.4
5..8
04
Id mean
wh dt P
radi
at
bank
0.00
shear velocity Usec
hydraulics
FS FS '✓'J tpa channel
bankfull top of bank (ft) slope °ml
Mannings'
0.00
shear stress((lbs/ft s
0.00
shear velocity Usec
dimensions
E1.9
threshold grain size tr
x -section area
0.6
4.8
0.5
7.6
1.2
d mean
width
d max
wet P
h d radi
bank ht
W flood prone area
w/d ratio
ant ratio
Brushy Mountain UT3 - R2 (XS 4) Riffle -
62.5 _ _ __ _.
62 t
61.5
v 60.5
r
60
57.5
0 5 10 15 2025 30 35 40 45
WMth from River Leh to Rght (it)
omit distance FS
notes r _ (h) fl elevation
61.43276
60.86573
�• 60.58929
r 59.77233
59.07602
58.03034
58.13939
r 59.33319
60.48318
VNI 61.6377
NjIli It 62.17176
-"'
FS FS '✓'J tpa channel
bankfull top of bank (ft) slope °ml
Mannings'
dimensions
2.3
4.2
0.7
2.6
5.0
x -section area
0.6
4.8
0.5
7.6
1.2
d mean
width
d max
wet P
h d radi
bank ht
W flood prone area
w/d ratio
ant ratio
--
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
0-g
_
velocity Usec
discharge rate, cfs
-
shear stress lbs/hs
❑A
shear velocity (ft/sec)
❑
unit stream pov,er lbs/Usec
Froude number
friction factor u/u'
threshold rain size mm
c eck from channel materia
❑0
0 0
0.000
measured D64 mm
relative no.,
ou hness 0D frit. factor
Mannin 's n from channel material

Brushy Mountain UT3 - R2 tX5 61 Riffle -
61
60 -
59
58
w 57
56 -
55
0 5 10 15 20 25 30 35 40 45 50
Width from River Left to RgM (ft)
description:
height of instrument tt , t
omit distance FSFS
notes of Iftl (ft) e{evetlon bankfull
dimensions
2.3
3.6
x -section area
width
0.6
4.5
T
0.9
3.0
5.0
d max
bank ht
W flood prone area
0.5
5.6
1 4
h d radi
Wild ratio
ant ratio
unit stream ower (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
00
threshold grain size mm
Brushy Mountain
UT3 - R2 )XS 5)
1
• gushy Mountain
UT3 - R2 )XS 5)
1
100.00
-
■
10.73506 39.30653
-
16.21974 40.08136
-`-'
16.95693 40.70564
Mr. -
A,■
•
18.1353 41.92739
- .®--
20.41473 42.11222
O.''
•
23.07663 42.77005 �
r
•
25.98982 42.69899 r r
•
27.16727 41.53147
-
■
30.07504 40.26798
■
37.55268 38.9708��
llnff&.
■
r • r
50.35388 37.92092ear
-�■J
�. _. .,,�,....,..., .... ....-
stress ((Ibs/ft sq)
■
Brushy Mountain UT3 - R2 tX5 61 Riffle -
61
60 -
59
58
w 57
56 -
55
0 5 10 15 20 25 30 35 40 45 50
Width from River Left to RgM (ft)
description:
height of instrument tt , t
omit distance FSFS
notes of Iftl (ft) e{evetlon bankfull
dimensions
2.3
3.6
x -section area
width
0.6
4.5
d an
wet P
0.9
3.0
5.0
d max
bank ht
W flood prone area
0.5
5.6
1 4
h d radi
Wild ratio
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream ower (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
00
threshold grain size mm
check from channel materia
0melative easured D84 mm
O.0 rrou hness 0.0 frit. factor
0.000 Mannln 's n from channel material

Brushy Mountain UT3 - R2 (XS 7( Pool —
6L
i
ss —
i
4 55
54
53
52 ---
10 15 20 30 35 40 45 50
Width from R,ver Lett to Right lnl
of instrument
elevation
ons
—r
2.3
x -section area
0.9
d mean
2.5
width
4.0
wet P
1.2
d max
0.0
h d rad,
4.8
bank ht
hydra Ics
0.00
she stress lbs11t sc
0.00
shear veloci f, e
0�
threshold grairi size mm
For additional cross sections make a copy of the "Dimension" worksheet.
To create a copy "right click' on the dimension tab below.

59
56
57
56
i 55
w 54
53
52
0
Brushy Mountain UT3 - R2 (XS 8) Riffle ---
10 20 30 40 50
Width from River Left to Right (e)
dimensions
2.3
x -section area
0.7
d mean
3.1
width
4.2
wat P
0.8
d max
0.5
h d rad,
4.3
bank ht
4.2
Wd ratio
3.2
W flood prone area
1.0
ant ratio
hydraulics
0.0
ielocit fUsec
x -section area
width
0.0
discharge rate Q cfs
d max
bank ht
0.00
shear stress lbs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power lbs/ft/sec
0 00
0.00
Froude number
7 00
0.0
friction factor u/u'
4:0
threshold rain size mm
check rom cha net materia
0
measured D8h%4 mm
0 0
relative rou se 0 0 fr,c- factor
0.000
Mannin 's n from channel material
1
0.9
0B
0.7
0.6
0.5
A 0.4
w 0.3
0.2
0.1
0
0
distance
Pool -
0.2 0.4 0.6 0.8 1 1
Width from River Left to Right lel
section:
dimensions
0.0
0.0
0.0
0.0
x -section area
width
0.0
0.0
0.0
d mean
wet P
d max
bank ht
h d radi
hydraulics
0 00
shear stress Ibs/ft s
7 00
shear velocity ft/sec
_G0
threshold grain size mm

Brushy Mountain - SQT Tool Cross Sections (2017)
UT3 R2
Variable Med Min Max ave SD
Abkf
2.3
2.3
2.3
2.3
0.0
Wbkf
3.9
3.1
6.8
4.4
1.6
Dave
0.6
0.3
0.7
0.6
0.2
Dmax
0.8
0.5
0.9
0.7
0.2
Wpool
5.7
2.5
6.4
5.1
1.7
Dmax pool
0.6
0.5
1.2
0.7
0.3
FPA
5.0
3.2
8.5
5.4
2.2
Low Bank
3.0
2.6
4.3
3.2
0.7
Apool
2.3
2.3
2.3
2.3
0.0
Ent
1.2
1.0
1.4
1.2
0.1
W/D
5.1
3.7
13.2
6.8
4.4
Dmax/Dave
1.4
1.1
1.7
1.4
0.3
LBR
4.5
3.2
6.0
4.5
1.2
Dpool/Dave
1.2
0.8
2.0
1.2
0.6
Wpool/Wbkf
4.5
3.2
6.0
4.5
1.2
Apool/Abkf
1.0
1.0
1.0
1.0
0.0
Variable
Riffle Cross Sections Information
5
XS#
1
4
6
8
Abkf
2.3
2.3
2.3
2.3
Wbkf
6.8
4.2
3.6
3.1
Dmax
0.5
0.7
0.9
0.8
Bank height
3.1
2.6
3.0
4.3
FPA
8.5
5.0
5.0
3.2
Dave
0.3
0.6
0.6
0.7
Variable
XS #
Abkf
Wbkf
Dmax
Bank height
Dave
isti
Pool Cross Sections Information
2
3
5
7
2.3
2.3
2.3
2.3
6.4
5.6
5.7
2.5
0.5
0.6
0.6
1.2
3.5
2.4
2.7
4.8
0.4
0.4
0.6
0.9

BEHI and Near Bank Shear Stress Analysis
Site Brushy Mountain Steam and Wetland Mitigation Site
NBS
Feet
Stream UT 3 R2
%Eroding
low
law
Bank Length 375
no
Observers AXE
moderate
moderate
145
Dat 3 -Oct -17
39
Station Bank
BEHI
NBS
Erosion Rate
Length Bank Height
Erosion
1 30 left
high
moderate
0.15
30 1
4.5
2 65 left
high
moderate
0.15
35 3.5
18.4
3 110 left
low
low
0
45 2.5
0.0
4 160 left
moderate
moderate
0.05
50 1
2.5
5 175 left
low
low
0
15 3
0.0
6
0.0
7
0.0
8
0.0
9
0.0
10
0.0
it 65 right
moderate
moderate
0.05
65 1.5
4.9
12 120 right
low
low
0
55 4
0.0
13 150 right
v high
moderate
0.8
30 1
24.0
14 180 right
moderate
moderate
0.05
30 4
6.0
15 200 right
low
low
0
20 5
0.0
16
0.0
17
0.0
18
0.0
19
0.0
20
0.0
21
0.0
22
23
24
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
60.3
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
2.2
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
2.9
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.01
Dominant BEHI/NBS Score
BEHI
NBS
Feet
Eroding
%Eroding
low
law
135
no
moderate
moderate
145
yes
39
high
moderate
65
yes
17
high
high
yes
0
v high
moderate
30
yes
8
v high
high
yes
0
Total
375
0
64

Brushy UT3 R2
Median Lp-p =
39.91
Median Wbkf =
3.9
P -P Ratio
10.2
Slope
0.056791
Bed
Riffle
Entrenchment
Point 3escriptioi
Station
Elevation
XS#
Length
BHR
BHR*RL
Ratio
ER*RL
Lp-p
768 UT3_R2-T
0
51.03216
769 pool
17.45
51.0654
770 pool
27.04
51.32789
40.68
771 pool
38.00
51.63119
772 BR
44.79
51.94484
xs8
7.56
5.4
40.8
1.0
7.6
773 TR
52.35
52.32312
774 pool
67.73
52.37687
50.50
775 BR
79.83
55.05503
xs6
30.37
3.3
100.2
1.4
42.5
776 TR
110.21
57.01358
777 pool
118.23
57.11367
19.08
778 br
124.51
57.82161
xs4
6.92
3.7
25.6
1.2
8.3
779 tr
131.43
57.96234
780 pool
137.31
57.86629
39.91
781 BR
154.01
58.17448
15.83
782 TR
169.85
59.85759
783 pool
177.22
59.95427
13.63
784 BR
180.77
61.05142
5.88
785 TR
186.65
61.50335
786 pool
190.85
61.34835
787 BR
195.96
61.64039
xs1
17.04
6.2
105.7
1.3
22.2
788 MR
205.27
62.62424
789 TR
213.00
63.12862
790 end
217.00
63.62744
Total
61.90
272.34
80.54
Weighted BHR
=
4.4
1.3
Total Riffle 83.61
Total Reach 185.96
%Riffle 44.96307

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Catchment Assessment Form Reach UT4 - R1 Rater(s): WGL
Date: 9/25/17
Overall Catchment Condition G
Purpose: This form is used to determine the project's restoration potential
Restoration Potential Level 3 - Geomorphology
CATCHMENT ASSESSMENT
Categories
Description of Catchment Condition
Ratin
Poor
Fair
Good
(P/Fid,
Potential for concentrated flow/impairments
Some potential for concentrated
1 Concentrated Flow (Hydrology)
immediately upstream of the project and no
flow/impairments to reach restoration site,
No potential for concentrated flow/impairments
f
treatments are in place I
however, measures are in place to protect
from adjacent land use
resources
2 Impervious cover (Hydrology)
Greater than 25%
Between 10% and 25%
Less than 10%
G
3 Land Use Change (Hydrology)
Rapidly urbanizing/urban
Single family homes/suburban
Rural communities/slow growth or primarily
G
forested
Roads located in or adjacent to project reach i
No roads in or adjacent to project reach. No
4 Distance to Roads (Hydrology)
and/or major roads proposed in 10 year DOT
more than one major road proposed in 10 year
No roads in or adjacent to project reach. No
F
plans
DOT plans.
proposed roads in 10 year DOT plans.
5 Percent Forested (Hydrology)
<= 20%
>20% and <70%
>=70%
F
6 Riparian Vegetation (Geomorphology)
50% of contributing stream length has > 25 ft '50-80
% of contributing stream length has > 25 ft
>80% of contributing stream length has > 25 ft
G
corridor width
corridor width
corridor width
7 Sediment Su pply (Geomor holo
(Geomorphology)
High sediment supply from upstream bank
Moderate sediment supply from upstream bank Low sediment supply. Upstream bank erosion
erosion and surface runoff
erosion and surface runoff
and surface runoff is minimal
Located on or downstream of a 303(d)
8 listed stream TMDL list
On, upstream, or downstream of 303(d) and no
On, upstream, or downstream of 303(d) and
Not on 303(d) list
G
Ph sicochemical
TMDL/WS Mgmt plan to address deficiencies
i
TMDL/WS Mgmt plan addressing deficiencies
Livestock access to stream and/or intensive
There is little to no agricultural land uses or the
9 Agricultural Land Use
Livestock access to stream and/or intensive
cropland upstream of project reach. A sufficient
livestock or cropland is far enough away from
G
(Physicochemical)
cropland immediately upstream of project reach.!
reach of stream is between Ag. land use and
project reach to cause no impact to water quality
ro'ecl reach.
or biolociv.
10 NPDES Permits (Physicochemical)
Many NPDES permits within catchment or some!
A few NPDES permits within catchment and
No NPDES permits within catchment and none
within one mile of ro'ect reach
none within one mile of project reach
within one mile of project reach
11 Specific Conductance (uS/cm at 25oC)
(Physicochemical)
Piedmont = >229; Blue Ridge = >66
Piedmont = 78-229; Blue Ridge = 41-66
Piedmont = <78; Blue Ridge = <41
No impoundment within 1 mile upstream or
No impoundment upstream or downstream of
Impoundment(s) located within 1 mile upstream
downstream of project area OR impoundment
project area OR impoundment provides
12 Watershed impoundments (Biology)
or downstream of project area and/or has a
does not adversely affect project area but a
beneficial effect on project area and allows for
G
negative effect on project area and fish passage
blockage could exist outside of 1 mile and
fish passage
impact fish passage
Channel immediately upstream or downstream
Channel immediately upstream or downstream
Channel immediately upstream or downstream
13 Organism Recruitment (Biology)
of project reach is concrete, piped, or hardened.
of project reach has native bed and bank
of project reach has native bed and bank
G
material, but is impaired.
material.
14 Percent of Catchment being Enhanced
Less than 40% of the total catchment area is
40 to 60% of the total catchment area is draining Greater than 60% of the total catchment area is
or Restored
draining to the project reach.
to the project reach.
draining to the project reach.
G
15 Other
V''rn,on Lu Catchment Assessment Form 1 of 1 12-28-2016

Site Information and
Performance Standard Stratification
Project Name:
Brushy Mountain
Reach ID:
UT4 - R1
Restoration Potential:
Level 3 - Geomorphology
Existing Stream Type:
G
Proposed Stream Type:
Bc
Region:
Piedmont
Drainage Area (sqmi):
0.05
Proposed Bed Material:
Gravel
Existing Stream Length (ft),
782
Proposed Stream Length (ft)
860
Stream Slope (%):
6.31
Flow Type:
Intermittent
River Basin:
Yadkin-PeeDee
Stream Temperature:
Warmwater
Data Collection Season:
Fall
Valley Type:
Confined Alluvial
Notes
1. Users input values that are highlighted based on restoration potentia
2. Users select values from a pull-down mens
3. Leave values blank for field values that were not measures
FUNCTIONAL CHANGE SUMMARY
Exisiting Condition Score (ECS)
0.16
Proposed Condition Score (PCS;
0.49
Change in Functional Condition (PCS - ECS;
0.33
Percent Condition Change
206%
Existing Stream Length (ft)
782
Proposed Stream Length (ft;
860
Additional Stream Length (ft)
78
Existing Functional Foot Score (FFS
125
Proposed Functional Foot Score (FFS
421
Proposed FFS - Existing FFS
296
Functional Change (%)
237%
FUNCTION BASED PARAMETERS SUMMARY
Functional Category
Function -Based Parameters Existing Parameter Proposed Parameter
Hydrology
Hydraulics
Geomorphology
Catchment Hydrology
Reach Runoff 0.46
Floodplain Connectivity
Large Woody Debris
Lateral Stability
Riparian Vegetation
Bed Material
Bed Form Diversity 0.52
Plan Form
Temperature
Physicochemical
Bacteria
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
BMP FUNCTIONAL CHANGE SUMMARY
Existing BMP Functional Feet Score (FFS) 0
Proposed BMP Functional Feet Score (FFS 0
Proposed BMP FFS - Existing BMP FFS 0
Functional Change (%)
FUNCTIONAL FEET (FF) SUMMARY
Existing Stream FFS+ Existing BMP FFS 125
Proposed Stream FFS + Proposed BMP FFS 421
Total Proposed FFS - Total Existing FF! 296
Functional Change (%) 237%
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS PCS
Functional Change
Hydrology
Hydraulics
0.46
0.36
0.77
Geomorphology
0.17
0.54
Physicochemical
Biology

EXISTING CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function -Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Category
Category
Overall
O
Catchment Hydrology
Curve Number
Hydrology
Curve Number
59
0.61
0.46
Functioning At Risk
Reach Runoff
Concentrated Flow Points
3
0.3
0.46
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
8.1
0
0.15
0.15
Entrenchment Ratio
1.2
0.3
Large Woody Debris
LWD Index0.07
k Pieces
5
0.07
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
M/M
0.5
0.25
Percent Streambank Erosion (%]
100
0
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft
2
0.05
Riparian Vegetation
Right Buffer Width (ft)
3
0.07
0.03
Geomorphology
Left Basal Area (sq.ft/acre)
0,17
Not Functioning
Right Basal Area (sq.ft/acre)
Left Stem Density (stems/acre;
0
0
0 lb
Not Functioning
Right Stem Density (stems/acre)
0
0
Bed Material Characterization
Size Class Pebble Count Analyzer (p -value
Pool Spacing Ratio
17.3
0
Bed Form Diversity
Pool Depth Ratio
1.4
0.56
0.52
Percent Riffle
51
1
Aggraclation Ratio
Plan Form
Sinuosity
1.01
0
0.00
Temperature
Summer Daily Maximum ("F)
_
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L
Phosphorus
Total Phosphorus (m L)
Macros
Biotic Index
Biology
EPT Taxa Present
Fish
North Carolina Index of Biotic Integrity

PROPOSED CONDITION ASSESSMENT
Roll Up Scoring
Functional Category
Function-Based Parameters
Measurement Method
Field Value
Index Value
Parameter
Cate o Cate o Overall Overall
Catchment Hydrology
Curve Number
Curve Number
58
0.63
Hydrology
y gy
082
Reach Runoff
Concentrated Flow Points
0
1
0.82
Soil Compaction
Hydraulics
Floodplain Connectivity
Bank Height Ratio
1.1
0.84
0.92
0.92
Entrenchment Ratio
3.5
1
Large Woody Debris
LWD Index
0.98
ft Pieces
29
0.98
Erosion Rate (ft/yr)
Lateral Stability
Dominant BEHI/NBS
L/L
1
1.00
Percent Streambank Erosion
5
1
Left Canopy Coverage (%)
Right Canopy Coverage (%)
Left Buffer Width (ft;
60
1
Right Buffer Width (ft)
60
1
Geomorphology
Riparian Vegetation
Left Basal Area (sq.ft/acre)
0.75
0.71
Right Basal Area (sq.ft/acre)
0.49 Functioning At Risk
Left Stem Density (stems/acre;
320
0.5
Right Stem Density (stems/acre)
320
0.5
Bed Material Characterization
Size Class Pebble Count Analyzer (p-value
Pool Spacing Ratio
4
1
Bed Form Diversity
Pool Depth Ratio
1.9
1
0.82
Percent Riffle
66
0.47
Aggradation Ratio
Plan Form
_
Sinuosity
1.1
0
0.00
Tem erature
Summer Daily Maximum ("F)
Bacteria
Fecal Coliform (Cfu/100 ml)
Physicochemical
Organic Carbon
Leaf Litter Processing Rate
Percent Shredders
Nitrogen
Total Nitrogen m L)
Phosphorus
Total Phosphorus (mL
Biotic Index
Biology
Macros
EPT Taxa Present
Fish
I North Carolina Index of Biotic Inte riq

Site Information
BMP Routine
Site Information
BMP 1
BMP ID
Effective Stream Length (ft;
Basin Area treated b BMP (Ac)
Existing Condition Assessment
Effective Stream Length (ft;
Function -Based Parameters
Measurement Method Field Value
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m /L
Phosphorus
JFSLAT (m /L
Phosphorus
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum (°F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT (m L
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FES - Existing FF5
Site Information
BMP 2
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivitv
Specific Conductivity (uS/cm at 25" C)
Nitrogen
JFSLAT m L)
Phosphorus
JFSLAT m L
Proposed Condition Assessment
Function -Based Parameters
Measurement Method
Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT (m L
Phosphorus
JFSLAT (m L)
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

Site Information
BMP 3
BMP ID
Basin Area treated by BMP (Ac)
Effective Stream Length (ft;
Existing Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ("F)
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L)
Proposed Condition Assessment
Function -Based Parameters
Measurement Method Field Value
Index Value
Runoff
Impervious Cover (%)
Temperature
Summer Daily Maximum ('F)
#NAME?
Specific Conductivity
Specific Conductivity (uS/cm at 25°C)
Nitrogen
JFSLAT m L
Phosphorus
JFSLAT m L
Results
BMP Existing Score
BMP Proposed Score
Existing BMP Functional Foot Score
Proposed BMP Functional Foot Score
Proposed FFS - Existing FF5

FUNCTIONAL CATEGORY REPORT CARD
FUNCTION BASED PARAMETERS SUMMARY
Functional
Category
Function -Based
Parameters
Existing
Parameter
Proposed As -Built Monitoring Year
Parameter
Hydrology
Catchment Hydrology
Geomorphology
Reach Runoff
0.46
Physicochemical
Hydraulics
Floodplain connectivity
Biology
Large Woody Debris
0.07 ,
0.49 0
Functional Feet
Lateral Stability
0.25 '
Geomorphology
Riparian Vegetation
0.03
Bed Material
Bed Form Diversity
0.52
Sinuosity
Temperature
Bacteria
Physicochemical
Organic Matter
Nitrogen
Phosphorus
Biology
Macros
Fish
FUNCTIONAL CATEGORY REPORT CARD
Functional Category
ECS
PCS As -Built Monitoring Year
Hydrology
0.46
Hydraulics
Geomorphology
Physicochemical
Biology
Overall Score
0.16
0.49 0
Functional Feet
125
421 0

52
51
50
49
° 46
w 47
46
45
Brushy Mountain UT4 - R1 (XS 1) Pool -
0 5 10 15 20 25 30 35 40
Width from River Left to RUM (ft)
Brushy Mountain UT4 -Ri (XS 1)
100.00
H"PMEIM
dimensions
2.3
3.5
0.9
3.1
x -section area
width
0.7
4.3
0.5
d mean
wet P
d max
bank ht
h d rade
FS
FS W fpa
h drau ics
0.00 shear stress Ibs/ft s
0.00 shear velocity fVsec
OU threshold rain -e mm
46
47
46
45
c
44
43
4
W 42
41
40
39
Brushy Mountain UT4 - R1 (XS 2) Riffle ---
0 5 10 15 20 25 30 -.
Width from River Left to Right (ft)
description. =
height of instrument (ft).
s
omit distance FS
FS
FS W fpa
channel
Manning's
notes t. (ft ft
elevation
bankfutl
top of bank ft
aloe (°o
"n"
44.69016
45.1305440
H
45.13
r
43.57035
f r r •
41.85432
dimensions
40.41043
2.3
x -section area
0.4
d mean
40.67007
5.9
width
6.4
wet P
M
40.27976
0.6
d max
0.4
h d radi
40.33367
4.9
bank ht
15.2
Wd ratio
42.30151
7.0
W flood prone area
1.2
ent ratio
44.45265
45.6009
h drau ics
46.21477
0.0
_
i
velocity ft/sec
47.06957
0.0
•
dischar rate, l] cis
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power(lbs/ft/sec)
_
0.00
Froude number
0.0
friction factor u/u'
&6
threshold grain size mm
check from channel materia
❑
_ _ _
0
measured D4 mm
8hh!Zs
0.0
relative rou I
0.0
fnc. factor
0 00-
Mannm 's n from channel
material

Brushy Mountain UT4 - R 1 (XS 3) Pool --
47
45
43
4 41
w
39
37
35
0 10
section:
PO
description:
height of instrument ft
omit distance FS
notes of. (Itl lftl e
20 30 40
Width from Rver Left to Right (n)
bankfull I too of
50 60
7rensions
2.3
3.2
1.0
7.9
x -Section area
width
0.'
4.1
0.6
d mean
wet P
h d radi
d max
bank ht
Wld ratio
ent ratio
th rau ics
2.3
3.8
0.7
5.1
5.0
x -section area
width
0.6
4.5
0.5
6.3
1.3
d mean
wet P
h d radi
d max
bank ht
Wld ratio
ent ratio
0.00
shear stress Ibs/ft s
discharge rate, cfs
0.00
shear ,eloci ftlsec
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power Ibslft/sec
0:0
threshold rain size mm
0.00
Froude number
0.0
fiction factor u/u"
0-0
threshold grain size mm
_ _
check m c andel material
_
0
measured D6 4 "in
Brushy Mountain UT4 - R1 (XS 4) Rifle —
43
42
41
40
39
3e
37 —
36
35
0 5 10 15 20 25 30 35 40 45 50
Width from River Lett to Right (ftl
of instrument
dimensions
2.3
3.8
0.7
5.1
5.0
x -section area
width
0.6
4.5
0.5
6.3
1.3
d mean
wet P
h d radi
d max
bank ht
Wld ratio
ent ratio
W flood prone area
03584
hydraulics
46613
0.0
velocity ft/sec
18062
0.0
discharge rate, cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power Ibslft/sec
0.00
Froude number
0.0
fiction factor u/u"
0-0
threshold grain size mm
_ _
check m c andel material
_
0
measured D6 4 "in
0.0
relative roughness 0.0 frit. factor
0.000 I Mannings n from channel materia

Brushy Mountain UT4 - Rt (XS 5) Pool -
44
43
42
41
40
_ 39
_ 38
w 37
36
35
34
notes
41
40
39
38
37
36
w 35
34
33
32
0 5 10 15 20 25 30 35 4C A' 0
Width from River Left to Right (fl)
of instrument
bankfull stop of ba
dimensions
2.3
4.1
0.6
6.7
x- section area
width
0.5
4,7
0.5
d max
bank ht
Ed
35.0528
2.3
x -section area
rams
0.00 shear stress Ibslft s
000 shear velocity fVsec
4,9 threshold grain size mm
9=-
Brushy Mountain UT4 - R1 (xS 6) Riffle --
10 20 30 4D 50 60
Width from R- Left to Right (ft;
Brushv Mountain UT4 - R7 IXS 61
of instrument
36.31699
dimensions
35.0528
2.3
x -section area
0.6
3323588
3.8
width
4.5
3307542
0.7
d max
0.5
Imean
33.09962
5.7
bank ht
6 4
34.59533
4
36.90644
38.29588
hydraulics
39.35706
0.0
veloci tUsec
39.94708
0.0
dischar a rate Q cfs
39.75431
0.00
shear stress Ibs/ft s
"
0.00
shear velocity (ft/sec)
0.000
unit stream power (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
4:&
threshold grain size mm)
check from channel materia
0
measured D84 mm
0.0
relative rou hr,,,.0.0
fric. factor
_
0 .00 01
Mannin 's in from channel
material

40
39
38
37
36
35
34
w 33
32
31
30
Brushy Mountain UT4 - R1 (XS 7) Pool —
0 10 20 3c 40
Width from River Left to Right (it)
distance
elevation
50 6^
dimensions
2.3
4.8
0.7
5.4
x- section area
width
0.5
5.4
0.4
d mean
wet P
h d rad,
d max
bank ht
hydraulics
0.00
shear stress Ibslft s
0 00
shear velocity (ft/sec)
0.0
threshold grain size mm
additional cross sections make a copy of the "Dimension" worksheet.
create a copyright click" on the dimension tab below.

T
N
N
C
O
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BEHI and Near Rank (hear are,, e -1-k
Site I Brushy Mountain Steam and Wetland Mitigation Site
NBS
Feet
Eroding
Stream JUT4 R1
low
low
Bank Length
470
moderate
Observers AXE
220
yes
47
Dat
3 -Oct -17
30
Station Bank
BEHI
NBS
Erosion Rate
Length Bank Height
Erosion
1 25 right
moderate
moderate
0.05
25
3.5
4.4
2 55 right
high
moderate
0.15
30
5
22.5
3 75 right
moderate
moderate
0.05
20
5
5.0
4 125 right
very high
moderate
0.8
50
5
200.0
5 165 right
moderate
moderate
0.05
40
3.5
7.0
6 205 right
very high
moderate
0.8
40
4.5
144.0
7 230 right
very high
moderate
0.8
25
5.5
110.0
8
0.0
9
0.0
10
0.0
11
0.0
12
0.0
13 45 left
very high
high
1
45
5.5
247.5
14 95 left
moderate
moderate
0.05
50
3.5
8.8
15 155 left
very high
moderate
0.8
60
5
240.0
16 225 left
moderate
moderate
0.05
70
5
17.5
17 240 left
moderate
moderate
0.05
15
3.5
2.6
18
0.0
19
0.0
20
0.0
21
0.0
22
0.0
23
24
Sum erosion sub -totals for each BEHI/NBS
Total Erosion (ft3/yr)
1009.3
Divide total erosion (ft3) by 27
Total Erosion (yd/yr)
37.4
Multiply Total erosion (yard3) by 1.3
Total Erosion (tons/yr)
48.6
Erosion per unit length
Total Erosion (Tons/yr/ft)
0.10
Dominant BEHI/NBS Score
BEHI
NBS
Feet
Eroding
%Eroding
low
low
no
moderate
moderate
220
yes
47
high
moderate
30
yes
6
high
high
yes
0
v high
moderate
175
yes
37
v high
high
45
yes
10
Total
470
0
100

Brushy UT4 R1
Median Lp-p =
65.64
Median Wbkf =
3.8
P -P Ratio
17.3
Slope
0.063091
Bed
Riffle
Entrenchment
Point Descriptioi
Station
Elevation
XS#
Length
BHR
BHR"RL
Ratio
ER'RL
Lp-p
656 Trib4_R1
0
32.11554
657 pool
28.98
32.591
65.64
658 BR
49.17
33.03381
xs6
29.62
8.1
239.9
1.2
35.5
659 MR
63.80
34.8385
660 TR
78.79
35.20526
661 pool
94.62
35.0307
22.65
662 BR
97.41
35.7767
xs4
12.30
7.3
89.8
1.3
16.0
663 TR
109.72
35.92962
664 pool
117.27
36.01002
114.36
665 BR
126.93
36.78929
xs2
60.91
8.2
499.5
1.2
73.1
666 MR
147.71
42.31284
667 MR
178.99
43.53857
668 TR
187.84
44.92323
669 pool
231.63
45.36346
670 BR
253.30
45.91306
Total
102.83
829.21
124.63
Weighted BHR
=
8.1
1.2
Total Riffle 102.83
Total Reach 202.64
%Riffle 50.74661

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APPENDIX D.
NON-STANDARD BUFFER WIDTH CALCULATIONS
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

APPENDIX D.
NON-STANDARD BUFFER WIDTH CALCULATIONS
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Dwn. By:
FIGURE
Axiom Environmental
Mr. Charles Evans
AMR
snow Ave
Raleigh, NC 27607
Raleigh,
POTENTIAL RESTORATION SITE
1
Date:
[phone]
Erect r—tai M.
Yadkin County, North Carolina
June 2018
Project.

Site Name: ., r. ,raw-,ll,,,d8,-st,­tion Site
USACE Action ID:
NCDWR Project Number:
Sponsor:
County:
Minimum Required Buffer Width: 50
Mitigation Type
Restoration (1:1)
Enhancement 1(1.5:1)
Enhancement II (2.5:1)
Presentation (5:1)
Other(7.5:1)
Other (10:1)
Custom Ratio 1
Custom Ratio 2
Custom Ratio 3
Custom Ratio 4
Custom Ratio 5
Totals
Buffer Zones
Max Possible Buffer (square feet)'
Ideal Buffer (square feet)'
Actual Buffer (square feet)`
Zone Multiplier
Buffer Credit Equivalent
Percent of Ideal Buffer
Credit Adjustment
Mitigation Ratio Creditable Stream
Baseline Stream Credit
4732.00
72.00
190.80
2760
5593.00 5022.40
Wilmington District Stream Buffer Credit Calculator
Buffer Width Zone (feet from Ordinary High Water Mark)
less than 15 feet
>15 to 20 feet
>20 to 25 feet
>25 to 30 feet
>30 to 35 feet
>35 to 40 feet
>40 to 45 feet
>45 to 50 feet
>50 to 75 feet
>75 to 100 feet
>100 to 125 feet
>125 to 150 feet
167290
55930
55930
55930
55930
55930
55930
55930
279650
279650
27%50
279650
.��v..
...t/I. 2
1S-4
5492798
--
163624-10
198W3
198822-63
'.6340':`
.128.55
5095968
4955442
146084.03
64332
50387.93
50%
10%
10%
10%
5%
5%
5%
5%
7%
5%
4%
4',
2511.20
502.24
502.24
502.24
251.12
251.12
251.12
251.12
351.57
251.12
200.90
200.90
97%
94%
93%
91%
90%
89%
88%
87%
55%
32%
25%
24%
-69.88 1
-28.44
-35.96
-44.83
1 -24.57
-26.82 1
2969
-3242
194.82
81.59
50.91
48.74
Total Baseline Credit Credit Loss in Required Credit Gain for Net Change in Total Credit
Buffer Additional Buffer Credit from Buffers
5022.40 -292.60 376.06 83.46 5105.86
'Minimum standard buffer width measured from the top of bank (50 feet in piedmont and coastal plain counties or 30 feet in mountain counties)
'Use the Custom Ratio fields to enter non-standard ratios, which are equal to the number of feet in the feet -to -credit mitigation ratio (e.g., for a perservation ratio of 8 feet to 1 credit, the multiplier would be 8).
'Equal to the number of feet of stream in each Mitigation Type. If stream reaches are not creditable, they should be excluded from this measurement, even if they fall within the easement.
°This amount is the maximum buffer area possible based on the linear footage of stream length if channel were perfectly straight with full buffer width. This number is not used in calculations, but is provided as a reference.
'Maximum potential size (in square feet) of each buffer zone measured around all creditable stream reaches, calculated using GIS, including areas outside ofthe easement. The inner zone (0-15') should be measured from thetop ofthe OHWM orthe edge ofthe average stream width if OHWM is not known. Non -creditable stream
reaches within the easement should be removed prior to calculating this area wtih GIS.
'Square feet in each buffer zone, as measured by GIS, excluding non -forested areas, all other credit type (e.g., wetland, nutrient offset, buffer), easement exceptions, open water, areas failing to meet the vegetation performance standard, etc. Additional credit is given to 150 feet in buffer width, so areas within the easement that are
more than 150 feet from creditable streams should not be included in this measurement. Non -creditable stream reaches within the easement should be removed prior to calculating this area wtih GIS.

APPENDIX E.
DRAFT BANK SITE CONSERVATION EASEMENT
USACE WILMINGTON DISTRICT
DRAFT ASSIGNMENT TO NCWHF
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

RECORDING REQUESTED BY
AND WHEN RECORDED MAIL TO:
SPACE ABOVE THIS LINE FOR
RECORDER'S USE
PERMANENT CONSERVATION EASEMENT
THIS CONSERVATION EASEMENT ("Conservation Easement") is made this
day of 2018, byand between Charles D. Evans and wife,
Ateree H. Evans, e tenants. Charlene Renae E. Cheek. ownerof a 50% undivided
interest, and husband. Randy Franklin Cheek. and Tony Davis Evans, owner of a 50%
undivided interest and wife Lisa Vogels Evans (collectively "Grantor") and
Restoration Systems. LLC. a North Carolina limited liability company ("Grantee"l.
The designation Grantor and Grantee as used herein shall include said parties, their
heirs, successors and assigns, and shall include singular, plural, masculine, feminine or
neuter as required by context.
RECITALS
WHEREAS, Grantor owns in fee simple certain real property situated, lying and

being in Yadkin County, North Carolina, more particularly described in Exhibit A
attached hereto and incorporated herein (the "Property" ) -j,
WHEREAS, Grantee is a North Carolina limited liability company who will be
assigning its interest to North Carolina Wildlife Habitat Foundation, Inc., a North Carolina non-
profit corporation. who is a charitable, not-for-profit or educational corporation, association, or
trust qualified under § 501 (c)(3) and § 170 (h) of the Internal Revenue Code, the purposes or
powers of which include one or more of the purposes (a) – (d) listed below;_
(a) retaining or protecting natural, scenic, or open -space aspects of realproperty;
044b ensuring the availability of real property for recreational, educational, or
open -space use;
{c+Lc protecting natural resources;
(4(M maintaining or enhancing air or water quality.
WHEREAS, Grantor and Grantee recognize the conservation, scenic, natural, or
aesthetic value of the property in its natural state, which includes the following natural
communities: : wetlands- and streams aRGI FipaFiaR huffers.The
purpose of this Conservation Easement is to maintain streams, wetlands and riparian resources
and other natural values of approximately —23.29 acres, more or less, and being more
particularly described in Exhibit B attached hereto and incorporated fully herein by reference
(the "Conservation Easement Area"), and to prevent the use or development of the
Conservation Easement Area for any purpose or in any manner that would conflict with the
maintenance of its natural condition.
WHEREAS, the restoration, enhancement and preservation of the Conservation
Easement Area is a condition of the approval of the Mitigation Banking Instrument
(MBI) and Mitigation Plan for the Brushy Mountain Stream and Wetland
Mitigation Bank, Department of the Army (DA) Action ID Number SAW-,, ^�Q2017-
01463, titled "Agreement to Establish the Brushy Mountain Stream and Wetland Mitigation
Bank in the Yadkin River Basin within the State of North Carolina", entered into by and
between Restoration Systems, LLC acting as the Bank Sponsor and the Wilmington District
Corps of Engineers (Corps), in consultation with the North Carolina Interagency Review
Team (IRT). The Brushy Mountain Stream and Wetland Mitigation Site has been approved
by the Corps for use as a mitigation bank to compensate for unavoidable stream and wetland
impacts authorized by DA permits.
WHEREAS, Grantor and Grantee agree that third -party rights of enforcement
shall be held by the U.S. Army Corps of Engineers, Wilmington District ("Third -Party,"
to include any successor agencies), and may be exercised through the appropriate
enforcement agencies of the United States, and that these rights are in addition to, and do
not limit, the rights of enforcement under the Department of the Army instrument
number SAW -2017-01463 ("Mitigation Banking Instrument"), or any permit or
certification issued by the Third -Party.

NOW, THEREFORE, for and in consideration of the covenants and representations
contained herein and for other good and valuable consideration, the receipt and legal
sufficiency of which is hereby acknowledged, Grantor hereby unconditionally and
irrevocably grants and conveys unto Grantee, its heirs, successors and assigns, forever and
in perpetuity a Conservation Easement of the nature and character and to the extent
hereinafter set forth, over the Conservation Easement Area described on Exhibit B, together
with the right to preserve and protect the conservation values thereof, as follows:
ARTICLE I.
DURATIONOF EASEMENT
This Conservation Easement shall be perpetual. This Conservation Easement is an
easement in gross, runs with the land and is enforceable by Grantee against Grantor,
Grantor's personal representatives, heirs, successors and assigns, lessees, agents and
licensees.
ARTICLE II.
PROHIBITED AND RESTRICTED ACTIVITIES; FENCING OBLIGATIONS
Any activity on, or use of, the Conservation Easement Area inconsistent with the
purpose of this Conservation Easement is prohibited. The Conservation Easement Area
shall be preserved in its natural condition and restricted from any development that would
impair or interfere with the conservation values of the Conservation Easement Area.
Without limiting the generality of the foregoing, the following activities and uses are
expressly prohibited, restricted or reserved as indicated hereunder:
A. Disturbance of Natural Features. Any change disturbance, alteration or impairment
of the natural features of the Conservation Easement Area or any introduction of non-native
plants and/or animal species is prohibited.
B. Construction. There shall be no constructing or placing of any building, mobile
home, asphalt or concrete pavement, billboard or other advertising display, antenna, utility pole,
tower, conduit, line, pier, landing, dock or any other temporary or permanent structure or facility
on or above the Conservation Easement Area.
C. Industrial, Commercial and Residential Use. Industrial, residential and/or
commercial activities, including any rights of passage for such purposes are prohibited.
D. Agricultural, Grazing and Horticultural Use. Agricultural, grazing, animal
husbandry, and horticultural use of the Conservation Easement Area are prohibited.
E. Ve eg_tation. There shall be no removal, burning, destruction, harming, cutting or
mowing of trees, shrubs, or other vegetation in the Conservation Easement Area except as
provided in the Mitigation Plan. Mowing of invasive and herbaceous vegetation for purposes
of enhancing planted or volunteer trees and shrubs approved in the Mitigation Plan is allowable

once a year for no more than five consecutive years from the date on page 1 of this
Conservation Easement, except where mowing will negatively impact vegetation or disturb
soils. Mowing activities shall only be performed by Restoration Systems. LLC and shall not
violate any part of Item L of Article II.
F. Roads and Trails. There shall be no construction of roads, trails or walkways on
the Conservation Easement Area; nor enlargement or modification to existing roads, trails or
walkways.
G. Signage. No signs shall be permitted on or over the Conservation Easement Area,
except the posting of no trespassing signs, signs identifying the conservation values of the
Conservation Easement Area, signs giving directions or proscribing rules and regulations for
the use of the Conservation Easement Area and/or signs identifying the—Grantor as owner of
the Conservation Easement Area.
H. Dumping or Storage. Dumping or storage of soil, trash, ashes, garbage, waste,
abandoned vehicles, appliances, machinery or hazardous substances, or toxic or hazardous
waste, or any placement of underground or aboveground storage tanks or other materials on the
Conservation Easement Area is prohibited.
I. Excavation, Dredging or Mineral Use. There shall be no grading, filling,
excavation, dredging, mining or drilling; no removal of topsoil, sand, gravel, rock, peat,
minerals or other materials, and no change in the topography of the land in any manner on
the Conservation Easement Area, except to restore natural topography or drainage patterns.
For purposes of restoring and enhancing streams and wetlands
within the Conservation Easement Area, Restoration Systems, LLC is allowed to
perform grading, filling, and excavation associated with stream and wetland restoration and
enhancement activities as described in the Mitigation Plan and authorized by Department of
the Army Nationwide Permit 27.
J. Water Quality and Drainage Pattern. There shall be no diking, draining, dredging,
channeling, filling, leveling, pumping, impounding or related activities, or altering or tampering
with water control structures or devices, or disruption or alteration of the restored, enhanced, or
created drainage patterns. In addition, diverting or causing or permitting the diversion of surface
or underground water into, within or out of the easement area by any means, removal of
wetlands, polluting or discharging into waters, springs, seeps, or wetlands, or use of pesticide
or biocides is prohibited.
K. Development Rights. No development rights that have been encumbered or
extinguished by this Conservation Easement shall be transferred pursuant to a transferable
development rights scheme or cluster development arrangement or otherwise.
L. Vehicles. The operation of mechanized vehicles, including, but not limited to,
motorcycles, dirt bikes, all -terrain vehicles, cars and trucks is prohibited other than for
temporary or occasional Name, access by the g^*^" S^^^`^" ame theRestoration S
8ystems. LLC.
i)A05')O 114A 26275

Grantee, +-stheir employees and agents, successors, assigns, and the Corps for purposes of
constructing, maintaining and monitoring the restoration, enhancement and preservation of
streams, wetlands and riparian areas within the Conservation Easement Area..
M. Other Prohibitions. Any other use of, or activity on, the Conservation
Easement Area which is or may become inconsistent with the purposes of this grant, the
preservation of the Conservation Easement Area substantially in its natural condition, or
the protection of its environmental systems, is prohibited.
To ensure compliance with Article 1I, Section D prohibiting agricultural, grazing, animal
husbandry, and horticultural use within the Conservation Easement Area and without in any
manner limiting the obligations of Grantor under Article VII, Section F below, at any time that
any portion of the Property is used for animal grazing, animal husbandry, raising livestock or
similar uses, Grantor, at its sole cost and expense and before beginning such use, shall erect
fencing ('Fencing") to exclude all livestock and animals from the Conservation Easement.
Grantor, at its sole cost and expense, shall maintain, repair, and replace the Fencing as
necessary to ensure that it is functioning and in good order and repair. For the avoidance
of doubt, the obligations with respect to the Fencing shall bind Grantor as well as its personal
representatives, heirs, successors and assigns, including without limitation successors -in -
title to the Propertv, and the Fencing as well as the installation and use thereof must comport
in all other respects with all terms and conditions of this Conservation Easement.
ARTICLE III
GRANTORS DCCC,R;;RESERVED RIGHTS
Toe -Grantor expressly reserves for himself, his personal representatives, heirs,
successors or assigns, the right to continue the use of the Conservation Easement Area for all
purposes not inconsistent with this Conservation Easement, including, but not limited to, the
right to quiet enjoyment of the Conservation Easement Area, the rights of ingress and egress,
the right to hunt, fish, and hike on the Conservation Easement Area, the right to sell, transfer,
gift or otherwise convey the Conservation Easement Area, in whole or in part, provided such
sale, transfer or gift conveyance is subject to the terms of, and shall specifically reference, this
Conservation Easement.
Notwithstanding the foregoing Restrictions, Grantor reserves for Grantor, its
successors and assigns, including Restoration Systems, LLC acting as the Bank
Sponsor, the right to construct and perform activities related to the restoration, enhancement,
and preservation of streams, wetlands and riparian areas within the Conservation Easement
Area in accordance with the approved Brushy Mountain Stream and Wetland Mitigation
Plan, and the Mitigation Banking Instrument described in the Recitals of this Conservation
Easement.

ARTICLE W.
GRANTEE'S RIGHTS
rt44---Grantee or its authorized representatives, successors and assigns, and the Corps,
shall have the right to enter the Property and Conservation Easement Area at all reasonable
times for the purpose of inspecting the Conservation Easement Area to determine if tie
Grantor, or his personal representatives, heirs, successors, or assigns, is complying with the
terms, conditions, restrictions, and purposes of this Conservation Easement. The Grantee,
€RteFSpeRse;—NameRestoration Systems. LLC, and its authorized representatives,
successors and assigns, and the Corps without limiting any other rights set forth in this
Conservation Easement in their favor, shall also have the right to enter and go upon the
Conservation Easement Area for purposes of making scientific or educational observations
and studies, and taking samples. The easement rights granted herein do not include public
access rights.
ARTICLE V
ENFORCEMENT AND REMEDIES
A. To accomplish the purposes of this Easement, Grantee; and the Corps
are allowed to prevent any activity on or use of the Conservation Easement Area that is
inconsistent with the purposes of this Easement and to require the restoration of such areas
or features of the Conservation Easement Area that may be damaged by such activity or
use. Upon any breach of the terms of this Conservation Easement by Grantor that comes
to the attention of th-e-Grantee, t4e-Grantee shall notify t#e-Grantor in writing of such
breach. T44L-Grantor shall have 30 days after receipt of such notice to correct the
conditions constituting such breach. If the breach remains uncured after 30 days, tie
Grantee may enforce this Conservation Easement by appropriate legal proceedings
including damages, injunctive and other relief. Notwithstanding the foregoing, t#e
Grantee reserves the immediate right, without notice, to obtain a temporary restraining
order, injunctive or other appropriate relief if the breach of the terms of this Conservation
Easement is or would irreversibly or otherwise materially impair the benefits to be
derived from this Conservation Easement. T* -Grantor and Grantee acknowledge that
under such circumstances damage to t#e Grantee would be irreparable and remedies at
law will be inadequate. The rights and remedies of thie-Grantee provided hereunder shall
be in addition to, and not in lieu of, all other rights and remedies available to Grantee in
connection with this Conservation Easement. The costs of a breach, correction or
restoration, including #k --Grantee's expenses, court costs, and attorneys' fees, shall be
paid by Grantor, provided Grantor is determined to be responsible for the breach. The
Corps shall have the same rights and privileges as the said Grantee to enforce the terms
and conditions of this Conservation easement.
B. No failure on the part of tie Grantee to enforce any covenant or provision hereof
shall discharge or invalidate such covenant or any other covenant, condition, or provision
hereof or affect the right to Grantee to enforce the same in the event of a subsequent breach or
default.

C. Nothing contained in this Conservation Easement shall be construed to entitle
Grantee to bring any action against Grantor for any injury or change in the Conservation
Easement Area resulting from causes beyond #w—Grantor's control, including, without
limitation, fire, flood, storm, war, acts of God or third parties, except Grantor's lessees or
invitees; or from any prudent action taken in good faith by Grantor under emergency conditions
to prevent, abate, or mitigate significant injury to life, damage to property or harm to the
Conservation Easement Area resulting from such causes.
ARTICLE VI
ACCESS EASEMENT
In addition, Grantor hereby gives, grants, assigns, and conveys to Grantee, for
the benefit of the Grantee and its heirs. successors and assigns, including but not limited to
their respective employees, contractors, subcontractors, independent contractors, and
licensees a perpetual and non-exclusive right, privilege, license and easement for
pedestrian and vehicular access, ingress, egress, and regress (the "Access Easements"l,
over, across, through, and upon those portions of the Property being more particularly
described in Exhibit C. attached hereto and incorporated fully herein by reference
(collectively the "Access Easement Areas"). TO HAVE AND TO HOLD such rights,
privileges, licenses, and easements, forever. For the avoidance of any doubt. the Access
Easement Areas are not subject to the restrictions set forth in Article ll, except Article 11.
Subsections (B). (H). (I), and (M: provided, however. the Access Easements shall otherwise
be subject in all respects to the terms of this Conservation Easement.
ARTICLE VII
MISCELLANEOUS
A. Warranty. Grantor warrants, covenants and represents that it owns the Property
in fee simple, and that Grantor eitheFowns all interests in the Property which may be impaired
by the granting of this Conservation Easement efand that there are no outstanding mortgages,
tax liens, encumbrances, or other interests in the Property which have not been expressly
subordinated to this Conservation Easement. Grantor further warrants that Grantee shall have
the use of and enjoy all the benefits derived from and arising out of this Conservation
Easement, and that Grantor will warrant and defend title to the Property against the claims of
all persons.
B. Subsequent Transfers. The Grantor agrees to incorporate the terms of this
Conservation Easement in any deed or other legal instrument that transfers any interest in all
or a portion of the Conservation Easement Area. Toe -Grantor agrees to provide written
notice of such transfer at least sixty (60) days prior to the date of the transfer. Grantor
and Grantee agree that the terms of this Conservation Easement shall survive any merger of
the fee and easement interests in the Conservation Easement Area or any portion thereof and
shall not be amended, modified or terminated without the prior written consent and approval
of the Corps.

C. Assignment. The parties recognize and agree that the benefits of this
Conservation Easement are in gross and assignable provided, however that the -Grantee
hereby covenants and agrees, that in the event it transfers or assigns this Conservation
Easement, the organization receiving the interest will be a qualified holder pursuant to 33
CFR 332.7 (a)(1), N.C. Gen. Stat. § 121-34 et seq. and § 501 (c)(3) and § 170 (h) of the
Internal Revenue Code, and the -Grantee further covenants and agrees that the terms of the
transfer or assignment will be such that the transferee or assignee will be required to continue
in perpetuity the conservation purposes described in this document.
D. Entire Agreement and Severability. The Mitigation Banking Instrument: MBI
with corresponding Mitigation Plan, and this Conservation Easement sets forth the entire
agreement of the parties with respect to the Conservation Easement and supersedes all prior
discussions, negotiations, understandings or agreements relating to the Conservation
Easement. If any provision is found to be void or unenforceable by a court of competent
jurisdiction, the remainder shall continue in full force and effect.
E. Obligations of Ownership. Grantor is responsible for any real estate taxes,
assessments, fees, or charges levied upon the Property. Grantor shall keep the Property free
of any liens or other encumbrances for obligations incurred by Grantor, except those incurred
after the date hereof, which are expressly subject and subordinate to the Conservation
Easement. Grantee shall not be responsible for any costs or liability of any kind related to the
ownership, operation, insurance, upkeep, or maintenance of the Property, except as expressly
provided herein. Nothing herein shall relieve the -Grantor of the obligation to comply with
federal, state or local laws, regulations and permits that may apply to the exercise of the
Reserved Rights.
F. Long -Term Management. If livestock operations will be maintained on the
property, Grantor is responsible for all long-term management activities associated with
fencing to ensure livestock do not have access to the D.,,+,,,.r,,,d PrepeFt�Conservation
Easement Area. These activities include the maintenance and/or replacement of fence
structures, as deemed necessary by Grantee, to ensure the aquatic resource functions
within the boundaries of the °r^*^r*^dP. repo * Conservation Easement Area are sustained.
G. Extinguishment. In the event that changed conditions render impossible the
continued use of the Conservation Easement Area for the conservation purposes, this
Conservation Easement may only be extinguished, in whole or in part, by judicial
proceeding.
H. Eminent Domain. Whenever all or part of the Conservation Easement Area is
taken in the exercise of eminent domain so as to substantially abrogate the Restrictions
imposed by this Conservation Easement, Grantor and Grantee shall join in appropriate
actions at the time of such taking to recover the full value of the taking, and all incidental
and direct damages due to the taking.

I. Proceeds. This Conservation Easement constitutes a real property interest
immediately vested in Grantee. In the event that all or a portion of the Conservation
Easement Area is sold, exchanged, or involuntarily converted following an
extinguishment or the exercise of eminent domain, Grantee shall be entitled to the fair
market value of this Conservation Easement as determined at the time of the
extinguishment or condemnation.
J. Notification. Any notice, request for approval, or other communication
required under this Conservation Easement shall be sent by registered or certified mail,
postage prepaid, to the following addresses (or such address as may be hereafter specified
by notice pursuant to this paragraph):
To Grantor:
Charles D. Evans and wife Ateree H. Evans, life tenants, Charlene Renae E.
Cheek and Husband Randy Franklin Cheek, and Tony Davis Evans and wife Lisa
Voxels Evans
c/o Mr. Charles D. Evans
2449 Macemore Road
Hamptonville, NC 27020
To Grantee:
Restoration Systems,
LLC
1101 Haynes Street,
Suite 211
Raleigh, NC 27604
To Sponsor:
Restoration Systems,
LLC
1101 Haynes Street,
Suite 211
Raleigh, NC 27604
To the Corps:
US Army Corps of Engineers
Wilmington District Regulatory Division
69 Darlington Avenue
Wilmington, NC 28403
K. Failure of Grantee. If at any time Grantee is unable or fails to enforce this
Conservation Easement, or if Grantee ceases to be a qualified grantee, and if within a
reasonable period of time after the occurrence of one of these events Grantee fails to make
an assignment pursuant to this Conservation Easement, then ##@-Grantee's interest shall
become vested in another qualified grantee in accordance with an appropriate proceeding
in a court of competent jurisdiction.

L. Amendment. This Conservation Easement may be amended, but only in a
writing signed by all parties hereto, and provided such amendment does not affect the
qualification of this Conservation Easement or the status of the—Grantee under any
applicable laws, and is consistent with the conservation purposes of this grant.
M. Present Condition of the Conservation Easement Area. The wetlands, scenic,
resource, environmental, and other natural characteristics of the Conservation Easement
Area, and its current use and state of improvement, are described in Section 6
(Existing Conditions) of the Mitigation Plan, prepared by Grantor and acknowledged by
the -Grantor and Grantee to be complete and accurate as of the date hereof. Both Grantor
and Grantee have copies of this report. It will be used by the parties to assure that any
future changes in the use of the Conservation Easement Area will be consistent with the
terms of this Conservation Easement. However, this report is not intended to preclude the
use of other evidence to establish the present condition of the Conservation Easement Area
if there is a controversy over its use.
TO HAVE AND TO HOLD the rights and easements neroetually unto Grantee
for the aforesaid nurooses.
[SIGNATURES FOLLOW ON NEXT PAGE[

TQ- HAVE- AND TQ uni n the said Fights and easemeRtS p „w ally U .,r„ /_.--.. tee f.,. rh.,
IN TESTIMONY WHEREOF, th,-Grantor has hereunto set his hand and seal, the day and
year first above written.
[SEAL]
Charles D. Evans
[SEAL]
Ateree H. Evans
[SEAL]
Charlene Renae E. Cheek
[SEAL]
Randy Franklin Cheek
[SEAL]
Tony Davis Evans
[SEAL]
Lisa Vogels Evans
960590.JBB.26275.T28277 [Type here]

EXHIBIT A
(Legal Description of the Property)
BEING ALL OF that certain approximately 68 acre tract(s) of land in Yadkin County, North Carolina, more
fully described as follows:
(Added)S TOWNSHIP, YADKIN COUNTY �~
BEGINNING on a stone Highland Orchard runs South 2 deg. West
32.50 chains to a stone; thence South 82 deg. West 4.50 chains to a
stake; thence South 31 deg. East 17.77 chains in D. Evans line;
thence North 51 deg. East 11.70 chains to a stone; thence North 39
chains to a stone; thence West 14.87 chains to the beginning
containing 68 acres and being Lot #6 allotted to Marion Holcomb.
AND BEING the same property described in deed recorded in Deed Book 698, Page 146, Yadkin County
Registry.
Tax PIN 4869-0312-0585
960590. JBB.26275.T28277

EXHIBIT B
(Legal Description of the Conservation Easement Area)
Conservation Easement Area 1
All of the Conservation Easement Area 1 of the Brushy Mountain Mitigation Bank Site over a
portion of the land of Charlene Renae E. Cheek and Tony Davis Evans with PIN No.
486903120585, lying and being situated in Knobs Township, Yadkin County, North Carolina
and particularly described as follows (all distances are ground distances unless otherwise noted):
Beginning at an iron stake (Point of Beginning) labeled as Point No. 1 and being the Northeastern
most corner of the Conservation Easement Area 1 and being located North 00'09'19" East
1833.18 feet from an iron stake with a blue cap inscribed: "K2 DESIGN CONTROL POINT"
(Point No. 126) with N.C. Grid Coordinates N=892,061.0374, E=1,461,339.7939' (NAD '83,
2011).
Thence from the Point of Beginning (Point No. 1), South 08°20'21 " West 20.29' to an iron stake;
thence South 47'22'11 " West 132.23' to an iron stake; thence South 35°53'32" West 94.48' to an
iron stake; thence South 12°59'11" East 52.82' to an iron stake; thence South 22025106" West
200.57' to an iron stake; thence South 0105411911 West 44.24' to an iron stake; thence South
44°34'20" West 70.35' to an iron stake; thence South 23°44'51 " West 30.20' to an iron stake;
thence South 12°01'09" West 88.66' to an iron stake; thence South 09014,51 " East 68.00' to an
iron stake; thence South 05°38'21" West 87.23' to an iron stake; thence South 44°47'16" West
103.43' to an iron stake; thence South 0601514411 West 169.26' to an iron stake; thence South
27018'35" East 69.52' to an iron stake; thence South 00017'06" East 132.62' to an iron stake;
thence South 06°34'36" West 111.55' to an iron stake; thence South 02026'06" East 156.77' to an
iron stake; thence South 22'14'48" East 98.67' to an iron stake; thence South 40024'28" East
40.94' to an iron stake; thence South 20°07'28" East 36.89' to an iron stake; thence North
90°00'00" East 28.85' to an iron stake; thence North 16°20'58" East 186.10' to an iron stake;
thence North 22053'49" East 226.56' to an iron stake; thence North 50'10'34" East 103.03' to an
iron stake; thence North 41035'33" East 145.74' to an iron stake; thence South 52057'48" East
116.51' to an iron stake;
thence South 40053'22" West 177.68' to an iron stake; thence South 54'09'18" West 47.64' to an
iron stake; thence South 21°24'38" West 421.80' to an iron stake; thence South 25°34'15" West
92.42' to an iron stake; thence South 17026'38" East 35.95' to an iron stake;
thence South 69027'46" West 160.15' to an iron stake; thence North 09°49'36" West 21.87' to an
iron stake; thence North 62°16'55" West 61.21' to an iron stake; thence North 23046'10" West
146.83' to an iron stake; thence North 41'03'38" West 66.51' to an iron stake; thence North
18039'56" West 173.07' to an iron stake; thence South 89059'27" West 117.13' to an iron stake;
thence North 02°46'51 " East 1557.27' to a planted stone; thence South 83° 12'08" East 599.33' to
an iron stake;
which is the Point of Beginning (Point No. 1), having an area of 16.40 acres, more or less.
Conservation Easement Area 2
All of the Conservation Easement Area 2 of the Brushy Mountain Mitigation Bank Site over a
portion of the land of Charlene Renae E. Cheek and Tony Davis Evans with PIN No.
960590.JBB.26275.T28277

486903120585, lying and being situated in Knobs Township, Yadkin County, North Carolina
and particularly described as follows (all distances are ground distances unless otherwise noted):
Beginning at an iron stake (Point of Beginning) labeled as Point No. 46 and being the
Southeastern most corner of the Conservation Easement Area 2 and being located North
15°32'35" East 747.69 feet from an iron stake with a blue cap inscribed: "K2 DESIGN
CONTROL POINT" (Point No. 126) with N.C. Grid Coordinates N=892,061.0374',
E=1,461,339.7939' (NAD '83, 2011).
Thence from the Point of Beginning (Point No. 46), North 52°57'48" West 122.28' to an iron
stake; thence North 36°04'43" East 188.56' to an iron stake; thence North 42°06'57" East 139.50'
to an iron stake; thence North 63°40'26" East 82.40' to an iron stake; thence South 01'49'51"
West 135.42' to an iron stake; thence South 37°25'07" West 290.49' to an iron stake;
which is the Point of Beginning (Point No. 46), having an area of 0.99 acres, more or less.
Conservation Easement Area 3
All of the Conservation Easement Area 3 of the Brushy Mountain Mitigation Bank Site over a
portion of the land of Charlene Renae E. Cheek and Tony Davis Evans with PIN No.
486903120585, lying and being situated in Knobs Township, Yadkin County, North Carolina
and particularly described as follows (all distances are ground distances unless otherwise noted):
Beginning at an iron stake (Point of Beginning) labeled as Point No. 56 and being the
Northeastern most corner of the Conservation Easement Area 3 and being located North
70°05'53" East 40925 feet from an iron stake with a blue cap inscribed: "K2 DESIGN
CONTROL POINT" (Point No. 126) with N.C. Grid Coordinates N=892,061.0374',
E=1,461,339.7939' (NAD'83, 2011).
Thence from the Point of Beginning (Point No. 56), South 01'17'43" East 389.49' to an axle;
thence South 52'10'53" West 726.29' to an iron stake; thence North 22°09'42" West 51.51' to an
iron stake; thence North 17°35'35" West 51.70' to an iron stake; thence North 15041'46" West
151.79' to an iron stake; thence North 13007'08" West 90.79' to an iron stake; thence North
10030'34" West 95.66' to an iron stake; thence North 09049'36" West 162.23' to an iron stake;
thence North 69°27'46" East 168.46' to an iron stake; thence South 07°57'48" East 228.01' to an
iron stake; thence North 55°16'50" East 46.37' to an iron stake; thence North 75°41'36" East
30.44' to an iron stake; thence North 78°43'32" East 103.79' to an iron stake; thence North
48°46'33" East 76.73' to an iron stake; thence North 76042'41 " East 62.33' to an iron stake; thence
North 32031'32" East 260.79' to an iron stake; thence North 40'14'22" East 66.78' to an iron
stake; thence North 60040'29" East 53.12' to an iron stake; which is the Point of Beginning (Point
No. 56), having an area of 5.90 acres, more or less.
ALL TOGETHER WITH those certain new sixty (60) foot -wide non-exclusive access easements
for ingress, egress, and regress and future utility easement labeled as Access Easement 1 and
Access Easement 2, all as shown on the plat of survey titled "Conservation Easement Survey for
Restoration Systems, LLC for Restoration Systems, LLC over a Portion of the Land of Charlene
Renae and Tony Davis Evans, PIN No. 486903120585 of the Brushy Mountain Mitigation Bank
Site" recorded in Plat Book [], Page [, Yadkin County Registry.
960590. JBB.26275.T28277

EXHIBIT C
(Legal Description of the Access Easement Areas)
BEING ALL of those certain new sixty (60) foot -wide non-exclusive access easements
for ingress, egress, and regress and future utility easement labeled as Access Easement 1 and
Access Easement 2, all as shown on the plat of survey titled "Conservation Easement Survey for
Restoration Systems, LLC for Restoration Systems, LLC over a Portion of the Land of Charlene
Renae and Tony Davis Evans, PIN No. 486903120585 of the Brushy Mountain Mitigation Bank
Site" recorded in Plat Book [ ], Page [ ], Yadkin County Registry.
9605 90. JB B.26275. T28277

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960590 JBB.26275.T28277

STATE OF NORTH CAROLINA
ASSIGNMENT OF CONSERVATION
EASEMENT
COUNTY OF YADKIN
THIS ASSIGNMENT OF CONSERVATION EASEMENT (hereinafter referred
to as "Assignment") made this day of , 20 by and
between RESTORATION SYSTEMS, LLC, a North Carolina limited liability company
(hereinafter referred to as "Assignor"), and NORTH CAROLINA WILDLIFE HABITAT
FOUNDATION, INC., a North Carolina not for profit corporation (hereinafter referred to
as "Assignee").
The designation Assignor and Assignee as used herein shall include said parties,
their heirs, successors and assigns, and shall include singular, plural, masculine, feminine
or neuter as required by context.
RECITALS
WHEREAS, the Assignor is a limited liability company with a purpose to
conserve of property and which is also qualified to be the holder of a conservation
easement pursuant to N.C. Gen. Stat. §121-34 et. sec . and Internal Revenue Code
§ 170(h);
WHEREAS, the Assignee is a nonprofit corporation, operated primarily for
conservation purposes, including protection of environmentally valuable and sensitive
land for charitable, scientific, educational, and aesthetic purposes and which is qualified
to be the grantee of a conservation easement pursuant to N.C. Gen. Stat. § 121-34 et. sec .
and Internal Revenue Code § 170(h);
WHEREAS, the Assignor acquired a conservation easement, a true copy of which
is attached hereto and incorporated herein as Exhibit A, by instrument recorded in Book
, Page , Yadkin County Registry, on , 20_ (the
"Conservation Easement") on certain lands owned by Charles D. Evans and wife, Ateree
H. Evans, life tenants, Charlene Renae E. Cheek, owner of a 50% undivided interest, and
husband, Randy Franklin Cheek, and Tony Davis Evans, owner of a 50% undivided

interest, and wife, Lisa Vogels Evans, located in Knobs Township, Yadkin County, North
Carolina, being hereinafter referred to as the "Easement Area" and being more
particularly described on Exhibit A in the Conservation Easement;
WHEREAS, the Conservation Easement provides in Article VII(c) that it may be
assigned to a qualified holder provided that the assignee be required to continue in
perpetuity the conservation purposes set forth in that instrument;
WHEREAS, the Assignor wishes to assign and transfer to the Assignee all of its
rights, duties, obligations, and interests in the Conservation Easement and the Assignee
wishes to accept such assignment and all of the rights, duties, obligations, and interests
set forth in such Conservation Easement; and
WHEREAS, the assignment set forth in this instrument has as its primary purpose
the preservation of the Property and the furtherance of mitigation banking and restoration
activities on the easement property, and these activities are intended to compensate for
unavoidable stream and or/wetlands impacts authorized by permits issued by the
Department of the Army.
NOW, THEREFORE, for and in consideration of the sum of One Hundred Dollars
and 00/100 ($100.00) and for other good and valuable consideration, the receipt and legal
sufficiency of which is hereby acknowledged, Assignor hereby unconditionally and
irrevocably assigns, transfers, and conveys unto Assignee, its heirs, successors and assigns,
forever and in perpetuity the Conservation Easement of the nature and character and to the
extent set forth and described in Exhibit A, together with the right to preserve and protect the
conservation values thereof, and the Assignee hereby accepts this Assignment of Conservation
Easement, represents and warrants that it is a qualified holder of the Conservation Easement
pursuant to N.C. Gen. Stat. §121-34 et. sec.. and Internal Revenue Code §170(h) and covenants
and agrees to continue in perpetuity the conservation purposes set forth in such Conservation
Easement and otherwise be bound by the terms thereof.
IN TESTIMONY WHEREOF, Assignor and Assignee have hereunto set their hands
and seals, on the day and year first above written.
ASSIGNOR:
RESTORATION SYSTEMS, LLC
By: _
Name:
Title:
2

ASSIGNEE:
NORTH CAROLINA WILDLIFE
HABITAT FOUNDATION, INC.
By: _
Name:
Title:
[Notary Acknowledgment Page to follow]

ASSIGNMENT OF CONSERVATION EASEMENT
NOTARY ACKNOWLEDGMENT PAGE
STATE OF NORTH CAROLINA
COUNTY OF
I certify that the following person personally appeared before me this day, acknowledging to me
that he or she signed the foregoing document as the duly authorized signatory for
RESTORATION SYSTEMS, LLC:
WITNESS my hand and official seal, this day of , 20_
Notary's Official Signature
(Official Seal)
Notary's Printed or Typed Name
My Commission Expires:
STATE OF NORTH CAROLINA
COUNTY OF
I certify that the following person personally appeared before me this day, acknowledging to me
that he or she signed the foregoing document as the duly authorized signatory for NORTH
CAROLINA WILDLIFE HABITAT FOUNDATION, INC.:
WITNESS my hand and official seal, this day of , 20
(Official Seal)
Notary's Official Signature
Notary's Printed or Typed Name
My Commission Expires:
4

EXHIBIT A
CONSERVATION EASEMENT

APPENDIX F.
MORPHOLOGY TABLES AND EXISTING CONDITIONS STREAM DATA
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 0l Umbrella Mitigation Bank Restoration Systems, LLC

Table F1. Brushv Mountain Moroholoaical Stream Characteristics
Variables
REFERENCE - UT'
REFERENCE -11
REFERENCE - CHEEK
REFERENCE - Left Prong
CATAWBA
RIVER
Variables
CATAWBA RIVER
REFERE14CE-1
REFERENCE -CHEEK
REFERENCE -1
Str eam Type
Pattern Variables
E 4/5
E 4/5
B4
Med:
B4
rainage Area (me)
60.0
1.60
62.5
0.45
57.9
0.40
0.23
nkful Discharge (cfs)
46.3
47.2
45.0
Range:
24.1
Range:
29-103
Dimension Variables
32.3-115.5
Range:
25.5-138.0
Elankfull Crass -Sectional Mea (/b,)
45.0
10.9
80.5
11.8
118.1
11.3
113.7
6.2
Existing Cross -Sectional Area at TOB (q,,
25-70
10.9
65-128
11.8
62.3-208.9
11.3
54.1-164
6.2
Med:
Mean:
10.3
Mean:
9.5
Mean:
12.3
Mean:
10.3
Bankfull Wdth (We)
Range.
9.2-11.5
Range:
9A-9.6
Range:
11.7-13.0
Range:
9.5-11.1
Bankfull Mean Depth (D,a)
Mean:
1.1
Mean:
1.3
Mean:
1.0
Mean:
0.6
Range:
Range.
1.1-1.3
Range:
1.2 - 1.3
Range:
0.9-1.2
Range:
0.6-0.6
Mean:
1.7
Mean:
1.6
Mean:
1.2
Mean.
0.9
Bankful Maximum Depth (D_j
Range:
1.5-1.8
Range:
1.5-1.6
Range:
1.1-1.3
Range:
0.8-0.9
Med:
Mean:
11.2
Mean
12.5
Mean:
11.0
Mean:
11.0
Pod Wdth (W"
3.1 -10.8
Range:
2.7 - 9.4
Range:
2.5-13.4
Meander Lengthl
Med.
4.4
Med:
Range:
9.8-12.6
Range:
11.9-13.0
Range:
10.1-11.8
Range:
10.0-11.8
Maximum Pool Depth (D„„J
Mean:
1.9
Mean
1.8
Mean:
1.6
Mean
1.6
Med:
Range:
1.9-2.0
Range:
1.2-2.3
Range:
1.5-1.7
Range:
1.5-1.7
Range:
Mean:
50
Mean:
24
Mean:
20
Mean
16
dth of Floodprone Area (W,.)
1.7
Med:
2.6
Med.
2.7
Bankfull Width (R.W_)
Range:
1.2-2.4
Ran e:
Range:
25-150
Ren e:
22 _25
Ran e:
19 - 21
Range:
15-17
Dimension Ratios
Average Water Surface Slope ($,�)
0.0028
Mean:
4.9
Mean:
2.5
Mean:
1.6
Mean:
1.6
Entrenchment Ratio (W,p,M/,„)
0.0091
0.0318
0.0616
Rife Slope (S,e„)
Mean:
0.0034
Mean:
Range:
2.7-14.6
Range:
2.3-2.7
Range,
1.5-1.6
Range:
1.5-1.6
Range:
Mean:
10.0
Mean:
7.6
Mean:
12.5
Mean:
17.2
dth /Depth Ratio (Wd,,/D,,,)
Range:
8.0-13.0
Range:
7.2-8.0
Range:
10.8-13.7
Range.
15.8 - 18.5
Range'.
Mean:
1.5
Mean:
1.2
Mean:
1.2
Mean:
1.4
Max. O,,,rl Da, Ratio
Range:
1.41.6
Range.
1.2 - 1.3
Range.
1.1 - 1.3
Range:
1.3 - 1.5
Range:
Mean:
1.0
Mean:
1.0
Mean:
1.1
Mean.
Low Bank Height / Max. 4, Raba
0.0018
Mean
0.0059
Mean:
0.0000
Glide Slope (§,,,J
Range:
Range:
Range:
1.0 - 1.3
Range:
Maximum Pod Depth / Bankfull
Mean:
1.7
Mean:
1.4
Mean:
1.6
Mean:
Mean Depth (D_JDv)
Range.
1.7-1.8
Range:
0.9-1.9
Range:
1.5 - 1.7
Range:
Mean:
Pod Wdth / Bankfull
Mean:
1.1
Mean.
1.3
Mean
0.9
Mean:
Range.
Width(W_W.)
Range:
1.0-1.2
Range:
1.3-1.4
Range:
0.8-1.0
Range:
Mean
Pod Area / Bankfull
Mean:
1.1
Mean:
1.3
Mean:
1.0
Mean:
Range
Cross Sectional Area
Ran e:
1.1-1.2
Range:
1.2-1.5
Ran a
0.8 -1.1
Ran e.
0.8 -1.1
U I tO (;atawaa htiver Incluaes measurmentS Tram a KeTerence Site measured In;?UUU.
REFERENCE - UT'
Variables
CATAWBA RIVER
REFERE14CE-1
REFERENCE -CHEEK
REFERENCE -1
Pattern Variables
Med:
39.0
Med:
60.0
Med:
62.5
Med:
57.9
Pod to Pool Spacing (I,)
Range:
22-62
Range:
29-103
Range:
32.3-115.5
Range:
25.5-138.0
Med:
45.0
Med:
80.5
Med:
118.1
Med:
113.7
Meander Length (t,,,)
Range,
25-70
Range:
65-128
Range:
62.3-208.9
Range:
54.1-164
3e8 Wdth (W,.j
Med:
35.0
Med:
45.0
Med:
25.7
Med:
17.2
Range:
30-40
Range:
35-58
Range.
19.6-32.3
Range:
15.7 -18.6
Med:
18.0
Med:
16.0
Med:
31.9
Med:
27.7
Radius of Curvature (R,)
Range:
12.5-25
Range:
10-32
Range:
21.9-44
Range:
21.2-36
'nuoairy sin)
1.40
1.40
1.08
1.07
Pattern Ratios
Pod to Pool Spacing/
Med:
3.8
Med:
6.3
Med:
5.1
Med:
5.6
Bankfull Width (LoMN )
Range:
2.1-6.0
Range:
3.1 -10.8
Range:
2.7 - 9.4
Range:
2.5-13.4
Meander Lengthl
Med.
4.4
Med:
8.5
Med:
9.6
Med:
11.0
Bankfull Width (L„ We)
Range:
2.4-6.8
Range:
6.8-13.5
Range:
5.1 - 16.9
Range:
5.2 - 15.9
Meander Width Ratio
Med:
3.4
Med:
4.7
Med:
2.1
Med:
1.7
(W. M.)
Range:
2.9-3.9
Range:
3.7-6.1
Range.
1.6-2.6
Range:
1.5 - 1.8
Radius of Curvature/
Med:
1.7
Med:
1.7
Med:
2.6
Med.
2.7
Bankfull Width (R.W_)
Range:
1.2-2.4
Ran e:
1.1 -3.4
Range
1.8-3.6
Range.
21-35
Profile: Variables
Average Water Surface Slope ($,�)
0.0028
0.0127
0.0294
0.0576
Valley Slope (S.,ry)
0.004D
0.0091
0.0318
0.0616
Rife Slope (S,e„)
Mean:
0.0034
Mean:
0.0248
Mean
0.0279
Mean:
0.0294
Range:
.003-0036
Range:
0.0034 - 0.0431
Range:
0.0243 - 0.0336
Range:
0-0.0537
od Slope (^,�,,,)
Mean:
0.0022
Mean
0.0004
Mean:
0.0058
Mean:
0.0000
Range:
.0017-.0028
Range'.
0. 0.0048
Range:
0.000 - 0.0161
Range:
0.000 - 0.0153
Run Slope (Sr,,)
Mean:
Mean:
0.0022
Mean:
0.0393
Mean:
0.0891
Range:
Range:
0-0.0193
Range:
0.000 - 0.1154
Range:
0.0144 - 0.2451
Mean:
Mean:
0.0018
Mean
0.0059
Mean:
0.0000
Glide Slope (§,,,J
Ran e:
Range:
0-0.01..
-0.0190
Ran e:
0.000-0.0151 Ran e:
0.000 - 0.0153
Profile Ratios
Rife Slopel Water Surface
Mean:
1.1
Mean:
1.9
Mean:
0.9
Mean
0.5
Slope (S„„„/5,,,,)
Range:
1.1-1.3
Range:
0.3-3.4
Range.
0.8- 1.1
Range:
0-0.9
Pool SlopaWater Surface
Mean:
0.8
Mean
0.00
Mean
0.2
Mean:
0.00
Slope (5,/S,w)
Range:
0.6-1.0
Range:
0-0.4
Range
0-0.5
Range:
0-0.3
Run Slope/Water Surface
Mean:
Mean.
0.20
Mean:
1.34
Mean:
1.60
Slope (S,,,JS,w)
Range:
Range:
0- 1.5
Range:
0 - 3.9
Range:
0.3-4.3
ide Slope/Water Surface
Mean:
Mean
0.10
Mean
0.20
Mean.
0.00
Slope ( S„e)
Range:
Range
0-1.5
Range:
0-0.5
Range
0-0.3
U I tO (;atawaa htiver Incluaes measurmentS Tram a KeTerence Site measured In;?UUU.

Table F1. Brushv Mountain Moroholooieal Stream Characteristics
Existing UT 1 (Above
Existing UT 1 (Below
Variables
Variables
Conflucene With UT 2)
Proposed
Proposed
Conftuence with UT 2 to
Confluence with UT 2 toPROPOSED
PROPOSED
Above UT 3)
ov
Abe UT 3)
Pattern Variables
Stream Type
Cg 4
Cb 4
Cg 4
Cb4
37.0
Drainage Area (m?)
0.17
Med
0.17
0.28
10.28
27.7
to
73.9
Bankfull Discharge (cls)
23.3
32.7 to
23.3
Bander Length (W
Med: 78.6
33.4
33.4
riries and pods due to
staightening activities
Range:
55.4
Dimension Variables
110.9
dries and pools due to
staightening activities
Range:
65.5 to
130.9
Bell gym (Wer)
Med: 37.0
Bankfull Crass -Sectional Area (Aw)
6.1
6.1
Range:
27.7
8.5
55.4
8.5
Range.
32.7 to
Existing Cross -Sectional Area at TOB (q,,,,,,,,)
17.1 - 36.1
Med: 27.7
6.1
12.4-61.3
Range:
8.5
to
92.4
aanklull Width (W,v)
Mean: 9.5
Mean.
109.1
9.2
1.06
Mean. 11.2
Mean.
10.9
1.10
Range: 6.9 to 11.7
Range:
8.6
to
9.9
Range: 8.2 to 15.7
Range.
10.1
to
11.7
Bankfull Mean Depth (D,v)
Mean: 0.7
Mean:
4.0
0.7
Mean: 0.8
Mean:
0.8
Range:
Range. 0.5 to 0.9
Range:
0.6
to
0.7
Range'. 0.5 to 1.0
Range:
0.7
to
0.8
Bankfull Maximum Depth (Dj
Mean: 0.9
Mean
Range:
0.9
to
Mean. 1.4
Mean.
Range:
1.1
12.0
Meander Width Raba
Range: 0.7 to 1.1
Range:
0.8
to
1.1
Range'. 1.2 to 1.6
Range:
0.9
to
1.3
Pool Width (W,,,)
Mean:
No district repetitive pattern of
6.0
10.2
Med: 3.0
Mean
No distinct repetitive pattern of
12.0
Range
riries and pads due to
Range:
9.2
to
120.1
riflles and pools due to
Range.
10.9
to
14.2
Maximum Pod Depth (D,,,)
staightening activities
Mean:
1.1
Average Water Surface Slope (S,,)
staightening activities
Mean:
0.0428
1.2
0.0175
0.0165
Range:
0.8
to
1.3
0.0471
Range:
0.9
to
1.6
Width of Floodprone Area (W„)
Mean: 13
Mean
Mean:
100
0.0685
Mean: 20
Mean:
Mean
100
2=96w 11 to 17
Ran a
80
to
120
Ren e: 17 to 23
Range:
80
to
120
Mean'. 0.0017
Range. 0.0000 to 0.0116
Dimension Ratios
Mean. 0.0557
Mean: 0.0215
Range:
0.0000
to
Entrenchment Raba(W,p,Ml,a)
Mean. 1.4
Mean
0.0000 to 0.0711
10.8
Glide Slope (%y j
Mean 1.9
Mean
9.2
Range
Range: 1.2 to 1.6
Range.
9.4
to
12.1
Range. IA to 2.4
Range.
7.9
to
10.3
dth l Depth Raba (W,,,/D,,)
Mean: 16.1
Mean.
14.0
Ririe Slopel Water Surface
Mean. 15.9
Mean.
14.0
Range: 7m7 to 23.4
Range:
12.0
to
16.0
Range: 8.2 to 31.4
Range:
1200
to
16.0
Max. D,v I D,v Raba
Mean'. 1.4
Mean:
Pod Slope/Water Surface
1.4
Mean:0.10
Mean: 1.9
Mean
No distinct repetitive pattern of
riries and pools due to
staightening activities
1.4
0 .0
to
Range. 1.2 to 1.5
Range.
1.2
to
1.5
Range: 1.4 to 3.0
Range:
1.2
to
1.5
Low Bank Height I Max. q,,, Raba
Mean2.8
Mean:
to
1.0
Mean: 2.2
Mean'.
4.3
1.0
Mean: 0.11
Mean'. 0.11
Range: 1.9 to 3.7
Range:
1.0
to
1.3
Range: 1.4 to 2.8
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean:
1.6
Mean:
1.6
Mean Depth (DmdO„)
No distinct repetitive pattern ofPRa..e:.
Range:
1.2
to
2.0
Na distinct repetitive pattern of
Range:
1.2
to
2.0
Pool Width / Bankf.N
Mean 1.1
Width �°°°'�"")
riries and pools due to
staightening activities
1.0
�..13..�
riMes and pools due to
staightening activities
Range'.
1.0
to
1.3
Pool Area / Bankfull
Mean'. 1.2
Cross Sectional Area
1.0
Ran e:
1.0
to
1.5
Existing UT 1 (Above
Existing UT 1 (Below
Variables
Conflucene With UT 2)
Proposed
Conftuence with UT 2 to
PROPOSED
Above UT 3)
Pattern Variables
Pool to Pad Spacing (L,.,)
Med:
37.0
Med
43.6
No distinct repetitive pattern of
Range:
27.7
to
73.9
No distinct repetltive pattern of
Range.
32.7 to
87.3
Bander Length (W
Med: 78.6
Med' 92.7
riries and pods due to
staightening activities
Range:
55.4
to
110.9
dries and pools due to
staightening activities
Range:
65.5 to
130.9
Bell gym (Wer)
Med: 37.0
Med: 43.6
Range:
27.7
to
55.4
Range.
32.7 to
65.5
Radius of Curvature (R,)
Med: 27.7
Med: 32.7
Range:
18.5
to
92.4
Range:
21.8 to
109.1
Sinuosity(Sin)
1.06
1.10
1.04
1.10
Pattern Ratios
Pool to Pod Spacing/
Med'.
4.0
Med'
4.0
Bankfull Width (L„d1M,,,)
Range:
3.0
to
8.0
Range:
3.0 to
8.0
Meander Length/
Med: 8.5
Med: 8.5
Bankf,11 WidthL
( °v)
No distinct repetitive pattern of
nries and pods due to
staightening activities
Range:
6.0
to
12.0
No distinct repefibve pattern of
dries and pools due to
staightening activities
Range:
6.0 to
12.0
Meander Width Raba
Med'. 4.0
Med: CO
(We.,✓WmJ
Range.
3.0
to
6.0
Range.
3.0 to
6.0
Radius of Curvature/
Med: 3.0
Med: 3.0
Bankfull Width (RcMW°v)
Range
2.0
to
10.0
Range:
2.0 to
10.0
Profile Variables
Average Water Surface Slope (S,,)
0.0444
0.0428
0.0175
0.0165
Valley Slope (S„,„)
0.0471
0.0471
0.0182
0.0182
Ririe Slope (Sri,)
Mean:
0.0685
Mean
0.0265
No district repetitive pattern of
riffles and pools due to
staightening activities
Range.
0.0514
to
0.0856
No distinct repetitive pattern of
nries and pools due t0
staightening activities
Range:
0.0199 to 0.0331
Pool Slope (ey„)
Mean: 0.0043
Range: OA000 to 0.0300
Mean'. 0.0017
Range. 0.0000 to 0.0116
Run Slope (S,,)
Mean. 0.0557
Mean: 0.0215
Range:
0.0000
to
0.1841
Range'
0.0000 to 0.0711
Glide Slope (%y j
Mean: 0.0047
Mean: 0.0018
Range
0.0000
to
0.0214
Range.
0.0000 to 0.0083
Profile Ratios
Ririe Slopel Water Surface
Mean:
1.6
Mean'
1.6
Stop. (4ri,/5,,,)
Range.
1.2
to
2.0
Range.
1.2 to
2.0
Pod Slope/Water Surface
Mean: 0.10
Mean:0.10
Slope (5,,,/S,,,)
No distinct repetitive pattern of
riries and pools due to
staightening activities
Range:
0 .0
to
0.7
No distinct repetitive pattern of
riles and pools due to
staightening activities
Range:
0.0 to
0.7
Run Slope/Water Surface
Mean 1.30
Mean: 1.30
slope (Sias ,)
Range.
0.0
to
4.3
Range:
0.0 to
4.3
Glide SlopeNWater Surface
Mean: 0.11
Mean'. 0.11
Slope ( „vJS,,,)
Ran a
0.0
to
0.5
Range:
0.0 to
0.5

Table F1. Brushv Mountain Morohelooical Stream Characteristics
E:fisting UT 1 (BelowVariables
Confluence with UT 3 to
Confluence with UT 3 to
Proposed
Existing UT 2
Proposed
Proposed
1
Site oatfalD
tream Type
Cg 5
E/C 4
Eg 5
E/C 4
Med.
rainage Area ow)
0.41
0.41
0.12
Pool to Pool Sparing (L"
0.12
ankfull Discharge (cfs)
44.0
44.0
18.1
No distinct repetifive pattern
18.1
37.2 to
105.5
99.3
No dis6nR repetitive pattern of
Dimension Variables
24.6
to
65.6
sander Len
Length (t„J
Med: 69.7
ankfu I Cross -Sectional Area (!ba)
11.0
74.5 to
49.6
If.()
nfes and pools due to
staightening activities
4.8
49.2
to
4.8
eh Width (VV,,)
Med: 32.8
xist ng Crass -Sectional Area at TOB (/t,,,,, )
30.9-58.3
11.0
37.2 to
37.2
11-25.4
Range:
4.8
to
49.2
ankfull width (W,)
Mean.12.1 Mean:
12.4
Mean. 6.5
Mean:
124.1
8.2
16.4
to
Range: 9.1 to a:Ip Range:
11.5
to
13.3
Range 5.8 to 7.3
Range:
7.6
to
8.8
ankfull Mean Depth (Deo)
Mean: 1.0 Mean
0.9
Pattern Ratios
Mean: 0.8
Mean.
0.6
Pool to Pool Sparing/
Range: 0.7 to 1.2 Range:
0.8
to
1.0
Range 0.7 to 0.8
Range:
0.5
to
0.6
ankfull Maximum Depth (Dm„J
Mean 1.8 Mean.
3.0 to
1.2
Mean: 1.4
Mean:
to
8.0
0.8
Med: 8.5
Med: 8.5
Range: 1.0 to 2.1 Range.
1.1
to
1.4
Range 1.4 to 1.5
Range:
0.7
to
6.0
0.9
ool Width M/ooa)
Mean:
No distinct repetitive pattern Range:
12.4
13.7
to
16.1
Mean.
No distinct repetitive pattern of Range
8.2
to
9.0
10.7
of rifer and pools due to
3.0
to
6.0
riffles and pools due to
Med3.0
Med' 3.0
Bankfull Width (Rc/Wea)
Maximum Pool Depth (Deem)
staightening activities Mean.
10.0
1.4
Range:
staightening activities
Mean:
10.0
0.9
Profile Variables
Range.
1.1
to
1.8
Range:
0.7
to
1.2
dM of Floodprone Area (VJ,w)
Mean: 41 Mean:
100
0.0389
Mean: 22
Mean:
0.0141
70
0.0447
Ran e: 17 to 100 Ran e:
80
to
120
Range 10 to 40
Range:
20
to
120
Mean.
Dimension
Ratios
Me
No distinct repetitive pattern
of rites and pools due to
Range:
0.0147 to 0.0221
No distinct repetitive pattern of
rites and pools due to
Range:
0.0466
ntrenchment Ratio (W,./Wa)
Mean. 3.6
Mean:
0.0012
Range. 0.0000 to 0.0086
8.1
0.0272
Mean: 3.4
Mean
Mean: 0.0505
8.5
staightening activities
Range: 1.3 to 9.4
Range:
7.0
to
9.0
Range 1.6 to 6.3
Range:
2.6
to
Range:
13.7
d0i I Depth Rat. (We„JDs„)
Mean 13.4
Mean
0.0000
14.0
0.1671
Mean. 8.5
Mean
Mean 0.0043
14.0
Range:
Range: 7.6 to U#
Range:
12.0
to
16.0
Range 7.3 to 10.4
Range:
12.0
to
Profile Ratios
16.0
ax. D,a/Deo Ratio
Mean: 1.8
Mean:
1.4
Riffle Slopel Water Surface
Mean' 1.9
Mean:
1.6
14
Mean:
Range. 1.4 to 2.2
Range.
1.2
t0
1.5
Range 1.8 to 2.0
Range.
1.2
to
1.2
1.5
ow Bank Height / Max. Ql Raba
Mean. 2.1
Mean:
Mean: 0.10
1.0
Slope (S -r`S-)
Mean: 2.1
Mean:
0.0 to
0.7
1.0
Range:
0.0
Range: 1.7 to 3.2
Range:
1.0
to
1.3
Range 1.5 to 2.5
Range:
1.0
to
0.0 to
1.3
Maximum Pool Depth I Bankfull
Range.
Mean:
to
1.5
Ids SlapeANater Surface
Mean: 0.11
Mean
Slope (S -JS-)
1.6
Range:
Mean Depth (DOl )
e„
No distinct repetitive pattern
Range:
1.2
to
2.0
Na distinct repetitive pattern of
Range:
1.2
to
2.0
ool W cfth I Bankfull
Mean 1.1
Mean 1.1
Width (1Mo„/Wae)
of riffles and pools due to
staightening activities
Range:
1.0
to
1.3
rife. and pools due to
staightening activities
Range:
1.0
to
1.3
sol Mea I BankfuY
Mean: 1.2
Mean' 1.2
Croce Sectional Area
Range.
1.0
to
1.5
Ran e:
1.0
to
1.5
Existing UT 1 (Below
Confluence with UT 3 to
Proposed
Existing UT 2
Proposed
sae Outtall)
Pattern Variables
Med.
49.6
Med:
32.8
Pool to Pool Sparing (L"
No distinct repetifive pattern
Range:
Med:
37.2 to
105.5
99.3
No dis6nR repetitive pattern of
Range:
24.6
to
65.6
sander Len
Length (t„J
Med: 69.7
of rifer and pools due to
staightening activities
Range:
Med:
74.5 to
49.6
148.9
nfes and pools due to
staightening activities
Range:
49.2
to
98.4
eh Width (VV,,)
Med: 32.8
Range:
Med:
37.2 to
37.2
74.5
Range:
24.6
to
49.2
Radius of Curvature (Re)
Med: 24.6
Range:
24.8 to
124.1
Range.
16.4
to
82.0
inuosity (Sin)
1.01
1.15
1.06
1.15
Pattern Ratios
Pool to Pool Sparing/
Med:
4.0
Med:
4.0
Bankfull Width (Lo.,/Wev)
Range:
3.0 to
8.0
Range:
3.0
to
8.0
Meander Length/
Med: 8.5
Med: 8.5
Bankfull Wdth (L,.IWev)
No distinct repetitive pattern
of'
f rites and pods due to
staightening activities
Range:
6.0 to
12.0
No distinct repetitive pattern of
rites and pools due to
staightening activities
Range.
6.0
to
12.0
Meander Width Raba
e(We,i,IW.)
Med: 4.0
Med: 4.0
Range:
3.0 to
6.0
Range:
3.0
to
6.0
adius of Curvature/
Med3.0
Med' 3.0
Bankfull Width (Rc/Wea)
Range:
2.0 to
10.0
Range:
2.0
to
10.0
Profile Variables
Average Water Surface Slope ($,..)
0.0140
0.0123
0.0422
0.0389
Valley Slope (S_,)
0.0141
0.0141
0.0447
0.0447
Riffle Slope (S,,v)
Mean.0.0196
Mean.
0.0622
No distinct repetitive pattern
of rites and pools due to
Range:
0.0147 to 0.0221
No distinct repetitive pattern of
rites and pools due to
Range:
0.0466
to
0.0700
Pool Slope (S6jMean:
0.0012
Range. 0.0000 to 0.0086
Mean 0.0039
Range: 0.0000 to
0.0272
Mean: 0.0159
Mean: 0.0505
Run Slope (S_)
staightening activities
staightening activities
Range:
0.0000 to 0.0527
Range:
0.0000
to
0.1671
tide Slope($a,ej
Mean: 0.001)
Mean 0.0043
Range:
0.0000 to 0.0061
Ran e:
0.0000
re
0.0194
Profile Ratios
Riffle Slopel Water Surface
Mean:
1.6
Mean:
1.6
Slope (S�m.IS,..)
Range:
1.2 to
1.8
Range:
1.2
to
1.8
ool Slope/Water Surface
Mean: 0.10
Mean: 0.10
Slope (S -r`S-)
No distinct repetitive pattern
of nfes and pods due to
staightening activities
Range:
0.0 to
0.7
No distinct repetitive pattern of
rifesand peak due to
staightening activities
Range:
0.0
to
0.7
Run SlopelWater Surface
Mean: 1.30
Mean: 1.70
Range:
0.0 to
4.3
Range.
0.0
to
4.3
Ids SlapeANater Surface
Mean: 0.11
Mean: 0.11
Slope (S -JS-)
Range:
0.0 to
0.5
lRange:
0.0
to
0.5

Tahle Fl- Brush. Mountain Mnrnholnaieal Stream Charaeteriisti-
Variables
Existing UT 1
PROPOSED
Existing UT!
PROPOSED
Stream Type
Bg 5
B 314
Pattem Variables
Gb 5
8314
Drainage Area (m?)
0.04
0.04
0.04
0.04
Bankfull Discharge (cls)
8.2
8.2
22.7
8.2
8.2
Dimension Variables
ankfull Crass -Sectional Area (Ay)
2.3
2.3
to
48.2
45.4
2.3
Range:
2.3
to
xisting Cross -Sectional Area at TOB (At,,,,,�)
[Bankf.N
8.4-24.7
2.3
12.5-76.3
Range:
Med:
2.3
to
22.7
Width (W a„j
Mean: 7.4 Mean:
Range:
5.7
to
Mean: 6.6 Mean'.
Bell Width (W_,)
5.7
Range: 3.2 l0 15.4 Range:
5.3
to
6.1
Range: 3.7 to 10.8 Range:
5.3
to
6.1
enkfull Mean Depth (D,,,)
Mean: 0.4 Mean:
Radius of Curvature (R;)
0.4
Mean: 1.0 Mean
0.4
11.3
to
Range. 0.2 to 0.7 Range:
0.4
to
0.4
Range. 0.2 to 0.6 Range'.
0.4
to
0.4
Bankfull Maximum Depth (Dm„ j
Mean: 0.7 Mean:
0.6
Mean: 0.6 Mean:
0.6
Pattern Ratios
Range: 0.3 to 1.1 Range:
0.5
to
0.7
Range: 0.4 to 0.8 Range:
0.5
to
0.7
Pool WidthMean.
(W it
No distinct repetitive pattern of Range:
6.2
Mean:
No distinct repetitive pattern of
Med.
6.2
4.0
rites and po
Pa.] due to
5.7
to
7.4
Range'.
riffles and pools due to
5.7
to
7.4
Maximum Pool Depth (D,,,,)
staightening actrwmes Mean:
8.0
0.6
Med' 8.5
staightening activities Mean:
0.6
No distinct repetitive pattern of
rites and pools due to
staightening activities
Range'.
Range:
0.5
to
0.8
Range:
0.5
to
0.8
dth of 11-dpione Area (1µa)
Mean. 13 Mean:
Med. 4.0
20
(We.d -)
Mean: 10 Mean.
Range.
20
to
6.0
Range 10 to 18 Ran e'.
10
to
30
Range. 6 to 16 Range:_
10
to
30
Dimension Variables
Ran a
2.0
to
10.0
Entrenchment Raba (W,o,AN,)
Mean: 2.1
Mean:
10.0
3.5
Mean: 1.5
Mean'.
3.5
Range: 1.2 to 4.4
Range'.
1.9
to
4.9
Range: 1.4 to 1.7
Range:
1.9
to
4.9
Width / Depth Ratio (W,WDy)
Mean: 26.7
Mean.
14.0
Mean: 22.1
Mean:
0.0450
14.0
Rife Slope (S-)
Range: 4.6 to 77.0
Range'.
12.0
to
16.0
Range. 6.2 to 54.0
Range:
12.0
to
16.0
Max. Dad/ D,a Raba
Mean. 1.7
Mean:
to
IA
No distinct repetitive pattern of
Mean: 1.7
Mean:
to
1.4
sol Slope (S ­J
Mean 0.0082
Range-. 1.5 to 2.0
Range.
1.2
to
1.5
Range: 1.2 to 2.0
Range:
1.2
to
1.5
Low Bank Height / Max. Ca Raba
Mean 3.0
Mean'.
Slope (5,,,,)
1.0
Mean: 0.0532
Mean. 5.8
Mean'.
1.0
0.0000
to
Range: 1.8 to 5.0
Range:
1.0
to
1.3
Range: 2.8 to 11.3
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean'.
1.6
Mean
1.5
Mean Depth (D,,,JD,a)
Na distinct repeve pattem of
Range.
1.2
to
2.0
No distinct repe..ve pa en, of
Range'
1.2
to
2.0
Pool Width / Bankfull
Mean 1,1
Mean: 1.1
VidM �°°°'�°")
riffles and pools due to
staightening activities
Range:
1.0
to
1.3
rifles and Pauls due to
staightening activities
Range:
1.0
to
1.3
Pool Area / Bankfull
Mean' 1.2
Mean: 1.2
Goss Sectional Area
Range
1.0
to
1.5
to
Range:
1.0
to
1.5
Variables
Existing UT 1
I Existing UT !
Proposed
Pattem Variables
Med:
22.7
Med'.
22.7
Pool to Pool Spacing (Ips
No distinct repetitive pattem of
Range:
Med'.
17.0
to
48.2
45.4
No distinct repetitive pattern of
Range:
17.0
to
45.4
Bander Length
9 (t.�J
Med: 48.2
nfea and pools due to
staightening activities
Range:
Med:
34.0
to
22.7
68.1
riffles and pools due to
staightening activities
Range:
34.0
to
68.1
Bell Width (W_,)
Med: 22.7
Range.
Med:
17.0
to
17.0
34.0
Range.
17.0
to
34.0
Radius of Curvature (R;)
Med: 17.0
Range:
11.3
to
56.7
Range'.
11.3
to
56.7
i (Sin)
1.02
1.10
1.01
1.10
Pattern Ratios
Pool to Pool Spacing/
Med'
4.0
Med.
4.0
9ankfuN Width (!--/W„)
Range:
3.0
to
8.0
Range:
3.0
to
8.0
Meander Lengthl
Med' 8.5
Med'. 8.5
Bankfull WidthL
( �l1N,a)
No distinct repetitive pattern of
rites and pools due to
staightening activities
Range'.
6.0
m
72.0
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
12.0
Meander Width Raba
Med: 4.0
Med. 4.0
(We.d -)
Range.
3.0
to
6.0
Range.
3.0
to
6.0
adius of Curvature/
Med: 1.0
Med: 3.0
RGW
Bankfutl Vidth (,a)
Ran a
2.0
to
10.0
Ran e:
2.0
to
10.0
Profile Variables
Average Water Surface Slope (�,,,)
0.0881
0.0817
0.0446
0.0409
Valley Slope (S„„r.)
0.0899
0.0899
0.0450
0.0450
Rife Slope (S-)
Mean:
0.1308
Mean:
0.0655
No distinct repeative pattern of
Range.
0.0981
to
0.1471
No distinct repetitive pattern of
Range:
0.0491
to
0.0736
sol Slope (S ­J
Mean 0.0082
Mean: 0.0041
nfes and Pool -.due to
staightening activities
Range:
0.0000
to
0.0572
rifts and pools due to
staightening activities
Range:
0.0000
to
0.028fi
Slope (5,,,,)
Mean: 0.1062
Mean: 0.0532
[Run
Range:
0.0000
to
0.3514
Range:
0.0000
to
0.1759
Mean: 0.0090
Mean: 0.0045
lide Slope (§,,,,)
Range
0.0000
to
0.0409
Range
0.0000
to
0.0205
Prefile Variables
Rife Slope/ Water Surface
Mean:
1.6
Mean.
1.6
Slope (S„qy/S)
Range.
1.2
to
1.8
Range:
1.2
to
1.8
Pool Slope/Water Surface
Mean: 0.10
Mean: 0.10
Slope (S„u/5,,,)
No district repetitive pattern of
rites and pools due to
staightening activities
Range:
0.0to
0,7
No district repetitive pattern of
rifts and peak due to
staightening activibes
Range.
0.0
to
0.7
Run Slope/Water Surface
Mean: 1.30
Mean: 1.30
Slope (ZdS„)
Range:
0.0
to
4.3
Range:
0.0
to
4.3
lide Slope/Water Surface
Mean'. 0.11
Mean: 0.11
Slope ( a,/5,,,,)
Range.
0.0
to
0.5
12m:
0.0
to
0.5

x O to O N
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Brushy Mountain - Preexisting Conditions (2017)
UT 3
Variable
Med
Min
Max
ave
SD
Abkf
2.3
2.3
2.3
2.3
0.0
Wbkf
6.3
3.2
15.4
7.4
4.7
Dave
0.4
0.2
0.7
0.4
0.2
Dmax
0.6
0.3
1.1
0.7
0.3
Wpool
Dmax pool
Dmax pool
FPA
9.5 18
FPA
11.0
9.5
18.0
12.5
3.5
Low Bank
1.8
1.3
2.0
1.7
0.3
Apool
Aexisting
11.1 24.7
8.4
19
9.1
Ent
2.1
1.2
4.4
2.1
1.3
W/D
15.8
4.6
77.0
26.7
28.8
Dmax/Dave
1.6
1.5
2.0
1.7
0.2
LBR
2.6
1.8
5.0
3.0
1.3
Dpool/Dave
WpoolMlbkf
Apool/Abkf
Variable
Cross Section Information
xs4 xs5
xs7
xs8
xs9
Abkf
2.3 2.3
2.3
2.3
2.3
Wbkf
5.6 15.4
6.3
6.7
3.2
Dave
0.4 0.2
0.4
0.3
0.7
Dmax
0.7 0.3
0.6
0.6
1.1
Wpool
Dmax pool
FPA
9.5 18
10
11
14
Bank height
1.8 1.5
1.3
2
2
Apool
Aexisting
11.1 24.7
8.4
19
9.1

Brushy Mountain - Preexisting Conditions (2017)
UT 4
Variable
Med
Min
Max
ave
SD
Abkf
2.3
2.3
2.3
2.3
0.0
Wbkf
6.5
3.7
10.8
6.6
2.7
Dave
0.4
0.2
0.6
0.4
0.2
Dmax
0.6
0.4
0.8
0.6
0.1
Wpool
Dmax pool
FPA
9.0
6.0
16.0
10.0
3.8
Low Bank
2.5
1.1
7.9
3.7
2.7
Apool
Ent
1.5
1.4
1.7
1.5
0.1
W/D
16.3
6.2
54.0
22.1
19.2
Dmax/Dave
1.6
1.2
2.0
1.7
0.4
LBR
4.2
2.8
11.3
5.8
3.7
Dpool/Dave
Wpool/Wbkf
Apool/Abkf
Variable
Cross Section Information
xs2
xs3
xs4
xs5
xs6
Abkf
2.3
2.3
2.3
2.3
2.3
Wbkf
10.8
6.5
3.7
7.3
4.8
Dave
0.2
0.4
0.6
0.3
0.5
Dmax
0.4
0.6
0.7
0.6
0.8
Wpool
Dmax pool
FPA
16
9
6
11
8
Low Bank
1.1
4.8
7.9
2.5
2.3
Apool
Aexisting 12.5 73.5 76.3 26.1 14.7

96.5
96
95 .5
95
94.5
94
93.5
w 93
92.5
92
91.5
Brushy Mountain UT1- XS 1 Riffle -
30 40 50 60 70 so
Width from Rwr Left to Right (ft) I
• Brushy Mountain UT1-XS 1 .:. 1-
bankfull Itopof
dimensions
11.0
14.6
x- section area
width
0.6
15.1
d an
wet P
1.4
2.9
d max
bank ht
0.7
19.4
h d radi
Wd ratio
19.0
W flood prone area
1.3
ent rata
2.66217 hydraulics
2.78566 0.0 velocity ftlsec
5.15772 0.0 discharge rate Q cfs
5.35303 0.00 shear stress Ibs/fl s
5.41461 0.00 shear velocity ft/sec
0.000 unit stream power(lbs/ft/sec)
0.00 Froude number
0.0 friction factor ulu'
0-0 gtreshold rain size
check romc anneimateria
01 measured D84 mm
0.0 relative rou hness 0.0 frit. factor
0.000 Mannin 's n from channel material
notes
of instrument
dimensions
11
x -section area
1.0
d mean
2
wi0 dth
12.3
wet P
2.1
d max
0.9
h d radi
3.5
bank ht
11.4
wid rano
60.0
W flood prone area
5.4
ent ratio
h drau its
0.0
velocity It/sec
0.0
discharge rate, Q (cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity fl/sec
0.000
unit stream ower(lbs/fl/sec)
0.00
Froude number
0.0
friction factor u/u•
0,0
threshold grain size mm
check from channel materia
0
_
measured D84 mm
0.0
relative rou hness 0.0 Inc. factor
0.000
Mannings n from channel material

Brushy Mountain UT1- XS 3 Riffle -
99
96 -
97
96
95
w
94
93 -
92
0 10 20 30 40 50 60 70 BO 90 10_
Width from R- Lento Right (ft)
of
notes
of
dimensions
11.0Ix-section
10.6
2.1
3.9
area 1.0
width 11.6
d max 1.0
bank ht 10.3
Id mean
wet P
h d radi
w/dratio
100.0
W flood rone area 9.4
int ratio
hydraulics
0.0
velocity (ft)sec)
0.0
discharge rate, Q (cfs
0.00
shear stress((lbs/ft s
0.00
shear velocity fVsec
0.000
unit stream power Ibs/tt/sec
0.00
Froude number
0.0
friction factor u/.-
"
threshold grain size mm
check from channel materia
G
measured D84 mm
0.,..
relative rou hness 0.0 frit. fatter
0 000
IMannin 's n from channel material
99
97.5
97
96.5
Y 96
95.5
95
94.5
94
93.5
93
0
Brushy Mountain UT1- XS 4 Riffle -
10 20 30 40 50 60 70 e0
Width from River Len to Right (ft)
dimensions r�r�
11.0
12.0
2.0
3.6
47.0
x -section area
width
0.9
13.2
0.8
13.2
3.9
d mean
wet P
d max
bank ht
h d radi
wid ratio
W flood rone area
ent ratio
356
185
698
438
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
0.0
velocity ft/sec
discharge rete Q efs
shear stress Ibs/ft s
shear velocity ft/sec
unit stream power Ibs/tdsec
Froude number
friction factor Wu`
threshold grain size mm
check from channel material
0
measured mm
0.0
ugD84
relative rohness 1 0.0 frit. factor
0.000 1 Manning's n from channel materia

99
98
11.0
16.6
x -section area
width
Brushy Mountain UT1- XS 5 Riffle --
d mean
wet P
1.0
3.2
97
0.7
25.0
F ad,,
tio21.0
9.0
W flood rone area
_
tio
chat c rom c eons melena
_
96
measured D84 mm
0.0
relative rou hness 0 U frig (actor
11.000
1 Manning's in from channel material
i
95
94
93
0
1n 20
30 40 50 fi0 70 60
Width from River Left to Right (it)
description:
F -fire
-height of instrument ft
notes
_
omit
pt.
❑
❑
❑
distance FS
ft It
r
•
• f
r r s r
f
iI
� c
elevation.
98.62405
98.10304
96.10708
96.32387
94.93226
93.94294
93.95882
94.89625
95.78437
97.59789
98.0087
98.65928
98.50494
FS FS W fps channel Manning's
bankfull to of bank ft slope (%) "n"
t±�
dimensions
11.0
10.4
1.9
3.7
22.0
x- section area
Width
1.1d
11.2
1.0
9.8
2.1
mean
wet P
h d red!
it max
bank ht
W flood prone area
wild ratio
ant ratio
_
h Cs
I
0.0
Pose
velocity d
0.0
discharge rate, Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity (ft/sec
0.000
unit stream ower Ibs/ftlsec
❑
0.00
Froude number
0.0
friction factor a/u'
0.©
threshold grain size mm
c eck from channel materia
0 measured D84 mm
_
0.0
relatirou hness
0.0
frit. factor
0.000
Mannve
in 's n from channel
material
102
101
100 -
z
5 96 -
w
9i
96 - -
10
notes
of
Brushy Mountain tfT1- XS 6 Rd% -
20 30 40 50 60 70 80
Width from River Left to Right (n)
in: Brushy
Rlffle
m:
ft
FSFS W fps
channel Manning's
elevation bankfull top of bank (ft) slope (%1
dimensions
11.0
16.6
x -section area
width
0.7
16.9
d mean
wet P
1.0
3.2
d max
bank ht
0.7
25.0
F ad,,
tio21.0
9.0
W flood rone area
1.3
tio
h drau ics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
velocity ftlseC
discharge rate, Q cfs
shear stress Ibs/ft s
shear velocity (ft/sec)
unit stream power Ibs/fVsec
Froude number
friction factor u/u'
9.0
threshold grain size mm
chat c rom c eons melena
0
measured D84 mm
0.0
relative rou hness 0 U frig (actor
11.000
1 Manning's in from channel material

104
103
102
101
S° 100
w 99
Ba
97
0
o1
Brushy Mountain Ui1- XS 7 Riffle —
10 20 30 40
Width from R— Lento Right Iftj
bankfull Itoo of
eo
dimensions
11.0
9.1
x -section area
width
1.2
10.1
1.8
3.8
d max
bank ht
1.1
7.6
Mradi
17.0
W flood rone area
1.9
hydraulics
0.0
ielob ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream power Ibs/ tlsec
0.00
Froude number
0.0
friction factor u/u"
"
threshold grain size mm
check from channel material
0 measured D84 (mm
0.0 relative rou hness 0 0 frit. factor
0.000 Mannin 's n from channel material
For additional cross sections make a copy of the "Dimension" worksheet.
To create a copy "right click" on the dimension tab below.

106
105 .5
105
104 .5
104
a
� 103.5
W 103
102.5
102
101.5
Brushy Mountain UT1 - XS 8 Riffle -
0 5 10 15 20 25 30 35 40 I..
Wdth from River Left to Right (it)
eight of instrument(ft) MLMM
distance FS FS F:
(ft) (f) elevation bankfull too of
dimensions
8.5
8.6
x -section area
width
1.0
9.5
of mean
wet P
1.4
1.9
d max
bank ht
0.9
8.7
h d radi
w/d rano
21.0
W flood rone area
2.4
ant rano
1hydroulics
0.0
velocity ft/sec
0.0
discharge rate O cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power IbslfVsec
0.00
Froude number
0.0
friction factor ulu-
4.9
threshold grain size (mm)
c ec rom channe materia
0
measured D84 mm
0.0
relative roughness 0.0 frit, factor
0.000
Mannin 's n from channel materiel
i
• Brushy Mountain
UT1 • XS 9
i
Brushy UTI - XS
9
i.
hei �ht of instrument ft,
100.00
MRW"
-90
0 -8.931613
.`.. -5.03 •6.64 19.0
-[.
5.469504 .9.060752'®r''
-'
r tr®"
&695518 -6.653786
-0 .77389 -6.844468t
ME
i. -
V0.54118
5.210816
Kr'P*Tr'T;l
r
[!&.08692
-4.836994
_JLI!
.22351 -4.463147
-[�
23.36292 -3.632996
r
.®
I,-[■
26.71736 5.743589
KNEZ"
r®.
_[■
28.91117 -0.680544
KFUTTiM_
=[■
32.75863 -6.643953
r®"
[M
42.54503 •7.081501
I
-_

116
115
114
113
,e 112
� 111
4
m 110
w 109
108
107
106
105
Brushy Mountain UT1 - XS 10 Riffle ---
0 10 20 30 40
Width from Rwr Leff to Right (n)
description:
height of instrument fl
omit distance FS FS F;
notes ot. fh1 I., ekvation bankfull I too of
50 60
Manning's
n.,
dimensions
8.5
x -section area
0.5
Id mean
15.7
vndin
16.6
wet P
1.5
d max
0.5
h d rads
4.0
bank ht
28.9
w1d ratio
21.5
W flood prone area
1.4
ant ratio
hydraulics
OD
velocity (ft/sec)
0.0
discharge rate, Q (cfs
1.0
0.00
shear stress Ibs/fl s
8.2
0.00
shear velocity Msec
0.000
unit stream power Ibslfl/sec
d max
0.00
Froude number
0.0
friction factor u/u'
8.0
0,0
threshold 2rain size mm
17.0
W flood prone area
2.1
check from channel material
hydraulics
measured D84 'mm)
velocity f lsec
relative cu,
ou hness I OC fnc. factor
0 OOn
Mannin 's n from channel material
Brushy Mountain UT1 - XS 11 Riffle -
116
115 -
114
113
12
i
w 111
110
109
108aa
0 5 10 15 Widt%t4rom RNerI%ftto R.ght'In) 35 40 45 50
dimensions
8.5
x -section area
1.0
8.2
width
9.3
1.6
d max
0.9
Lallo
3.5
bank ht
8.0
17.0
W flood prone area
2.1
hydraulics
0.0
velocity f lsec
0.0
discharge rate cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity (ft/sec)
0.000
unit stream ower (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
0:0
threshold grain size 'mm
c ec om channel material
0
measured D84 mm
0.0
relative rou hness
OD
tnc. factor
0.000
Mannin 's n from channel
material

Brushy Mountain UT1 - XS 12 Riffle
117
116
_ 115
9 114
i
w 113
IIS
11'
0
1
0.9
0.8
0.7
r O.fi
9 0.5
0.4
w 0.3
0.2
0.1
10 20 Width from Rwr3Left to Right (it) 40 I I 0
dimensions
8.5
12.1
x-sect.on area
wdth
0.7
12.9
d mean
wet p
1.2
3.3
22.5
d max
1 bank ht
lWflood prone area
0.7
17.2
1.9
h d rads
Wd ratio
ent ratio
hydraulics
0.0
velocity (ft/sec
0.0
discharge rate cfs
0.00
shear stress Ibslft s
0.00
shear velocity ft/sec
0.000
unit stream power lbs/ft/sed
0.00
Froude number
0.0
friction factor u/.-
"
threshold grain size mm
0.00
Froude number
cher rom channel materia
0.0
0 measured D84 mm
0.0 relative rou hness Ia0 Inc,, faclor
threshold grain size mm
0.000 Mannin 's n from channel material
Riffle -
0.2 0.4 0.6 0.0 1
Width from River Leh to Right (fti
section:
description.
height of instrument (ft
omit distance FS FS FS W fps channel Mannings
notes t (h) (h) elevation bankfull to of bank (ft) slope %
n
dimensions
0.0
0.0
x -section area
width
0.0
0.0
d mean
wet p
0.0
0.0
0.0
d max
bank ht
0.0
0.0
0.0
h d radi
w/d ratio
W flood prone area
ant ratio
hydraufics,
0.0
velocity ft/sec
0.0
discharge rate, O cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power (lbs/ft/sec)
0.00
Froude number
0.0
friction factor uiu"
0.9
threshold grain size mm
check from channel materia
0
measured D84 mm
0.0
o!
relative rou hness fnc. factor
0.000
Mannin 's n from channel material

Brushy Mountain UT1 - XS 14 Riffle --
123
122
121 _.... _.
z
- 120 -- ._ _.._
c
o i I
119_-
w
118
117
116
0 5 10 15 20 -
Width from Rher Lett to Rght tftl
of
7-rn
dimensions
top of bank (ft) `Slope
0.0
velocity fVsec
6.1
x -section area
0.6
d_mean
width
wei F
9.8
10.3
0.9
d max
0.6
h d rads
bank ht
U%d ratio
2.5
16.0
13.0
W flood prone area
13
ent ratio
hydraulics
top of bank (ft) `Slope
0.0
velocity fVsec
0.0
discharge rate Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity fVsec
6.1Ix-section
0.000
unit stream power IbsAllsec
d mean
0.00
Froude number
10.8
0.0
friction factor u/u'
d max
B 9
threshold grain size mm
1.7
bank ht
18.3
vWd ratio
check from cha net material
W flood prone area
0
measured D84 mm
0.0
relative rou hness O.0 fnc. factor
0.000
Mannin 's n from channel material
velocity fVsec
132
131
130
C
c 128
v
w 128
127
126
Brushy Mountain UT1 - XS 15 Riffle -
0 5 10 15 20 25 30 35 40
Width from River Left to Rght (8)
bankfull
top of bank (ft) `Slope
127b
128.41
dimensions
6.1Ix-section
area
0.6
d mean
10.5
width
10.8
Viet P
0.9
d max
0.6
h d radi
1.7
bank ht
18.3
vWd ratio
16.5
W flood prone area
1.6
ant ratio
hydraullicit
0.0
velocity fVsec
0.0
discharge rate, cis
0.00
shear stress Ibslfl s
0.00
shear velocity (ft/sec)
0.000
unit stream power (lbs/ft/sec)
0.00
Froude number
0.0
friction factor Wu'
&0
threshold grain size (mm)
C heck from channel mate
0
measured D84 mm
0.0
relative rou hness
D u
fnc. factor
0.000
Mannin 's n from channel
material

Brushy Mountain UT1 - XS 16 Riffle ---
145
144 _
143 .-
142
4 141 _.. _.
iG
w 140 - -.
139
138_._--
137
0 5 10 15 20 25 30 35 40 45 50
Width from RNer Leh to Right (h)
bankfull
dimensions
6.1Ix-section
11.7width
area
0.5
11.9
d mean
wet P
0.7
2.6
15.0
d max
bank ht
0.5
22.4
1.3
h d radi
w/d ratio
W flood prone area
ant ratio
hydrauhics
6 1
7.4
0.0
_
velocity(ft/sec
am an
wet P
0.0
discharge rate Q (cfs)
0.7
9.2
0.00
shear stress Ibs/ft a
W food prone area
0.00
shear velocity fUsec
0.000
unit stream ptnver Ibs/fVsec
0.00
Froude number
0.0
friction factor u/u'
0,0
threshold grain size mm
from ch nnel materia
()
measured D84 mm
[heck
0.0
relative rou hness 0.0 frit. factor
0.000
Mannin 's n from channel material
149
148.5
148
1 47. 5
4 147
w 146.5
146
145 5
145
notes
Brushy Mountain UT1 - XS 17 Riffle ---
0 5 10 Width frA River Left to Rlgm (h) 25
of instimment
30 35
d,..-,.-
lmensans6.1
6 1
7.4
x -section area
width
0.8
8.1
am an
wet P
1.1
3.0
d max
bank ht
0.7
9.2
h d rad,
w/o ratio
11.0
W food prone area
1.5
ent ratio
hydraulia
0.0 velocity fVsec
0.0 discharge rete O cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u'
0-0 threshold grain size 'mm)
c ec me enne material
0 measured D84 mm
0.0 relative rou u 0 fnc. factor
0.000 Mannin 's n from channel material

Brushy Mountain UT1 - XS 18 Riffle --
159
157.5
157 _. ... ___. ..
2156.5
156 -
w155.S -
155
154.5
154
0 5 10 15 20 25 30 35
Width from Rivet Left to Right (ft)
dimensions
6.1
11.2
x -section area
width
0.5
11.5
Id mean
wet P
0.7
2.2
d max
bank ht
0.5
20.6
h d rad,
w/d ratio
13.0
W food rone area
1.2
ent ratio
_
hydraulics
0.0
_
velocity ft/sec
0.0
discharge rate D cfs
0.00
shear stress Ibs/ft a
0.00
shear velocity, (fl/sec
0.000
unit stream po,ver lbs/f lsed
0.00
Froude number
0.0
friction factor u/u'
9b
threshold grain size mm
d max
0.8
check from rhann-el materia
0
measured D64 mm
0.0
relative rou hness 0.0 frit. factor
0.006
Mannin 's n from channel material
Brushy Mountain UT1-XS 19 Riffle --
167_
167
166
� 166
1165.5 - -
w
165
64.5
164
0 5 10 15 20 25 30 31,
Width from River Left to Right (ft)
of
.5386
dimensions
.6921
6.1
x -section area
0.9
d mean
.9921
6.9
width
7.8
wet P
.94 81
1.1
d max
0.8
h d radi
.6561
2.5
bank ht
7.7
Wd ratio
.6229
11.0
W flood prone area
1.6
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
_
0.00
shear stress Ibs/ft s
0.00
shear velocity fVsec
_
_
0.000
unit stream povier Ibs/fVsec
0.00
Froude number
0.0
friction factor u/u'
0-D
threshold grain size mm
check from channel materia
,Measured
D84 mm
0.0
relative rou hness 0.0
frit. factor
0.000
Mannin 's n from channel material

dimensions
0
0.0
x -section area
width
0.0
0.0
d mean
wet P
0.0
0.0
d max
bank ht
0.0
0.0
h d radi
vdd ratio
0.0
W food prone area0.0
0.00
ent ratio
h drau res
0.0
velocity Nsec
0.0
discharge rate. p cfs
0.00
shear stress Ibs/ft s
0.00
shear velod(ft/sec)
0.000
unit stream power (lbs/ft/sec)
0.00
Fmude number
0.0
friction factor u/u'
0,0
threshold arain size mm
check from channel materia
0
measured D84 (mm
0.0
relative rou hness 0.0 Irm. factor
0.000
Mannin 's n from channel material

Brushy Moutain UT2- XS 1 Riffle-
117.5
117 -
116.5
116 -
115.5 - - ---- -�
115
w 114.5._.-
114 --- 1
113.5
113
0 5 to 15 _� �� 30 35 4(1
Width from River Leff to Right (ft)
bankfull
dimensions
4.8
6.3
1.5
2.2
40.0
x -section area
width
0.8
7.1
0.7
8.3
6A
d mean
wet P
d max
bank ht
W flood prone area
h d radi
w/d ratio
ent ratio
h drau ics
0.0
velocity 111sec
1.4
0.0
discharge rate Q cfs
h d radi
0.00
shear stress Ibs/ft s
11.1
vdd ratio
0.00
shear velocity (ft/sec)
W flood prone area
2.1
0.000
unit stream power lbs/ft/sec
hydraulics
0.00
Froude number
velocity ft/sec
0.0
friction factor ulu'
0.0
discharge rate. cfs
0-0
threshold grain size (mm)
0.00
shear stress Ibs/ft s
check from cha nel materia
shear velocity ft/sec
0
measured D84 mm
0.000
unit stream power (lbs/ft/sec)
0.0
relative rou hness
0.0
fric. factor
0.000
1 Mannin 's n from channel material
Brushy UT2- XS 2 Riffle -
120
i fle-120
119.5 _ ___ -
119
118.5
z
118 -- -
117,5
W 117
116.5 -
116 _
115.5
0 5 10 15 20 25 30 35 4C
Width from Rner Left to Right (ft)
of Instrument
ifirriensions
4.8
x -section area
0.7
d mean
7.3
vndth
8.2
Viet P
1.4
d max
0.6
h d radi
3.1
bank ht
11.1
vdd ratio
15.5
W flood prone area
2.1
ant ratio
hydraulics
C u
velocity ft/sec
0.0
discharge rate. cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
"
threshold grain size (mm'
from channel material
G
measured D84 mm
[heck
0.0
relative rou hness
D.0
fric. factor
0.000
Mannin 's n from channel
material

Brushy 11T2- XS 3 Riffle ---
120
'24
r
112
121
110
10 20 30 40 60 60
Width from R- Left to Right (ft)
of instrument
ZIA
dimensions
4.8
"-section area
0.8
5.8
width6
5
1 4
d max
I h d rad,
3.5
bank ht
6-5 wld ratio
95
W flood prone area
1 5 ant ratio
0 000 IMenning's in from channel materia
Riffle ---
120
100 -
ao
60
40
20
0 ..
0 0.2 0.4 0.6 0.9 1 1.2
Width from River Left to Ryht
section:
Riffle
dimensions
rii to
x -section area
width
0.0
0.0
0.0
0.0
0.0
0.0
velocity ftisec
wdd ratio
ant ratio
W Flood rone area
0.0
discharge rate Q (cfs)
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream ower Ibs/fVsec
0.00
_
Froude number
0.0
_
friction factor u/u'
0 0
_
threshold grain size mm
check from channel materia
0
measured D84 (mm
0.G
relative rouahne ss 0 0 1, factor
0 000 IMenning's in from channel materia
Riffle ---
120
100 -
ao
60
40
20
0 ..
0 0.2 0.4 0.6 0.9 1 1.2
Width from River Left to Ryht
section:
Riffle
dimensions
0.0
0.0
0.0
0.0
0.0
x -section area
width
0.0
0.0
0.0
0.0
0.0
d mean
wet P
h d radi
d max
bank ht
wdd ratio
ant ratio
W Flood rone area
hydrai
0.0 velocity ft/sec
0.0 discharge rate, q cfs
0.00 shear stress((lbs/ft s
0.00 shear velocity fUsec
0.000 unit stream pomr Ibs/fVsec
0.00 Froude number
0.0 friction factor u/u'
0-0 threshold arain size mm)
check from channel materia
0 measured 084 mm
0 0 relative roughness I 0.0 frit. factor
0.000 I Mannin 's in from channel material

Riffle --
1
_ 0.7
o.s
0.5
� 0.4
w 0.3
0.2
0.1
0
0 0.2 0.4 0.6 0.8
Width from River Left to Right (ft)
description:
height of instrument (h?:
omd distance FS FS R
notes ot. (ft) ift) elevation . bankfull I too of
1 17
_
dimensions
0.0Ix-section
0.0
area
0.0
0.0
Id mean 11
width
0.0
discharge rate Q (cfs)
0.0
d max
0.0
bank ht
W,.,.
0.0
0.0ea
0.00
Froude number
0.0
Brushy UT3- XS 4 Riffle
hydraulics
0.0
velocity ft/sec
_
0.0
discharge rate Q (cfs)
0.00
shear stress ((Ib5/ft s
0.00
shear velocity ft/sec
0.000
unit stream pov,er lbs/fVsec
0.00
Froude number
0.0
friction factor a/u-
0 9
threshold grain we mm
153
heck from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 fac. factor
0.000
Mannin 's n from channel material
Brushy UT3- XS 4 Riffle
155
154
153
r
152
-
i
w
-
150
-- -
149
146
0 10 20 30
40 50 so
70
80
Width
from River Leh to Right (h)
section: Brushy
Riffle
description .7111 INA
-1
height of instrument (ft) r
omit
distance FS
FS FS W fpa
channel
Mannings
nates t.
(ft) ft elevation
bankfull to of bank (ft)
sloe °/,)
"n"
Alin]53.9708
152.2911
' 19 9 150.94
149.6167
149.1612
dimensions
• 1 • i t 150.9381
2.3 x -section area
0.4
ean
151.4022
5.6 width
5.8
P
152.4294
0.7 d max
0.4
;hd
radi53.1786
1.8 bank ht
13.8
ratio
154.0833
9.5 W flood prone area
1.7
ant ratio
hydraulics
0.0 velocity ft/sec
0.0 discharge rate. Q cfs)
shear stress Ibs/fl s
0.00 shear velocity ft/sec
130.000
unit stream povoer (lbs/ft/sec)
❑
-0.00
0.00 Froude number
0.0 faction factor u/u'
&8 threshold grain size mm
chec rom channel materia
______0
measured D84 mm
0.0 relative rou hness
0.0
frit. factor
0.000 Mannin 's in from channel
material

163
162
161
x 160
4 159
w 158
157
155
Brushy UT3- XS 5 Riffle -
10 20 30 40 50 60 70
Width from Rwr Leff to Right (ft)
Brushy UT3 XS 7 Riffle-
181
180.5 -------
180
__ ,180
179.6
s! 179
178.5 -- -- 1
178
177.5
177 T-... _.._ t
176.5 -- - - --
176
0 10 20 30 40 50 60 70 80 90
Width from Rwr Leff to Right
notes
of
177.8084
dimensions
_Irl 1' 0
52.04524 UNWITM
x -section area
--
0.4
d mean
_V-w 13.82715
59.86267
6.3
width
6.4
�' M 25.03287
58.89681
178.3009
0.6
d max
a 28.07252
57.06212-
178.4243
1.3
bank ht
". a 31.85127
56.20488
w/d ratio
179.1306
10.0
a 45.90382
56.50349
1.6
ant ratio
�l
"�- a 48.15531
57.70488 ®r"
0.0
Q.®.
a 53.95496
58.37875
0.0
discharge rate, Qlots)
■ 60.27711
59.08455 ®r"
0.00
shear stress Ibs/ft s
�211111, 68.10789
59.87571
0.00
shear velocity fl/sec
0.000
unit stream ower Ibslfl/sec
0.00
Froude number
0.0
friction factor u/u'
0-0
threshold gratn size mm
chat rom channel material
'unit stream
0
measured 084 mm'
0.0
Irelative roughness 1
0.0
1 fric. factor
Brushy UT3 XS 7 Riffle-
181
180.5 -------
180
__ ,180
179.6
s! 179
178.5 -- -- 1
178
177.5
177 T-... _.._ t
176.5 -- - - --
176
0 10 20 30 40 50 60 70 80 90
Width from Rwr Leff to Right
notes
of
177.8084
dimensions
176.5468
2.3
x -section area
0.4
d mean
176.645
6.3
width
6.4
wet P
178.3009
0.6
d max
0.4
h of radi
178.4243
1.3
bank ht
16.8
w/d ratio
179.1306
10.0
W flood tune area
1.6
ant ratio
hydraulics
0.0
veloa; jvsec
0.0
discharge rate, Qlots)
0.00
shear stress Ibs/ft s
0.00
shear velocity fl/sec
0.000
unit stream ower Ibslfl/sec
0.00
Froude number
0.0
friction factor u/u'
0-0
threshold gratn size mm
chat rom channel material
0
measured 084 mm'
0.0
Irelative roughness 1
0.0
1 fric. factor
0.000 1 Manning's n from channel material

182
181.5
181
180.5
c 180
179.5
w 179
178.5
178
177 5
Brushy U3 XS 8 Riffle ---
0 10 20 30 40 50 60
Width fromRrer Lett to Right (n)
dimensions
2.3Ix-section
6.7
area
width
0.3
6.8
d mean
wet P
0.6
2.0
11.0
d max
1 bank ht
JW flood prone area
0.3
19.3
1.7
h d radi
w/d ratio
ant ratio
h drau ics
0.0
velocity Nsec
0.0
discharge rate Q cfs'
0.00
_
shear stress Ibs/fl s
0.00
shear velocity (Nsec
0.000
unit stream pc,wer(lbs/ft/sec)
0.00
Froude number
0.0
fnclion factor u/u'
40
threshold grain size mm
check from channel materia
t measured NI'mm)
0 relative rou hness 0.0 frit. tactor
0.000 Manning's n from channel material
Brushy UT3- XS 9 Riffle--
186
185
184
r 183
182
R
--
-
-
181
180
179
178
0
10
20
'o40 50
60
70
Width ft -River Lett to RgM (n)
sect on: =
Riffle
description.
height of instrument (it)
omit
distance FS
FS FS W fps
channel
Manning's
notes
pt.
(h) (ft1
alevehon
bankfull top of bank (ft)
slope
101
185.3405
183.8538
11q,1010, ;,13.61 xs9
183.2348
182.8914
dimensions
r
178.9928
2.3 x -section area
0.7
d mean
r
178.5629
3.2 width
4.2
wet P
179.7539
mx
1.1 dm 1
0.6
h d rad,
1 r
180.6106
2.0 bank ht
4.5
w,d ratio
r
181.332
14.0 lW flood Enane area
4.3
ent ratio
182.4552
•
183.3689
h dnu cs
0.0 velocity Nsec
0.0 discharge rate Q cfs
--T,O
1
0.00 shear stress lbs/ft s
❑
0.00 shear velocity (ft/sec)
❑
0.000 unit streammr,(lbs/ft/sec)
❑
0.00 Frauds number
0.0 friction factor u/u-
4.9 threshold grain size mm
❑check
rom channel material
❑
0 measured D84 (mm)
_
❑
_
relative rou hnesa
0.0
fric. factor
��0.0
J 000 Mannings n from channel
material

101 5
101
100.5
100
99.5
w
ss
98.5
96
0
Brushy UT4 - XS 2 Riffle - I, j Brushy UT4 - XS 3 Riffle -
10 20 30 40 50 60 70 Bn
Width tram River Left to Rgh1 (ft)
bankfull
"n"
dimensions
2.3
x -section area
02
0.0 discharge rate Q cfs
10,8
width
10.9
t P
04
d max
0.2
t--
df.t.
11
bank ht
51.4
d16.0
9.0
W flood rone area
1.5
t
hydraulics
2.3
0.0 velocity fVsec
0.4
0.0 discharge rate Q cfs
6.5
0.00 shear stress lbs/ft s
6.7
0.00 shear velocity fUsec
0.6
0.000 unit stream ower lbs/ft/sec
0.3
0.00 Froude number
4.8
0.0 friction factor u/u'
18.7
0-0 threshold grain size mm
9.0
W flood prone area
1.4
check from channel materia
friction factor u/u'
0
measured D84 mnn
threshold grain size mm'
0.0
relatve rot hness 0.0 frit. /actor
0.000
Mannin 's n from channel material
0
106
105
104
Z 103
4 102
w 101
100
99
96
notes
0 10 20 30 40 50 60 '0
Width from River Len to Right (n)
dimensions
2.3
x -section area
0.4
d mean
6.5
width
6.7
Net P
0.6
d max
0.3
hyd radi
4.8
bank ht
18.7
vdd rNb
9.0
W flood prone area
1.4
ent ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q ch
0.00
shear stress Ibs/ft s
0.00
shear velocity fl/sec
0.000
unit stream ower (lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u'
"
threshold grain size mm'
check from channe material
ri
0
measured 0 mm
0.0
relative rot hness 0.0 frcfajc.,
0.000
Mannin 's n from channel material

Brushy UTd - XS 4 NEW
Brushy UT4 - XS 4
®hefi�n100.00
dimensions
2.3
3.7width
0.7
7.9
6.0
x -section area
0.6
4.4
0.5
5.9
1.6
Jd mean
wet P
d max
h d radi
td ratio
ent ratio
bank ht
W flood prone area
111.6193 h draulics
0.0 velocity ft/sec
0.0 discharge rate, Q (cfs)
0.00 shear stress Lbs/fl s
0.00 shear veloci fUsec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
_ 0.0 friction factor u/u'
40 threshold grain size lmml
chack fromchannel materia
0
measured D84 mm
0.0
__
relative rou hness O.0 fnc. factor
0.000
Mannin 's n from channel material
Brushy UT4 - XS 5 Riffle -
1te
117
116
174 -_.- - - -
113
2- --
r__
0 10 20 30 40 50 60 70 80 90 100
Width from It- Left to Right
distance 1 FS
dimensions
2.3
x -section area
0.3
Id mean
7.3
Width
7.4
wet P
0.6
d max
0.3
[hyd radi
2.5
bank ht
23.2
vAd ratio
11.0
W flood prone area
1.5
ent ratio
0.0
0.0
0.00
0.00
0.000
velocity ft/sec
discharge rate Q cfs
shear stress Ibs/ft sq)
shear velocity fl/sec
unit stream power (lbs/ft/sec)
0.00
0.0
Froude number
Mction factor u/u'
04
threshold grain size mm
check m enne materia
0 measured D84 mm
0 0 relative rou hness 0.0 fric. factor
I o0o Mannin 's n from channel material

Brushy UT4- x5 6 Riffle --
121 9
121
120 5
120
118.5
w 118 -
117.5 ---
117
116.5
0 10 20 30 40 50 60 7,
Width from River Lett to Right 1e)
of instrument
notes
dimensions
2.3
x -section area
1 0.5
Id mean
4.8
width
5.1
t p
0.8
d max
0.4
.di2.3
phd
0.0
bank ht
10.2
d ratio8.0
W flood rone aE�Erea
1.7
t ratio
h drau ics
0.0
velocity (f /sec)
0.0
discharge rate D cfs
0.00
shear stress Ibs/h s
0.00
shear velocity (ft/sec)
0.000
unit stream ower(lbs/ft/sec)
0.00
Froude number
0.0
friction factor ulu'
0:0
threshold grain size mm
check m channel materia
0
measured D84 mm
0.0
relativeroutlliri..0.0 frit. factor
0.000
Mannin 's n from channel material
120
100
80
r
4 60
w 40
20
D
Riffle ---
0 0.2 0.4 0.6 0.6 1 1.2
Width from River Lee to Right (ft)
swrelinn
height of instrument (h) TIM
omit distance FS FS FS W fpa channel Mannh
notes t. (h) h) elevation bankfull to of bank fl slope %) "n"
❑
_ ❑
_
130.0
E30.0
❑
dimensions
0.0
0.0
F0.0
x -section area
wdth
0.0
0.0
0.0
0.0
0.0
dm an
wetp
d max
bank ht
h d radi
Will ratio
W flood Prone area
ant ratio
hydraukis
0.0 velocity fVsec
0.0 discharge rate, Q "cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u-
" threshold 2rain size mm
check m channel materia
0 measured D84 mm
0.0 relative rou hness D.0 In..factor
0.000 Mannin 's n from channel material

APPENDIX G.
REGIONAL REGRESSION EQUATIONS
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Appendix G Regional Regression Equation
Region: Blue
Ridae/Piedmont
Return
Interval
(years)
Discharge
(cfs)
1.3
63
1.5
72
2
92.5
5
158
10
209
25
279
50
336
100
396
200
460
500
545
Bold indicates
interpolated data.
Region: Blue
Ridae/Piedmont
Return
Interval
(years)
Discharge
(cfs)
1.3
92
1.5
109
2
158
5
297
10
408
25
559
50
671
100
805
200
922
500
1110
Bold indicates
interpolated data.
.IS,
c
° 500
W
N
L
Q 400
a
d
300
= 200
a
`o
m
100
N
0
0
Reference Reach 1
(Restoration Studies for Brushy Mountain)
1 10 100
Return Interval (years), Logarithmic Scale
Reference UT Catawba River
(Restoration Studies for Brushy Mountain)
1200
c
° 1000
W
N
a, 800
a
v
600
3
400
t
00
200
N
9
1 10 100
Return Interval (years), Logarithmic Scale
1000
1000

Appendix G Regional Regression Equation
Region: Blue
Ridge/Piedmont
Return
Interval
(years)
Discharge
(cfs)
1.3
41
1.5
45
2
57.5
5
96.4
10
126
25
166
50
198
100
231
200
266
500
315
Bold indicates interpolated
data.
350
0 300
v
250
CL
a 200
V
Z 150
3
u
m 100
u 50
0
0
Reference Left Prong
(Restoration Studies for Brushy Mountain)
1 10 100 1000
Return Interval (years), Logarithmic Scale
Reference Cheek
Region: Blue (Restoration Studies for Brushy Mountain)
Ridae/Piedmont
Return
Interval
(years)
Discharge
(cfs)
1.3
61
1.5
65
2
85.1
5
145
10
191
25
255
50
306
100
361
200
418
500
495
Bold indicates interpolated
data.
600
a
c
° 500
a
L
n 400
v
a
u 300
200
v
00
L
100
0
1
1 10 100 1000
Return Interval (years), Logarithmic Scale

APPENDIX H.
LONG-TERM MANAGEMENT CALCULATIONS
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

July 1, 2018
Ms. Kimberly Browning
Regulatory Project Manager
U.S. Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Re: Bond Obligee for the Financial Assurance requirement of the Brushy Mountain Bank Parcel,
Restoration Systems' Yadkin 01 Umbrella Mitigation Bank
Dear Ms. Browning,
The North Carolina Wildlife Habitat Foundation (NCWHF) is pleased to inform you that we are
willing to serve as the Obligee for the Financial Assurances (Implementation and Monitoring
Performance Bonds) associated with Restoration Systems' Brushy Mountain Bank Parcel.
In the unlikely event that it should become necessary for the use of a Financial Assurance to fulfill
the obligations as described in a Bank Site's Mitigation Plan, the NCWIIF has the capacity to
manage the funds provided by the Financial Assurances and with the use of qualified professional
subcontractors, complete the work as described in each Bank's Mitigation Work Plan.
NCWHF will also be the Conservation Easement Holder and the Long -Term Steward for the Cape
Fear Umbrella Stream and Wetland Mitigation Bank as described in the Bank's Umbrella
Mitigation Banking Instrument.
In short, the NCWHF is prepared and willing to receive funds, assume responsibility, and ensure
that work is completed, if necessary. Please do not hesitate to contact Harrison Stewart who has
been involved in all conservation easement and stewardship discussions on behalf of the NCWHF
or me at the above address.
Sincerely,
Gregory A. Erwin
Chairman, NCWIIF
cc: Harrison Stewart, NCWHF
Worth Creech, Restoration Systems
Andrea Hues, USACE
Steven Kichefski, USACE
North Carolina Wildlife Habitat Foundation
P.O. Box 29187 - Greensboro, NC 27429-9187 phone: [phone] www. ncwhf. org

Greg Erwin
Chairman
Raleigh, NC
I'eena Koury
Vice Chairman
Burlineton, NC
John Hagan
Secretary
Greensboro, NC
Eddie Bridges
Executive Director
Greensboro, NC
Michelle Sharpe
Administrative Assistant
Greensboro, NC
Tom Berry
Greensboro, NC
Sandy Brady
Greensboro, NC
Tracy Brooks
Greensboro, NC
Rocky Carter
Swansboro, NC
Tonnie Davis
Climax, NC
Patrick Gilliam
Cary, NC
Gary Graham
Summerfield, NC
February 22, 2018
Restoration Systems
Raymond Holz
1101 Haynes St. Suite 211
Raleigh, NC 27604
Re: Brushy Mountain Site
This letter on behalf of the North Carolina Wildlife Habitat Foundation is in regards to
the Brushy Mountain project in Yadkin County. We have reviewed the provided project
documents for this site and believe that the completed project will provide real and
lasting benefits to wildlife habitat. Since the project aligns with the mission and interests
of the NCWHF, our organization is willing to serve in the following roles:
Greg Harrell
Easement Holder for aer etual conservation easement on this site. This offer is
p p
Reidsville, NC
subject to final review and acceptance of easement terms. The required
Kelly Harrill
Greensboro, NC
endowment fee is $20,000.
Maurice Hull
High Point, NC
Long Term Steward of the conservation easement on this site. This offer is subject:
John McKee
to final review and acceptance of easement terms. The required endowment fee is
Greensboro, NC
$20,000.
William Mclvor
Greensboro, NC
Jeff Montgomery
Bond Holder for the Construction and Monitoring Bonds required and discussed
Greensboro, NC
for this project. The required endowment fee is $5,000.
Mark Ruffin
Summerfield, NC
The NCWHF appreciates the opportunity to serve in this way, which is consistent with
Allen Sharpe
Greensboro, NC
both our existing easement stewardship program and our broader mission. This proposal
Harrison Stewart
is with the understanding that the current monitoring and reporting efforts of the
Reidsville, NC
NCWHF easement holding program meet the standards required by USACE for serving
Jay Stuart
as Easement Holder and Long Term Steward. As always, the endowment fees required for
Oak Ridge, NC
this site will be held and invested according to best practices for stewardship funds. The
Will Stewart
Greensboro, NC
funds will be used for ongoing monitoring of this specific site as well as any legal costs
Richard Vanore, Jr.
which may arise from efforts to resolve specific violations of the easement terms.
Greensboro, NC
P.O. Box 29187 • Greensboro, NC 27429-9187
[phone] • www.ncwhf.org

Greg Erwin
Chairman
Raleigh, NC
Teena Koury
Vice Chairman
Burlington, NC
John Hagan
Secretary
Greensboro, NC
Eddie Bridges
Executive Director
Greensboro, NC
Michelle Sharpe
Administrative Assistant
Greensboro, NC
Tom Berry
Greensboro, NC
Sandy Brady
Greensboro, NC
Tracy Brooks
Greensboro, NC
The fees listed here are subject to a favorable review of the final conservation easement
document, boundaries, and details. There are a few other standard requirements as well.
The Developer will be responsible for installing standard NCWHF easement signage at
the site. The Developer must also keep NCWHF informed of progress on the project,
both in construction and monitoring phases. At closeout, Developer must provide
handoff details to facilitate continued NCWHF monitoring of the easement.
Rockv Carter Sincerely,
Swan sboro, NC
Tonnie Davis „ „
Climax, NC � � y.J�JV
Patrick Gilliam
Cary, NC W Harrison Stewart, Jr.
Gary Graham NCWHF, Conservation Easement Committee Chair
Summerfield, NC
Greg Harrell
Reidsville, NC
Kelly Harrill
Greensboro, NC
Maurice Hull
High Point, NC
John McKee
Greensboro, NC
William Mclvor
Greensboro, NC
Jeff Montgomery
Greensboro, NC
Mark Ruffin
Summerfield, NC
Allen Sharpe
Greensboro, NC
Hanison Stewart
Reidsville, NC
Jay Stuart
Oak Ridge, NC
Will Stewart
Greensboro, NC
Richard Vanore,Jr.
Greensboro, NC
P.O. Box 29187 • Greensboro, NC 27429-9187
[phone] • www.ncwhforg

Yadkin 01 Umbrella Mitigation Bank: Brushy Mountain Long-term Management Fund Calculations
Estimated Annual Expenses (2018 USD)
Boundary inspection $200
Monitoring/Reporting $50
Overhead $100
Total $350
Inputs
ROI 0.05
Inflation 0.03
Endowment Principal $20,000
Year
Endowment Value
Plus Interest
Annual Expense (AE)
Endowment- AE
2025
$20,000
$21,000
$350
$20,650
2026
$20,650
$21,683
$361
$21,322
2027
$21,322
$22,388
$371
$22,017
2028
$22,017
$23,118
$382
$22,735
2029
$22,735
$23,872
$394
$23,478
2030
$23,478
$24,652
$406
$24,246
2031
$24,246
$25,458
$418
$25,041
2032
$25,041
$26,293
$430
$25,862
2033
$25,862
$27,155
$443
$26,712
2034
$26,712
$28,047
$457
$27,591
2035
$27,591
$28,970
$470
$28,500
2036
$28,500
$29,925
$484
$29,440
2037
$29,440
$30,912
$499
$30,413
2038
$30,413
$31,934
$514
$31,420
2039
$31,420
$32,991
$529
$32,462
2040
$32,462
$34,085
$545
$33,540
2041
$33,540
$35,217
$562
$34,655
2042
$34,655
$36,388
$578
$35,809
2043
$35,809
$37,600
$596
$37,004
2044
$37,004
$38,854
$614
$38,240
2045
$38,240
$40,152
$632
$39,520
2046
$39,520
$41,496
$651
$40,845
2047
$40,845
$42,887
$671
$42,217
2048
$42,217
544,327
5691
$43,637
2049
$43,637
$45,818
$711
$45,107
2050
$45,107
$47,362
$733
$46,630
2051
$46,630
$48,961
$755
$48,206
2052
$48,206
$50,617
$777
$49,839
2053
$49,839
$52,331
$801
$51,530
2054
$51,530
$54,107
$825
$53,282
2055
$53,282
$55,946
$850
$55,097
2056
$55,097
$57,851
$875
$56,976
2057
$56,976
$59,825
$901
$58,924
2058
$58,924
$61,870
$928
$60,942
2059
$60,942
$63,989
$956
$63,033
2060
$63,033
$66,184
$985
$65,199
2061
$65,199
$68,459
$1,014
$67,445
2062
$67,445
$70,817
$1,045
$69,772
2063
$69,772
$73,261
$1,076
$72,185
2064
$72,185
$75,794
$1,108
$74,686
2065
$74,686
$78,420
$1,142
$77,278
2066
$77,278
$81,142
$1,176
$79,966

Yadkin 01 Umbrella Mitigation Bank: Brushy Mountain Long-term Management Fund Calculations
2067
$79,966
$83,964
$1,211
$82,753
2068
$82,753
$86,891
$1,248
$85,643
2069
$85,643
$89,925
$1,285
$88,640
2070
$88,640
$93,072
$1,324
$91,749
2071
$91,749
$96,336
$1,363
$94,973
2072
$94,973
$99,722
$1,404
$98,318
2073
$98,318
$103,233
$1,446
$101,787
2074
$101,787
$106,877
$1,490
$105,387
2075
$105,387
$110,656
$1,534
$109,122
2076
$109,122
$114,578
$1,580
$112,998
2077
$112,998
$118,647
$1,628
$117,020
2078
$117,020
$122,871
$1,677
$121,194
2079
$121,194
$127,254
$1,727
$125,527
2080
$125,527
$131,803
$1,779
$130,024
2081
$130,024
$136,525
$1,832
$134,693
2082
$134,693
$141,428
$1,887
$139,541
2083
$139,541
$146,518
$1,944
$144,574
2084
$144,574
$151,803
$2,002
$149,801
2085
$149,801
$157,291
$2,062
$155,229
2086
$155,229
$162,990
$2,124
$160,867
2087
$160,867
$168,910
$2,188
$166,722
2088
$166,722
$175,058
$2,253
$172,805
2089
$172,805
$181,445
$2,321
$179,124
2090
$179,124
$188,081
$2,390
$185,690
2091
$185,690
$194,975
$2,462
$192,512
2092
$192,512
$202,138
$2,536
$199,602
2093
$199,602
$209,582
$2,612
$206,970
2094
$206,970
$217,318
$2,691
$214,628
2095
$214,628
$225,359
$2,771
$222,588
2096
$222,588
$233,718
$2,854
$230,863
2097
$230,863
$242,406
$2,940
$239,466
2098
$239,466
$251,440
$3,028
$248,411
2099
$248,411
$260,832
$3,119
$257,713
2100
$257,713
$270,599
$3,213
$267,386
2101
$267,386
$280,755
$3,309
$277,446
2102
$277,446
$291,319
$3,408
$287,910
2103
$287,910
$302,306
$3,511
$298,795
2104
$298,795
$313,735
$3,616
$310,119
2105
$310,119
$325,625
$3,724
$321,901
2106
$321,901
$337,996
$3,836
$334,160
2107
$334,160
$350,868
$3,951
$346,917
2108
$346,917
$364,263
$4,070
$360,193
2109
$360,193
$378,203
$4,192
$374,011
2110
$374,011
$392,711
$4,317
$388,394
2111
$388,394
$407,814
$4,447
$403,366
2112
$403,366
$423,535
$4,580
$418,954
2113
$418,954
$439,902
$4,718
$435,184
2114
$435,184
$456,943
$4,859
$452,084
2115
$452,084
$474,688
$5,005
$469,683
2116
$469,683
$493,167
$5,155
$488,012

Yadkin 01 Umbrella Mitigation Bank: Brushy Mountain Long-term Management Fund Calculations
2117
$488,012
$512,413
$5,310
$507,103
2118
$507,103
$532,458
$5,469
$526,988
2119
$526,988
$553,338
$5,633
$547,705
2120
$547,705
$575,090
$5,802
$569,287
2121
$569,287
$597,752
$5,976
$591,775
2122
$591,775
$621,364
$6,156
$615,208
2123
$615,208
$645,969
$6,340
$639,628
2124
$639,628
$671,610
$6,531
$665,079
2125
$665,079
$698,333
$6,727
$691,607

APPENDIX I.
DRAFT FINANCIAL ASSURANCES
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Restoration Systems - Brushy Mountain Construction and Implementation Costs
Yadkin County, North Carolina
CONSTRUCTION AND IMPLEMENTATION COSTS
TASK Price Per Task
Implementation Assurance (Bond Cost)
$
8,000.00
Construction (Land Mechanics Design)
$
454,240.00
Consulting Fee (Axiom Environmental)
$
6,760.00
Boundary Marking
$
10,000.00
Soil Amendment
$
5,000.00
Tree Cost (Procurement and Planting) (Carolina Silvics)
$
30,000.00
As -Built Survey (K2 Environmental Design)
$
5,000.00
As -Built Document (Axiom Environmental)
$
12,000.00
Monitoring Wells
$
8,000.00
Monitoring & Maintenance Bond
$
2,000.00
Restoration Systems Direct Costs
$
5,000.00
Total = $ 546,000.00
* Subconsultant costs include direct costs and inflation
** All amounts have been rounded up to the nearest whole dollar

PERFORMANCE BOND Travelers Casualty and Surety Company of America
One Tower Square, Hartford, CT 06183
Bond No. TBD
KNOW ALL MEN BY THESE PRESENTS, that we, Restoration Systems, LLC as Principal, and Travelers Casualty
and Surety Company of America, licensed to do business in the State of, North Carolina as Surety, are held and firmly
bound unto North Carolina Wildlife Habitat Foundation (Obligee), in the penal sum of Five Hundred Forty-six
Thousand Dollars & no/100--------($546,000.00), lawful money of the United States of America, for the payment of which
sum, well and truly to be made, the Principal and Surety do bind themselves, their heirs, executors, administrators, and
successors and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH, that whereas the above bounden Principal has entered into certain
written Agreement with the above named Obligee, effective the day of , 2018 for Brushy
Mountain Stream and Wetland Mitigation Site Implementation Assurance and more fully described in said Contract,
a copy of which is attached, which Agreement is made a part hereof and incorporated herein by reference, except that
nothing said therein shall alter, enlarge, expand or otherwise modify the term of the bond as set out below.
NOW, THEREFORE, if Principal, its executors, administrators, successors and assigns shall promptly and faithfully
perform the Contract, according to the terms, stipulations or conditions thereof, then this obligation shall become null and
void, otherwise to remain in full force and effect. This bond is executed by the Surety and accepted by the Obligee
subject to the following express condition:
Notwithstanding the provisions of the Contract, this bond will commence on the date of approval of the Mitigation Banking
Instrument Agreement with term of bond from to or upon approval of the As -Built Report
by the US Army Corps of Engineers, but may be extended by the Surety at its sole option by a replacement bond or
Continuation Certificate. Surety shall provide the District Engineer notification at least 120 days in advance of any
termination or revocation of bond. However, neither nonrenewal by the Surety, nor the failure or inability of the Principal to
file a replacement bond, shall itself constitute a loss to the Obligee recoverable under this bond or any renewal or
continuation thereof. The liability of the Surety under this bond or any Continuation Certificates issued in connection
therewith shall not be cumulative and shall in no event exceed the amount as set forth in this bond or in any additions,
riders, or endorsements properly issued by the Surety as supplements thereto. .
Sealed with our seals and dated this day of , 2018.
Witness
Witness
Agreed and acknowledged this _ day of , 2018
By:
Obligee
S-5025(08-99)
RESTORATION SYSTEMS, LLC
Principal
Travelers Casualty and Surety Company of America
Phoebe C. Honeycutt, Attorney -in -Fact
BB&T Insurance Services
4309 Emperor Blvd Suite 300
Durham, NC 27709

Restoration Systems - Brushy Mountain Annual Monitoring and Maintenance Costs
Yadkin County, North Carolina
MONITORING
Axiom Environmental Annual Monitorine Costs
TASK
Price Per Task
- Groundwater Gauge Downloads/Maintenance
$
2,640.00
- Vegetation Plot Measurements (20 plots)
$
1,760.00
- On-site Physical Stream Measurements (25 XS)
$
2,640.00
- Stream Flow Camera Install and Maintenance
$
2,200.00
- Benthic Collections
$
440.00
- SQT Data Collection
$
2,640.00
- Data Processing and Analysis
$
3,000.00
- Report Preparation
$
3,520.00
Axiom Environmental Annual Direct Monitoring Costs
Travel ($0.585/mi SUV):
$
2,112.00
Hotel ($91/day):
$
637.00
Benthic Processing (Pennington & Associates):
$
1,200.00
Fecal Coliform Lab Costs ($50/sample)
$
350.00
Groundwater/Surface Water Gauge Maintenance
$
2,000.00
Miscellaneous (film, copies, monitoring posts, flagging, etc.)
$
200.00
Total Monitoring Costs =
$
25,339.00
MAINTENANCE
Carolina Silvics Annual Vegetation Maintenance Costs
- Invasive Species and Vegetation Management (Annual Budget)
5,000.00
Restoration Systems
- Direct Cost Annual Budget $ 2,500.00
Total Maintenance Costs = $ 7,500.00
Total Annual Monitoring & Maintenance Costs = $ 32,839.00
* Subconsultant costs include direct costs and inflation
** All amounts have been rounded up to the nearest whole dollar

MONITORING BOND Travelers Casualty and Surety Company of America
One Tower Square, Hartford, CT 06183
Bond No. TBA
KNOW ALL MEN BY THESE PRESENTS, that we, Restoration Systems. LLC, as Principal, and Travelers Casualty
and Surety Company of America, licensed to do business in the State of North Carolina as Surety, are held and firmly
bound unto North Carolina Wildlife Habitat Foundation (Obligee), in the penal sum of Thirty-two Thousand Eight
Hundred Thirty-nine Dollars & no/100---- ($32.839.00), lawful money of the United States of America, for the payment
of which sum, well and truly to be made, the Principal and Surety do bind themselves, their heirs, executors,
administrators, and successors and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH, that whereas the above bounden Principal has entered into certain
written Agreement with the above named Obligee, effective the day of , 2018, for the Brushy Mountain
Stream and Wetland Mitigation Site Maintenance and Monitoring Assurance and more fully described in said
Agreement, a copy of which is attached, which Agreement is made a part hereof and incorporated herein by reference,
except that nothing said therein shall alter, enlarge, expand or otherwise modify the term of the bond as set out below.
NOW, THEREFORE, if Principal, its executors, administrators, successors and assigns shall promptly and faithfully
perform the monitoring obligations, according to the terms, stipulations or conditions thereof, then this obligation shall
become null and void, otherwise to remain in full force and effect. This bond is executed by the Surety and accepted by
the Obligee subject to the following express condition:
Notwithstanding the provisions of the Agreement, this bond will commence on the date of approval of the As -Built report
by the US Army Corps of Engineers with term of bond from to or upon approval of the
Year 1 Monitoring Report by the US Army Corps of Engineers, but may be extended by the Surety at its sole option by a
Continuation Certificate for future monitoring years 2-6. Surety shall provide the District Engineer notification at least 120
days in advance of any termination or revocation of bond. However, neither nonrenewal by the Surety, nor the failure or
inability of the Principal to file a replacement bond in the event of nonrenewal, shall itself constitute a loss to the Obligee
recoverable under this bond or any renewal or continuation thereof. The liability of the Surety under this bond or any
Continuation Certificates issued in connection therewith shall not be cumulative and shall in no event exceed the amount
as set forth in this bond or in any additions, riders, or endorsements properly issued by the Surety as supplements
thereto.
Sealed with our seals and dated this _ day of , 2018
Witness
Witness
Agreed and acknowledged this _ day of , 2018
By
Obligee
S-5025 (08-99)
RESTORATION SYSTEMS, LLC
Principal
Travelers Casualty and Surety Company of America
Phoebe C. Honeycutt, Attorney -in -Fact
BB&T Insurance Services
4309 Emperor Blvd., Suite 300
Durham, NC 27709

APPENDIX J.
STREAM FLOW DATA
Brushy Mountain Mitigation Bank Site -Mitigation Plan Appendices
Yadkin 01 Umbrella Mitigation Bank Restoration Systems, LLC

Brushy Mountain HvdroloKv Appendix
Tributary Name
Start Date of Data
Collection
End Date of Data
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Total Days with
Flow
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4/20/2018
5/24/2018
35
35
UT -3 Up
3/6/2018
5/24/2018
80
80
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3/6/2018
5/24/2018
80
80
UT -4 Up
3/6/2018
5/24/2018
80
80

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