10.03.23 Cove Creek 50% Site Plans

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BFEC Watuaga UMB-
COVE CREEK
EROSION AND SEDIMENT CONTROL NOTES:
1.ONCE SITE CONSTRUCTION WITHIN AN AREA HAS CEASED ALL
DISTURBED AREAS WILL BE IMMEDIATELY SEEDED
(TEMPORARY & PERMANENT SEED), MATTED (COIR AND
COCONUT FIBER EROSION CONTROL BLANKET, NAG C700BN),
AND STABILIZED (SEE SHEET EC1).
2.LIVE STAKES AND BIODEGRADABLE MATTING STAKES WILL BE
USED TO SECURE THE MATTING.
3.BROADCAST SEEDING RATES WILL BE AS SPECIFIED ON SHEET
EC1.
4.NATIVE SHRUB AND TREE SPECIES WILL BE PLANTED
THROUGHOUT THE PROJECT AREA AT A RATE OF 400+
STEMS/ACRE, SECURING NEAR BANK AREAS AND PROVIDING
FUTURE SHADING OF CHANNEL (SEE CHANNEL REVEGETATION
DETAIL SHEET EC1).
5.PRECAUTIONS WILL BE TAKEN TO KEEP HEAVY EQUIPMENT
OUT OF THE STREAM CHANNEL EXCEPT WHERE ABSOLUTELY
NECESSARY TO INSTALL BANK STABILIZATION/ENHANCEMENT
MEASURES AND IN-STREAM STRUCTURES.
6.NO CONSTRUCTION ACTIVITIES WILL OCCUR OUTSIDE THE
CONSTRUCTION LIMITS AS SHOWN ON THE SITE PLAN.
SHEET INDEX
COVER 1
OVERALL SITE PLANS 2-5
COVE CREEK PLAN AND PROFILE (A-B) 6-7
UNNAMED TRIBUTARY 1 PLAN AND PROFILE (C-I) 8-14
UNNAMED TRIBUTARY 2 PLAN AND PROFILE (J-O) 15-20
COVE CREEK CROSS-SECTIONS 1-5 21-22
UNNAMED TRIBUTARY 1 CROSS-SECTIONS 1-15 23-26
UNNAMED TRIBUTARY 2 CROSS-SECTIONS 1-10 27-28
COVE CREEK TYPICAL CROSS-SECTIONS 29
UNNAMED TRIBUTARIES 1 & 2 TYPICAL CROSS SECTIONS 29-30
MORPHOLOGICAL TABLES 31-34
CONSTRUCTION DETAILS AND SPECIFICATIONS C1-C9
EROSION CONTROL DETAILS AND SPECIFICATIONS E1-E3
GENERAL NOTES:
1.STREAM ASSESSMENT DATA (LONGITUDINAL PROFILE,
CROSS-SECTIONS, ETC.) PRESENTED HEREIN COLLECTED BY
BFEC/BFED.
2.CONTOUR DATA PRESENTED IN THIS DOCUMENT WAS COLLECTED
BY BFEC/BFED. (2' and 10' CONTOURS).
3.HORIZONTAL AND VERTICAL GRID CONTROL TIED TO PROJECT BY
BFED. SURVEY DATA USED FOR DESIGN IS RELATIVE TO ITSELF
AND APPROXIMATELY SET TO REAL WORLD COORDINATES BASED
ON LIDAR DATA.
4.PRIOR TO CONSTRUCTION, BFEC WILL FLAG TREES APPROVED TO
BE REMOVED DURING CONSTRUCTION. ONLY REMOVE TREES
THAT ARE MARKED BY FLAGGING PRIOR TO CONSTRUCTION. ALL
OTHER TREES SHALL BE PROTECTED AND AVOIDED DURING
GRADING ACTIVITIES, INCLUDING ROOT STRUCTURES. CEASE
GRADING WHEN MATURE TREE ROOTS ARE ENCOUNTERED.
50% PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
LI
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0+00 1+00
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CP

5
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7
CP

8
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1
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2
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3
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4
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1

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2

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3

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4

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5+00 6+00 7+
0
0
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0
TOB
TOB
TOB TOB
TOB
TOB
TOB TOB
XS
1

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2
+
5
0
XS
2

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3
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TO
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TOB
T
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8
+
5
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9
+
0
0
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0
+
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11+0
0 12+
0
0
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0
0
1
4
+
0
0
15+00
1
6
+
0
0
1
7
+
0
0
1
7
+
2
0
Backfill cattle path
3:1 slope
Backfill cattle path
3:1 slope
Grade bench into existing
floodplain
Grade bench at 3:1 slope
into existing floodplain
Harvest 12"
willow tree
Install Boulder Revetment
to protect eroded bank
Remove
concrete slabs
Bedrock from Sta 5+28
to Sta 6+60
Existing Tributary,
no work done
Backfill cattle path
3:1 slope
UT2 XS

5

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4
+
8
9
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
Start of Cove Creek Reach
(36.28519, -81.77642)
End of Cove Creek Reach
(36.28326, -81.77538)
End of UT1b Reach
(36.28390, -81.77590)
End of UT1a Reach /
Start of UT1b Reach
(36.28535, -81.77496)
Start of UT1a Reach
(36.28622, -81.77240)
Start of UT2a Reach
(36.28469, -81.77284)
End of UT2a Reach /
Start of UT2b Reach
(36.28412, -81.77343)
End of UT2b Reach
(36.28229, -81.77366)
TOB
TO
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TOB TOB
TOB
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TOB
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Wetland Area 1
Wetland Area 3
Wetland 1
Wetland 5
Wetland 6
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OHU OHU
2' EXISTING CONTOURS
10' EXISTING CONTOURS
OVERHEAD UTILITY
ROOTWAD
REVETMENT
PROPOSED DESIGN
CROSS VANE (no step)
BOULDER
REVETMENT
PROPERTY LINES
TOB TOB
PROPOSED TOP OF
BANK
CROSS VANE (step)
TREES TO BE REMOVED
CONSTRUCTED
RIFFLE
EXISTING FENCE
UTILITY POLE
BRUSH LAYERING
TOEWOOD
REVETMENT
PERMANENT STREAM
CROSSING
PROPOSED
CENTERLINE
EXISTING TREES
EXISTING TOP OF BANK
EXISTING THALWEG
LEGEND
EXISTING STRUCTURES
EXISTING WETLAND
EXISTING TRIBUTARY
TOB TOB
PAVED ROAD
GRAVEL ROAD
50% PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
BRIDGE
CONTROL POINT
LOG SILL
LOG STEP
ROCK SILL
ROCK STEP (multiple)
ROCK STEP (single)
PROPOSED BUFFER &
BOUNDARY
PROPOSED
CONSERVATION
EASEMENT BOUNDARY
PROPOSED WETLAND &
BOUNDARY
Feet
0 150 300
PROPOSED BENCH
EXISTING PIPES
POINT BAR
WETLAND WELL
LI
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#

P
-
1
0
8
9
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
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OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
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TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB
TOB
TOB
TOB
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TOB
TOB
TOB
TOB
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TOB
TOB
TOB
TOB
TOB
TOB
T
O
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TOB
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TOB
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TOB
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TOB
TOB
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
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0+00 1+00
2+0
0
3+00
4+00
5+00
6+00
7+0
0
7+
9
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CP

1
CP

2
CP

3
0+00 1+00
2+00
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5+00
6+00
7+
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TOB
TOB
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TOB
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TOB TOB
TOB TOB
TOB TOB
TOB
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TOB
TOB
TOB TOB
TOB
TOB
TOB TOB
0
+
0
0
0
+
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0
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+
4
0
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+
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+
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+
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0
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+
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0
+
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+
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+
8
0
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+
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0
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+
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0
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+
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0
1
+
4
0
0
+
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0
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+
2
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0
+
4
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0
+
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0
+
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1
+
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+
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0
1
+
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0
0
+
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0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
8
0
1
+
0
0
1
+
2
0
1
+
2
0
0
+
0
0
0
+
2
0
0+
4
0
0+
6
0
0+
8
0
1+
0
0
1
+
2
0
XS
1

S
t
a

2
+
5
0
XS
2

S
t
a

3
+
0
3
XS
3

S
t
a

4
+
2
7
XS
4

S
t
a

5
+
0
2
XS
5

S
t
a

6
+
4
4
UT1

X
S

1
2

S
t
a

9
+
5
0
UT1

X
S

1
3

S
t
a

1
0
+
0
5
UT1

X
S

1
4

S
t
a

1
2
+
9
7
UT1

X
S

1
5

S
t
a

1
3
+
9
1
TO
B
TO
B
TOB
TOB
TO
B
TO
B
TO
B
TO
B
T
O
B
T
O
B
T
O
B
T
O
B
TO
B
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TO
B
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B
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O
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T
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B
TO
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B
TOB
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TOB TOB
TOB
T
O
B
TOB
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T
O
B
T
O
B
T
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TOB TOB
TOB TO
B
TOB T
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TOB
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T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
0+00
0+20
0+40
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
7
0
0+
0
0
0+
2
0
0+
4
0
0+
6
0
0+
7
0
0+0
0
0+2
0
0+4
0
0+6
0
0+7
0
1
0
+
0
0
11+0
0
12+
0
0
13+
0
0
1
4
+
0
0
15+00
1
6
+
0
0
1
7
+
0
0
1
7
+
2
0
Backfill cattle path
3:1 slope
Backfill cattle path
3:1 slope
Grade bench into existing
floodplain
Grade bench at 3:1 slope
into existing floodplain
Harvest 12"
willow tree
Install Boulder Revetment
to protect eroded bank
Remove
concrete slabs
Bedrock from Sta 5+28
to Sta 6+60
Existing Tributary,
no work done
Backfill cattle path
3:1 slope
TOB
TOB TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB
TOB TOB
TOB
TOB TOB
TOB
OV
E
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A
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L

S
I
T
E

P
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A
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C
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E

C
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3/34
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B

-

C
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C
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k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
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h
w
a
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4
2
1

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3
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7
2
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4
4
7
6
ww
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50% PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
Feet
0 50 100
OHU OHU
2' EXISTING CONTOURS
10' EXISTING CONTOURS
OVERHEAD UTILITY
ROOTWAD
REVETMENT
PROPOSED DESIGN
CROSS VANE (no step)
BOULDER
REVETMENT
PROPERTY LINES
TOB TOB
PROPOSED TOP OF
BANK
CROSS VANE (step)
TREES TO BE REMOVED
CONSTRUCTED
RIFFLE
EXISTING FENCE
UTILITY POLE
BRUSH LAYERING
TOEWOOD
REVETMENT
PERMANENT STREAM
CROSSING
PROPOSED
CENTERLINE
EXISTING TREES
EXISTING TOP OF BANK
EXISTING THALWEG
LEGEND
EXISTING STRUCTURES
EXISTING WETLAND
EXISTING TRIBUTARY
TOB TOB
PAVED ROAD
GRAVEL ROAD
BRIDGE
CONTROL POINT
LOG SILL
LOG STEP
ROCK SILL
ROCK STEP (multiple)
ROCK STEP (single)
PROPOSED BUFFER &
BOUNDARY
PROPOSED
CONSERVATION
EASEMENT BOUNDARY
PROPOSED WETLAND &
BOUNDARY
PROPOSED BENCH
EXISTING PIPES
POINT BAR
WETLAND WELL
LI
C
E
N
S
E

#

P
-
1
0
8
9
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
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U
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TOB
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TOB
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O
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TO
B
TO
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TO
B
3
+
0
0
4
+
0
0
5+
0
0
6+
0
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CP 5
CP 8
CP 4
0+00
1+0
0
2+00
3+00
4+00
5+00
6+0
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0
8+
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U
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1
Sheet
4/34
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Feet
0 75 150
OHU OHU
2' EXISTING CONTOURS
10' EXISTING CONTOURS
OVERHEAD UTILITY
ROOTWAD
REVETMENT
PROPOSED DESIGN
CROSS VANE (no step)
BOULDER
REVETMENT
PROPERTY LINES
TOB TOB
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BANK
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TREES TO BE REMOVED
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PROPOSED
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EXISTING TREES
EXISTING TOP OF BANK
EXISTING THALWEG
LEGEND
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EXISTING TRIBUTARY
TOB TOB
PAVED ROAD
GRAVEL ROAD
BRIDGE
CONTROL POINT
LOG SILL
LOG STEP
ROCK SILL
ROCK STEP (multiple)
ROCK STEP (single)
PROPOSED BUFFER &
BOUNDARY
PROPOSED
CONSERVATION
EASEMENT BOUNDARY
PROPOSED WETLAND &
BOUNDARY
PROPOSED BENCH
EXISTING PIPES
POINT BAR
WETLAND WELL
LI
C
E
N
S
E

#

P
-
1
0
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9
OHU
OHU
OHU
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7
UT2 X
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Cr
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2
Sheet
5/34
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Feet
0 75 150
OHU OHU
2' EXISTING CONTOURS
10' EXISTING CONTOURS
OVERHEAD UTILITY
ROOTWAD
REVETMENT
PROPOSED DESIGN
CROSS VANE (no step)
BOULDER
REVETMENT
PROPERTY LINES
TOB TOB
PROPOSED TOP OF
BANK
CROSS VANE (step)
TREES TO BE REMOVED
CONSTRUCTED
RIFFLE
EXISTING FENCE
UTILITY POLE
BRUSH LAYERING
TOEWOOD
REVETMENT
PERMANENT STREAM
CROSSING
PROPOSED
CENTERLINE
EXISTING TREES
EXISTING TOP OF BANK
EXISTING THALWEG
LEGEND
EXISTING STRUCTURES
EXISTING WETLAND
EXISTING TRIBUTARY
TOB TOB
PAVED ROAD
GRAVEL ROAD
BRIDGE
CONTROL POINT
LOG SILL
LOG STEP
ROCK SILL
ROCK STEP (multiple)
ROCK STEP (single)
PROPOSED BUFFER &
BOUNDARY
PROPOSED
CONSERVATION
EASEMENT BOUNDARY
PROPOSED WETLAND &
BOUNDARY
PROPOSED BENCH
EXISTING PIPES
POINT BAR
WETLAND WELL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
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n
Station
COVE CREEK CENTERLINE
2740
2742
2744
2746
2748
2750
2752
0+
0
0
0+2
5
0+5
0
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TOB
TOB
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TOB
TOB
TOB
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TOB TOB TOB
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5
+
0
2
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
Water Well
,

D
o

n
o
t
disturb dur
i
n
g
constructi
o
n
1
7
+
0
0
1
7
+
2
0
Backfill cattle path
3:1 slope
Backfill cattle path
3:1 slope
Grade bench into existing
floodplain
Grade bench at 3:1 slope
into existing floodplain
Harvest 12"
willow tree
Bedrock from Sta 5+28
to Sta 6+60
Existing Tributary,
no work done
10' minimum
bankful bench
10' minimum
bankful bench
Backfill cattle path
3:1 slope
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB
TOB
TOB TOB
PL
A
N

A
N
D

P
R
O
F
I
L
E

A
Sheet
6/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
Feet
0 40 80
LI
C
E
N
S
E

#

P
-
1
0
8
9
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB TOB
TOB
TOB
TOB TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
T
O
B
TOB
TOB TOB
TOB
TOB
TOB TOB
TOB
T
O
B
TOB
TOB
TO
B
TO
B
T
O
B
3+00
4+00
5+00
6+00
7+0
0
7+
9
0
CP

2
3+00
4+00
5+00
6+00
7+0
0
7+
8
0
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB TOB
TOB
TOB
TOB
TOB TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB TOB
TOB TOB
TOB
TOB TOB
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
8
0
1
+
0
0
1
+
2
0
1
+
2
0
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
8
0
1
+
0
0
1
+
2
0
1
+
4
0
1
+
4
0
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
8
0
1
+
0
0
1
+
2
0
1
+
2
0
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
8
0
1+
0
0
1+
2
0
1+
2
0
0
+
0
0
0
+
2
0
0+
4
0
0+
6
0
0+
8
0
1+
0
0
1
+
2
0
XS
1

S
t
a

2
+
5
0
XS
2

S
t
a

3
+
0
3
XS
3

S
t
a

4
+
2
7
XS
4

S
t
a

5
+
0
2
XS
5

S
t
a

6
+
4
4
UT1

X
S

1
4

S
t
a

1
2
+
9
7
UT1

X
S

1
5

S
t
a

1
3
+
9
1
TO
B
TO
B
TOB
TOB
TO
B
TO
B
TO
B
TO
B
TO
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
Tra
n
s
i
t
i
o
n

t
o

C
a
s
c
a
d
e
St
e
p
-
P
o
o
l

C
h
a
n
n
e
l
1
6
+
0
0
1
7
+
0
0
1
7
+
2
0
Backfill cattle path
3:1 slope
Backfill cattle path
3:1 slope
Grade bench into existing
floodplain
Grade bench at 3:1 slope
into existing floodplain
Harvest 12"
willow tree
Install Boulder Revetment
to protect eroded bank
Remove
concrete slabs
16' x 50' bridge
Bedrock from Sta 5+28
to Sta 6+60
Existing Tributary,
no work done
10' minimum
bankful bench
10' minimum
bankful bench
Backfill cattle path
3:1 slope
Excavate point bar;
grade 3:1 slope
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB
TOB
TOB TOB TOB TOB
El
e
v
a
t
i
o
n
Station
COVE CREEK CENTERLINE
2740
2742
2744
2746
2748
2750
2752
4+
0
0
4+
2
5
4+
5
0
4+
7
5
5+
0
0
5+
2
5
5+5
0
5+
7
5
6+
0
0
6+2
5
6+5
0
6+7
5
7+
0
0
7+
2
5
7+
5
0
7+
7
5
7+
8
0
XS

3

S
t
a

4
+
2
7
XS
4

S
t
a

5
+
0
2
XS

5

S
t
a

6
+
4
4
Cr
o
s
s

V
a
n
e

S
t
e
p

0
.
4
'

S
t
a
.

4
+
5
0
,
Ap
e
x

E
l
e
v
.

2
7
4
5
.
7
'
PL
A
N

A
N
D

P
R
O
F
I
L
E

B
Sheet
7/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
Feet
0 40 80
LI
C
E
N
S
E

#

P
-
1
0
8
9
0+
0
0
1
+
0
0
2+
0
0
UT1

X
S

1

S
t
a

0
+
5
2
UT1

X
S

2

S
t
a

1
+
0
0
UT1

X
S

3

S
t
a

1
+
6
8
0+00
0+20
0+40
0+58
0+000+200+32
T
O
B
T
O
B
T
O
B
0+00
0+200+400+44
Existing cattle access
erosion to be repaired
Grade left bank and
terrace 2:1 slope
(as needed)
Natural bedrock step,
create deep pool using
downstream Rock Sill
Natural bedrock step,
excavate excess sediment to
create deep pool upstream
Terrace/Bank erosion
from cattle access
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2834
2836
2838
2840
2842
2844
2846
2848
2850
2852
2854
2856
2858
2860
2862
2864
2866
2868
2870
0+
0
0
0+
2
5
0+
5
0
0+
7
5
1+0
0
1+
2
5
1+
5
0
1+
7
5
2+0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

C
Sheet
8/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
2+
0
0
3+
0
0
4+
0
0
UT1

X
S

4

S
t
a

3
+
4
5
UT1

X
S

5

S
t
a

3
+
6
7
0+0
0
0+20
0+30
0+000+200+400+40
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
T
O
B
TO
B
Grade right bank/terrace
2:1 slope, as needed
Remove trees in channel
from right bank, natural
bedrock step
Natural bedrock
step
Remove fallen tree and
debris from terrace
Grade right bank/terrace
2:1 slope
Install Rock Step to
create pool habitat
Natural bedrock
step
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2804
2806
2808
2810
2812
2814
2816
2818
2820
2822
2824
2826
2828
2830
2832
2834
2836
2838
2840
2+
0
0
2+
2
5
2+
5
0
2+
7
5
3+
0
0
3+
2
5
3+
5
0
3+
7
5
4+0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

D
Sheet
9/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
4+
0
0
5+
0
0
6
+
0
0
UT1

X
S

6

S
t
a

6
+
0
0
UT1

X
S

7

S
t
a

6
+
6
0
0+000+20
0+33
TO
B
TO
B
T
O
B
Install Rock Step and Rock
Sill to create pool habitat
Steep bedrock lined
gorge area
Remove downed locust tree
across channel, grade left
bank/terrace 2:1 slope
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2778
2780
2782
2784
2786
2788
2790
2792
2794
2796
2798
2800
2802
2804
2806
2808
2810
4+
0
0
4+
2
5
4+
5
0
4+
7
5
5+0
0
5+2
5
5+5
0
5+7
5
6+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

E
Sheet
10/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
OHU
6
+
0
0
7+
0
0
8+
0
0
UT1 XS 6 Sta 6+00
UT1

X
S

7

S
t
a

6
+
6
0
UT1

X
S

8

S
t
a

7
+
1
4
UT1 X
S

9

S
t
a

8
+
3
0
0+000+200+400+600+75
0+00
0+20
0+40
0+6
0
0+7
4
0+000+20
0+33
TO
B
TO
B
TO
B
TO
B
TO
B
Grade left bank/terrace
2:1 slope, as needed
Wet
l
a
n
d

A
r
e
a

1
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2762
2764
2766
2768
2770
2772
2774
2776
2778
2780
2782
2784
2786
6+0
0
6+2
5
6+
5
0
6+
7
5
7+0
0
7+
2
5
7+
5
0
7+
7
5
8+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

F
Sheet
11/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
OHU
OHU
OHU
OHU
OHU
CP

5
8+
0
0
8
+
7
1
UT1 X
S

9

S
t
a

8
+
3
0
UT1
X
S

1
0

S
t
a

8
+
6
9
UT1 X
S

1
1

S
t
a

8
+
9
3
0+00
0+20
0+27
0+00
0+20
0+29
Start Priority 1
Cascade Step-Pool
Channel
TO
B
Repair cattle access erosion,
install Rock Step structure at
headcut
UT1 X
S

1
2

S
t
a

9
+
5
0
UT1 X
S

1
3

S
t
a

1
0
+
0
5
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
TO
B
T
O
B
T
O
B
TO
B
T
O
B
Permanent
Stream Crossing
Repair cattle access erosion,
install Rock Step structure at
headcut
0+000+200+400+600+70
0+00
0+20
0+40
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
Cr
e
a
t
e

a

s
l
i
g
h
t

6
"

t
a
l
l

b
e
r
m

a
l
o
n
g
lo
w
e
r

s
i
d
e

o
f

f
l
o
o
d
p
l
a
i
n

a
s
0+000+200+400+47
Bankfull Bench 6' on both
sides of channel
8
+
5
8
9
+
0
0
1
0
+
0
0
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2750
2752
2754
2756
2758
2760
2762
2764
2766
2768
2770
8+
0
0
8+
2
5
8+
5
0
8+
7
5
9+
0
0
9+2
5
9+
5
0
9+
7
5
10
+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

G
Sheet
12/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
Transition to
Riffle-Pool Channel
UT1

X
S

1
3

S
t
a

1
0
+
0
5
UT1

X
S

1
4

S
t
a

1
2
+
9
7
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
TO
B
T
O
B
TO
B
TOB
TOB
TOB
TOB
T
O
B
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
T
O
B
T
O
B
TOB TOB
TOB
TOB
TOB
TO
B
TO
B
TO
B
TOB
TO
B
TOB
TOB
TOB TOB
TO
B
TOB
TOB TOB
TO
B
TOB
TOB
TO
B
TO
B
TO
B
TOB
TOB
TOB
TOB
TOB
TOB
TOB
TOB TOB
TOB
TOB
TOB
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
7
0
0+
0
0
0+
2
0
0+
4
0
0+
6
0
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
1
0
+
0
0
11+00
12
+
0
0
13+
0
0
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2744
2746
2748
2750
2752
2754
2756
10
+
0
0
10
+
2
5
10
+
5
0
10
+
7
5
11
+
0
0
11
+
2
5
11
+
5
0
11
+
7
5
12
+
0
0
12
+
2
5
12
+
5
0
12
+
7
5
13
+
0
0
13
+
2
5
13
+
5
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

H
Sheet
13/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
TOB
TOB
TOB
TOB
TOB
TOB
0
+
0
0
0
+
2
0
UT
1

X
S

1
5

S
t
a

1
3
+
9
1
TO
B
TOB
TOB
TO
B
TOB
TO
B
TOB
TO
B
TO
B
TO
B
TOB
TOB
TOB
TOB
TOB
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
TO
B
TOB
TOB
TOB
TOB
TO
B
T
O
B
TOB
TOB
TO
B
TOB
TOB
TOB
TOB
TO
B
TO
B
TOB
TOB
TOB
TOB
TOB
TOB TOB
T
O
B
T
O
B
T
O
B
T
O
B
TO
B
T
O
B
TOB
TOB
TOB
TOB
TO
B
TOB
TO
B
Transition to Cascade
Step-Pool Channel
0
+
0
0
0
+
2
0
0
+
4
0
0
+
6
0
0
+
7
0
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
14+00
15+0
0
1
6
+
0
0
17
+
0
0
17
+
2
0
Inst
a
l
l

B
o
u
l
d
e
r

R
e
v
e
t
m
e
n
t
to p
r
o
t
e
c
t

e
r
o
d
e
d

b
a
n
k
Rem
o
v
e
conc
r
e
t
e

s
l
a
b
s
Back
f
i
l
l

c
a
t
t
l
e

p
a
t
h
3:1 s
l
o
p
e
TOB
TOB
TOB
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 1 Centerline
2740
2742
2744
2746
2748
2750
2752
2754
13
+
5
0
13
+
7
5
14
+
0
0
14
+
2
5
14
+
5
0
14
+
7
5
15
+
0
0
15
+
2
5
15
+
5
0
15
+
7
5
16
+
0
0
16
+
2
5
16
+
5
0
16
+
7
5
17
+
0
0
17
+
1
8
PL
A
N

A
N
D

P
R
O
F
I
L
E

I
Sheet
14/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
UT2 XS 1 S
t
a

0
+
5
9
UT2 XS 2 S
t
a

1
+
6
8
0+00
0+20
0+400+46
0+00
0+20
0+38
0
+
0
0
1
+
0
0
2
+
0
0
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2816
2818
2820
2822
2824
2826
2828
2830
2832
2834
2836
2838
2840
2842
2844
2846
2848
2850
2852
2854
2856
2858
2860
0+
0
0
0+
2
5
0+
5
0
0+
7
5
1+
0
0
1+
2
5
1+
5
0
1+
7
5
2+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

J
Sheet
15/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
UT2 XS 3 Sta 3+72
UT2 XS 4 Sta 3+94
0+00
0+20
0+40
0+47
0+00
0+20
0+40
0+48
T
O
B
T
O
B
2
+
0
0
3+
0
0
4
+
0
0
Start bankfull bench (2') and both
sides of channel
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2784
2786
2788
2790
2792
2794
2796
2798
2800
2802
2804
2806
2808
2810
2812
2814
2816
2818
2820
2822
2+
0
0
2+2
5
2+5
0
2+7
5
3+0
0
3+2
5
3+
5
0
3+7
5
4+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

K
Sheet
16/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
0+00
0+20
4
+
7
4
5
+
0
0
6
+
0
0
T
O
B
T
O
B
4
+
0
0
4
+
7
3
Create a slight 6" tall berm along
lower side of floodplain to
maintain flow in stream corridor
UT2 XS 5 Sta 4+89
0+00
0+20
0+40
0+60
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2760
2762
2764
2766
2768
2770
2772
2774
2776
2778
2780
2782
2784
2786
2788
2790
2792
4+
0
0
4+
2
5
4+
5
0
4+
7
5
5+0
0
5+
2
5
5+
5
0
5+7
5
6+0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

L
Sheet
17/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
T
O
B
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
6+
0
0
7
+
0
0
8+00
0+0
0
0+2
0
0+4
0
0+6
0
0+00
0+20
0+40
0+60
0+00
0+20
0+40
0+60
UT2 XS 6 St
a

7
+
0
9
UT2 XS 7 St
a

7
+
5
8
UT2 XS 8 St
a

8
+
1
1
maintain flow in stream corrid
o
r
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
Start bankfull bench (6') and both
sides of channel
Transition from Step-Pool to
Cascade Step-Pool channel as
slope flattens El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2746
2748
2750
2752
2754
2756
2758
2760
2762
2764
2766
2768
2770
6+0
0
6+
2
5
6+
5
0
6+
7
5
7+
0
0
7+
2
5
7+
5
0
7+
7
5
8+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

M
Sheet
18/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
T
O
B
TOB
TOB
T
O
B
TOB
TO
B
TOB
T
O
B
TOB
TO
B
TOB
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
TOB
T
O
B
T
O
B
TOB
TO
B
T
O
B
T
O
B
TO
B
8
+
0
0
9+
0
0
1
0
+
0
0
0+60
0+00
0+20
0+40
0+60
0+00
0+20
0+40
0+60
UT2 XS 8 St
a

8
+
1
1
UT2 XS 9 St
a

9
+
3
4
UT2 XS 10 S
t
a

1
0
+
3
4
Transition to Riffle-Pool channel,
15' bankfull bench on both sides
of channel
Start Step-Pool channel from
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
0+00
0+20
0+40
0+60
(3
6
.
2
8
2
2
9
,

-
8
1
.
7
7
3
6
6
)
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2738
2740
2742
2744
2746
2748
2750
2752
2754
8+
0
0
8+
2
5
8+5
0
8+
7
5
9+
0
0
9+
2
5
9+5
0
9+
7
5
10
+
0
0
PL
A
N

A
N
D

P
R
O
F
I
L
E

N
Sheet
19/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
T
O
B
TOB
TO
B
TOB
T
O
B
TOB
TO
B
TOB
T
O
B
TO
B
TO
B
T
O
B
TOB
TO
B
T
O
B
T
O
B
TO
B
T
O
B
T
O
B
TO
B
1
0
+
0
0
1
1
+
0
0
11+86
0+00
0+20
0+40
0+60
UT2 XS 9 St
a

9
+
3
4
UT2 XS 10 S
t
a

1
0
+
3
4
T
O
B
Start Step-Pool channel from
floodplain elevation down to
channel bed elevation,
2' bankfull bench
Create a slight 6" tall berm along
lower side of floodplain as
needed to maintain flow in
stream corridor
0+20
0+40
0+60
El
e
v
a
t
i
o
n
Station
Unnamed Tributary 2 Centerline
2734
2736
2738
2740
2742
2744
2746
2748
10
+
0
0
10
+
2
5
10
+
5
0
10
+
7
5
11
+
0
0
11
+
2
5
11
+
5
0
11+
7
5
11
+
8
6
PL
A
N

A
N
D

P
R
O
F
I
L
E

O
Sheet
20/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
Feet
0 20 40
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 1 CC
2740
2750
2760
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
0+
7
0
0+8
0
0+
9
0
1+0
0
1+1
0
1+
2
0
El
e
v
a
t
i
o
n
Station
XS 2 CC
2740
2750
2760
0+0
0
0+1
0
0+2
0
0+3
0
0+4
0
0+5
0
0+6
0
0+7
0
0+8
0
0+9
0
1+0
0
1+
1
0
1+2
0
1+
3
0
1+4
0
El
e
v
a
t
i
o
n
Station
XS 3 CC
2740
2750
2760
0+
0
0
0+1
0
0+
2
0
0+3
0
0+
4
0
0+5
0
0+
6
0
0+7
0
0+
8
0
0+9
0
1+
0
0
1+1
0
1+2
0
CO
V
E

C
R
E
E
K

C
R
O
S
S
-
S
E
C
T
I
O
N

1
-
3
Sheet
21/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION
WATER
SURFACE
PROPOSED
BANKFUL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 4 CC
2740
2750
2760
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+
6
0
0+
7
0
0+
8
0
0+9
0
1+0
0
1+
1
0
1+2
0
El
e
v
a
t
i
o
n
Station
XS 5 CC
2740
2750
2760
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+
6
0
0+
7
0
0+
8
0
0+9
0
1+0
0
1+
1
0
1+2
0
CO
V
E

C
R
E
E
K

C
R
O
S
S
-
S
E
C
T
I
O
N

4
-
5
Sheet
22/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION
WATER
SURFACE
PROPOSED
BANKFUL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 2 UT1
2850
2860
2870
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+
5
8
El
e
v
a
t
i
o
n
Station
XS 3 UT1
2840
2850
2860
0+
0
0
0+1
0
0+
2
0
0+3
0
0+3
2
El
e
v
a
t
i
o
n
Station
XS 4 UT1
2810
2820
2830
0+
0
0
0+1
0
0+
2
0
0+3
0
0+3
0
El
e
v
a
t
i
o
n
Station
XS 5 UT1
2810
2820
2830
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
El
e
v
a
t
i
o
n
Station
XS 6 UT1
2780
2790
2800
0+0
0
0+
1
0
0+2
0
0+
3
0
0+
3
3
El
e
v
a
t
i
o
n
Station
XS 1 UT1
2855
2860
2870
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+4
4
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

1

C
R
O
S
S
-
S
E
C
T
I
O
N

1
-
6
Sheet
23/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 7 UT1
2770
2780
2790
0+
0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
0+
7
0
0+
7
5
El
e
v
a
t
i
o
n
Station
XS 8 UT1
2770
2780
2790
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
0+
7
0
0+
7
4
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

1

C
R
O
S
S
-
S
E
C
T
I
O
N

7
-
8
Sheet
24/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 9 UT1
2760
2770
2780
0+0
0
0+
1
0
0+2
0
0+2
7
El
e
v
a
t
i
o
n
Station
XS 10 UT1
2755
2760
2770
0+
0
0
0+
1
0
0+
2
0
0+
2
9
El
e
v
a
t
i
o
n
Station
XS 12 UT1
2750
2760
0+0
0
0+1
0
0+2
0
0+3
0
0+4
0
0+5
0
0+6
0
0+7
0
El
e
v
a
t
i
o
n
Station
XS 11 UT1
2755
2760
2770
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
4
7
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

1

C
R
O
S
S
-
S
E
C
T
I
O
N

9
-
1
2
Sheet
25/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 13 UT1
2745
2750
2760
0+0
0
0+1
0
0+2
0
0+3
0
0+4
0
0+
5
0
0+6
0
0+7
0
El
e
v
a
t
i
o
n
Station
XS 14 UT1
2740
2750
0+0
0
0+1
0
0+2
0
0+3
0
0+4
0
0+
5
0
0+6
0
0+7
0
El
e
v
a
t
i
o
n
Station
XS 15 UT1
2740
2750
0+0
0
0+1
0
0+2
0
0+3
0
0+4
0
0+
5
0
0+6
0
0+7
0
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

1

C
R
O
S
S
-
S
E
C
T
I
O
N

1
3
-
1
5
Sheet
26/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 1 UT2
2840
2850
2860
0+
0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
4
6
El
e
v
a
t
i
o
n
Station
XS 2 UT2
2820
2830
2840
0+0
0
0+
1
0
0+2
0
0+
3
0
0+
3
8
El
e
v
a
t
i
o
n
Station
XS 3 UT2
2785
2790
2800
0+
0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+4
7
El
e
v
a
t
i
o
n
Station
XS 4 UT2
2785
2790
2800
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+4
8
El
e
v
a
t
i
o
n
Station
XS 6 UT2
2750
2760
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
El
e
v
a
t
i
o
n
Station
XS 5 UT2
2775
2780
2790
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

2

C
R
O
S
S
-
S
E
C
T
I
O
N

1
-
5
Sheet
27/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFUL
LI
C
E
N
S
E

#

P
-
1
0
8
9
El
e
v
a
t
i
o
n
Station
XS 7 UT2
2745
2750
2760
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
El
e
v
a
t
i
o
n
Station
XS 8 UT2
2745
2750
2760
0+
0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
El
e
v
a
t
i
o
n
Station
XS 10 UT2
2735
2740
2750
0+0
0
0+
1
0
0+2
0
0+
3
0
0+4
0
0+
5
0
0+6
0
El
e
v
a
t
i
o
n
Station
XS 9 UT2
2740
2750
0+
0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
UN
N
A
M
E
D

T
R
I
B
U
T
A
R
Y

2

C
R
O
S
S
-
S
E
C
T
I
O
N

7
-
1
0
Sheet
28/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
EXISTING
CONDITION
PROPOSED
CONDITION BANKFULL
LI
C
E
N
S
E

#

P
-
1
0
8
9
CC Typical Riffle
2740
2745
2750
2755
0+0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
0+
7
0
0+
8
0
0+
9
0
0+
9
4
CC Typical Meander Pool
2740
2745
2750
2755
0+0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
0+
7
0
0+
8
0
0+
9
0
0+
9
4
CC Typical Scour Pool
2740
2745
2750
2755
0+0
0
0+
1
0
0+
2
0
0+
3
0
0+
4
0
0+
5
0
0+
6
0
0+
7
0
0+
8
0
0+
9
0
0+
9
4
15' Bench Maximum Wbkf
Abkf
3
1 Dbkf
15' Bench Maximum
15' Bench Maximum Wbkf
Abkf
3
1 Dbkf
15' Bench Maximum
15' Bench Maximum Wbkf
Abkf
2
1
Dbkf
15' Bench Maximum
5.3
1
1.8
1
CO
V
E

C
R
E
E
K

T
Y
P
I
C
A
L

C
R
O
S
S
-
S
E
C
T
I
O
N
Sheet
29/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
LI
C
E
N
S
E

#

P
-
1
0
8
9
UT1 Typical Riffle (Step-Pool Channel)
2755
2760
0+
0
0
0+
1
0
0+
2
0
0+2
3
UT1 Typical Scour Pool (Step-Pool Channel)
2755
2760
0+
0
0
0+
1
0
0+
2
0
0+
2
4
UT1 Typical Riffle (Riffle-Pool Channel)
2755
2760
0+
0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+
4
3
UT1 Typical Meander Pool (Riffle-Pool Channel)
2755
2760
0+
0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+4
4
UT1 Typical Scour Pool (Riffle-Pool Channel)
2755
2760
0+
0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+
4
4
2
1 Abkf
WbkfWbkf
Dbkf
2.5
1 Abkf
Wbkf
Dbkf6
1
2.5
1 Abkf
Wbkf
Dbkf6
1
4
1
2
1 Abkf Dbkf6
1
Wbkf
2.5
1 Abkf
Wbkf
Dbkf
UT
1

T
Y
P
I
C
A
L

C
R
O
S
S
-
S
E
C
T
I
O
N
Sheet
30/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
LI
C
E
N
S
E

#

P
-
1
0
8
9
2
1 Abkf
Wbkf
Dbkf
UT2 Typical Riffle (Upstream)
2755
2760
0+
0
0
0+
1
0
0+
1
4
UT2 Typical Scour Pool (Upstream)
2755
2760
0+
0
0
0+
1
0
0+
1
8
UT2 Typical Riffle (Downstream)
2755
2760
0+0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+
4
1
UT2 Typical Meander Pool (Downstream)
2755
2760
0+0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+
4
4
UT2 Typical Scour Pool (Downstream)
2755
2760
0+0
0
0+
1
0
0+
2
0
0+3
0
0+
4
0
0+
4
3
2
1 Abkf
Wbkf
Dbkf
2
1 Abkf
Wbkf
Dbkf6
1
3
1 Abkf
Wbkf
Dbkf6
1
3
1 Abkf
Wbkf
Dbkf6
1
UT

1

&

2

T
Y
P
I
C
A
L

C
R
O
S
S
-
S
E
C
T
I
O
N
Sheet
31/34
En
g
i
n
e
e
r
i
n
g

S
o
u
n
d

E
n
v
i
r
o
n
m
e
n
t
a
l

S
o
l
u
t
i
o
n
s
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
a
u
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
AB MC
No
.
DA
T
E
BY
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
g
h
w
a
y

4
2
1

S
o
u
t
h
Tr
a
d
e
,

T
N

3
7
6
9
1
ph
/
f
a
x
:

4
2
3
.
7
2
7
.
4
4
7
6
ww
w
.
b
f
e
c
.
o
r
g
LI
C
E
N
S
E

#

P
-
1
0
8
9
MO
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P
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A
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T
A
B
L
E
S
Sheet
32/34
En
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B
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:
DR
A
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N

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:
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:
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No
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8
9
MO
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P
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A
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T
A
B
L
E
S
Sheet
33/34
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DR
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:
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No
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#

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8
9
MO
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P
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A
L

T
A
B
L
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S
Sheet
34/34
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:
DR
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:
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:
AB MC
No
.
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#

P
-
1
0
8
9
BRUSH LAYERING
Notes:
1.Brush Layering consists of small woody
debris (max. 8" dia.) overlain by
branches with stems and leaves
attached, installed approximately
perpendicular to flow along the bank
toe in order to protect streambanks
and provide habitat.
2.Extend the Brush Layers min. 1' below
proposed substrate elevation and
extend the height approximately 0.5"
above normal flow elevation to allow
backfill of streambank.
3.Stratify Brush Layer with larger woody
debris on the bottom and smaller
branches on top. Compact layers as
they are installed.
4.Backfill Brush Layer with gravel alluvial
rock material as layers are added
vertically. Suitable backfill shall drain
quickly and support weight without
shifting, as approved by Project
Engineer.
5.Place Rock Sills (min. 2.0" dia.) along the
upstream and downstream edges of
the Brush Layer, extending 8' into bank
and vertically to the bottom of the
Brush Layer.
6.Rocks stacked shall be offset towards
Brush Layer for stability.
7.Anchor Rocks (min. 1.0' dia.) shall be
placed on top of Brush Layer to
effectively weigh the mass down and
prevent floating until saturation
achieved.
8.After Brush Layer installation, backfill
streambank with clean soil fill material
and compact at the proposed bank
angle.
9.Stabilize streambanks with Riparian
Seeding, Erosion Control Matting, and
Livestaking (see Details).
BANKFULL
ELEVATION
PLAN VIEW
N.T.S.
FLOW
SECTION VIEW
N.T.S.
Notes:
1.Boulder Revetments shall be installed along the
bank toe at locations and lengths designated in
the Site Plans.
2.Footer, Header, and Sill Rock shall be min. 3' dia.
long axis, min. 2.5' dia. intermediate axis and min. 2'
dia. height.
3.Geotextile Liner shall be medium weight
non-woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 lbs). It shall be installed if
backfill is fine-grained, as approved by the Project
Engineer. Place Liner behind all rock layers and key
in at the bottom. Trim all excess visible fabric.
4.Footer Rocks shall extend below scour depth or to
bedrock, whichever is shallower. The scour depth is
estimated to be the max. pool depth near the
structure, unless otherwise specified.
5.Header Rocks must extend above the normal flow
elevation and have an even grade along the
length of the Revetment.
6.Install two or more Header Rocks overlain and
offset backwards moving up the bank if existing
substrate elevation is below that needed for
Header Rock to extend up to normal flow elevation
or if additional protection is needed for exposed
tree roots or other bank feature. Do not exceed the
inner berm elevation.
7.Footer and Header Rock shall be backfilled with
gravel alluvial material, if suitable size and
consistency is available. Suitable backfill shall have
a minimum median diameter of 2" and not exceed
6" dia. It shall drain quickly and support weight
without shifting or sinking. For fine sediment
substrates, outside gravel may be needed for
backfill and Footer Rocks shall be supported with a
layer of stone, as approved by the Project
Engineer.
8.After Boulder Revetment has been installed, backfill
streambank with clean soil fill material and
compact at the proposed bank angle.
9.Stabilize streambank with Riparian Seeding,
Streambank Matting, and Livestaking (see Details).
PLAN VIEW
N.T.S.
FL
O
W
BOULDER REVETMENT
BANKFULL
ELEVATION
SECTION VIEW
N.T.S.
NORMAL
FLOW
ELEVATION
STREAMBED
ANCHOR ROCK
BRUSH LAYER STRATIFIED WITH
LARGER WOODY DEBRIS UNDER
SMALLER BRANCHES
EXTEND BELOW SUBSTRATE
ELEVATION(see Note 2)
ANCHOR ROCK
WOODY DEBRIS OVERLAIN
BY BRANCHES
WOODEN STAKE
RESTORE DISTURBED AREA
WITH RIPARIAN SEEDING
(see Detail)
STREAMBANK MATTING
(see Detail)
EXISTING GROUND
BACKFILL WITH SUITABLE
ALLUVIAL MATERIAL
(see Note 4)
PROPOSED GROUND
BACKFILL WITH SUITABLE
ALLUVIAL MATERIAL
(see Note 4)
EDGE OF WATER
AT NORMAL FLOW
TOE OF BANK
SLOPE
ROCK SILL
(8' min.)
TOP OF BANK
(BANKFULL)
BACKFILL WITH SUITABLE
ALLUVIAL MATERIAL
(see Note 7)
EDGE OF WATER
AT NORMAL FLOW
WOODEN STAKE
RESTORE DISTURBED AREA
WITH RIPARIAN SEEDING
(see Detail)
STREAMBANK MATTING
(see Detail)
EXISTING GROUND
STREAMBED
FOOTER ROCK
BACKFILL WITH SUITABLE
ALLUVIAL MATERIAL
(see Note 7)
TOE OF BANK
SLOPE
PROPOSED GROUND
HEADER ROCK
FOOTER ROCK
HEADER ROCK
ROCK SILL
(8' min.)
TOP OF BANK
(BANKFULL)
GEOTEXTILE LINER
(if needed,
see Note 3)
GEOTEXTILE LINER
(if needed,
see Note 3)
Sheet
En
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CH
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C
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D

B
Y
:
DR
A
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N

B
Y
:
DA
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:
No
.
DA
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BY
RE
V
I
S
I
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N
S
10
/
3
/
2
0
2
3
10
5
6
5

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#

P
-
1
0
8
9
Wa
t
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a

C
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t
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Su
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t
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B

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k

S
i
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e
CONSTRUCTED RIFFLE USING
ALLUVIAL MATERIAL Notes:
1.Constructed Riffle lengths, elevations and
slopes are provided in the Centerline
Longitudinal Profiles (See Plan / Profile
Sheets).
2.Constructed Riffles shall be composed of
natural alluvial gravel and cobble
materials harvested from the existing
channel substrate derived from
excavation activities associated with
in-stream structure installation and scour
pool formation. The particle size shall
range from medium to very course gravel
(16-64 mm), as approved by the Project
Engineer. Avoid alluvial materials with
excess fine sediments derived from
deposition or found in the subpavement
layers.
3.Add alluvial material on top of the original
substrate up to the proposed thalweg
elevation across the entire channel cross
section. Slope the channel evenly from
thalweg to bank toe (minimum 0.2'
elevation difference) to prevent scour
and maintain the thalweg close to the
center of channel.
4.Create heterogeneity in Constructed
Riffles by embedding boulders and
woody debris within the alluvial material
as its added to the channel bottom. For
woody debris, use branches and small
logs (<6" dia.) that can be embedded
80% of the total length. For boulders,
embed 50% of the rock height. Boulders
that extend above the normal flow
elevation will have the best habitat value.
FL
O
W
CONSTRUCTED RIFFLE USING
ALLUVIAL MATERIAL
Notes:
1.Constructed Riffle lengths, elevations
and slopes are provided in the
Centerline Longitudinal Profiles (See
Plan / Profile Sheets).
2.Constructed Riffles shall be
composed of natural alluvial gravel
and cobble materials harvested from
the existing channel substrate derived
from excavation activities associated
with in-stream structure installation
and scour pool formation. The
particle size shall range from medium
to very course gravel (16-64 mm), as
approved by the Project Engineer.
Avoid alluvial materials with excess
fine sediments derived from
deposition or found in the
subpavement layers.
3.Add alluvial material on top of the
original substrate up to the proposed
thalweg elevation across the entire
channel cross section. Slope the
channel evenly from thalweg to bank
toe (minimum 0.2' elevation
difference) to prevent scour and
maintain the thalweg close to the
center of channel.
4.Create heterogeneity in Constructed
Riffles by embedding boulders and
woody debris within the alluvial
material as its added to the channel
bottom. For woody debris, use
branches and small logs (<6" dia.)
that can be embedded 80% of the
total length. For boulders, embed 50%
of the rock height. Boulders that
extend above the normal flow
elevation will have the best habitat
value.
FL
O
W
TO
P

O
F

B
A
N
K
(B
A
N
K
F
U
L
L
)
BA
N
K

T
O
E
RIFFLE ALLUVIAL
GRAVEL LAYER
(see Note 2)
ORIGINAL SUBSTRATE
THALWEG
ELEVATION BOULDERS AND
WOODY DEBRIS
HABITAT
TO
P

O
F

B
A
N
K
(B
A
N
K
F
U
L
L
)
BA
N
K

T
O
E
RIFFLE ALLUVIAL
GRAVEL LAYER
(see Note 2)
ORIGINAL SUBSTRATE
THALWEG
ELEVATION BOULDERS AND
WOODY DEBRIS
HABITAT
SECTION VIEW (A)
N.T.S.SECTION VIEW (A)
N.T.S.
PLAN VIEW
N.T.S.
PLAN VIEW
N.T.S.
BANK TOE BANK TOE
TOP OF BANK
(BANKFULL)
TOP OF BANK
(BANKFULL)
Sheet
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B
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:
DR
A
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N

B
Y
:
DA
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:
No
.
DA
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BY
RE
V
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I
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10
/
3
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2
0
2
3
10
5
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S
E

#

P
-
1
0
8
9
Wa
t
a
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a

C
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Su
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G
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S
i
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e
GLIDE
POOL
RUN
1 3 1 3 1 3
FLOW
CROSS VANE WITHOUT STEP
RIFFLE
FLOW
RIFFLE
POOL
Run
BANKFULL MAX DEPTH
FLOW
TOP OF
BANK/BANKFULL
Notes:
1. Header, Footer, and Sill Rocks shall be min. 3' dia. long axis, min.
2.5' dia. intermediate axis, and min. 2' dia. height.
2. Vane Arm Header and Footer Rocks shall be backfilled with
alluvial material composed of a gravel-cobble mix if suitable size
and consistency is available. Suitable backfill shall have a min.
median diameter of approximately 2", and shall not exceed 9".
The material shall drain quickly, and support weight without
shifting or sinking. Larger diameter rocks can be used at the apex
of the arm wedge for scour protection, installed below the Arm
Apex Elevation. Do not place sod or soil on top of the Header
Rocks nor use them to backfill behind Vane Arm. Any topsoil
placed along the Vane Arm shall be for temporary erosion control
seeding and shall be no more then 1-2" depth. The topsoil shall
shall not extend above the elevation of the Header Rocks.
3. Backfill behind the Vane Arm flush with the Header Rock
elevation until meeting the streambank contour.
4. For finer sediment substrates, outside gravel shall be brought in for
backfill or Geotextile Liner shall be installed (see note 5). Footer Rocks
shall be supported with a layer of stone to prevent sinking or shifting, as
approved by the Project Engineer.
5. Geotextile Liner shall be medium weight non-woven
polypropylene (Weight 7oz/sq yd; Tensile Strength 180 lbs). Place
liner behind the arm (upstream side), draped from top of rock
structure to bottom of footer rock and extend a minimum of half
the trench bottom width. Trim excess or visible fabric.
6. At the structure apex, extend Footer Rock below scour depth or
to bedrock, whichever is shallower. (The scour depth is assumed
to be the max pool depth associated with the structure).
7. Step Height is the Total Structure Drop of the water surface.
Maximum water surface (structure) drop across the Apex Rock is
0.2' measured along the stream thalweg. See Section A and
Structure Table.
8.Gaps between Apex Header Rocks will not be included due to
bedload. The thalweg elevation shall be at the top of the
Header Rocks.
9.Structures will be keyed in at 2/3 bankfull max depth.
10. After vane arms are installed, stabilize all disturbed streambank
with Riparian Seeding, Streambank Matting, and Livestakes (see
Details).
PLAN VIEW
N.T.S.
ARM PROFILE VIEW
N.T.S.
SECTION B (VANE ARM)
N.T.S.
SECTION A (APEX )
N.T.S.
TOP OF BANK
(BANKFULL)
BACKFILL WITH SUITABLE
ALLUVIAL GRAVEL -COBBLE
MIX (see Note 2 and 3)
ARM APEX ELEVATION,
(See Structure Table)
EDGE OF WATER
AT NORMAL FLOW
ARM LENGTH (see Structure Table)
STREAM LENGTH (see Structure Table)
FOOTER ROCK
GEOTEXTILE LINER
(as needed,
see Note 4 and 5)
HEADER ROCK
SPLASH ROCKS
(AS NEEDED)
ROCK CUTOFF SILL,
12' MIN.
ARM BANKFULL TIE-IN
ELEVATION
(SEE STRUCTURE TABLE,
NOTE 8)
EXCAVATE
SCOUR POOL
APEX STEP
ROCK
FOOTER ROCK
STREAMBED
SPLASH
ROCK
EXISTING
STREAMBED
PROPOSED
STREAMBED
GEOTEXTILE LINER
(see Note 4 and 5)
BACKFILL
(see Note 2 and 3)
FOOTER ROCK
HEADER ROCK
SPLASH ROCK
FOOTER ROCK
ARM APEX
ARM BANKFULL
TIE-IN (see Note 8)
PROPOSED STREAMBED
EXISTING STREAMBED
BANK TOE
APEX ROCKS
(see Note 8)
BANKFULL
(BKF)WIDTH
Sheet
En
g
i
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e
e
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g

S
o
u
n
d

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a
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S
o
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s
CH
E
C
K
E
D

B
Y
:
DR
A
W
N

B
Y
:
DA
T
E
:
No
.
DA
T
E

B
Y
RE
V
I
S
I
O
N
S
10
/
3
/
2
0
2
3
10
5
6
5

H
i
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h
w
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4
2
1

S
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T
N

3
7
6
9
1
ph
/
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a
x
:

4
2
3
.
7
2
7
.
4
4
7
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b
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C3
AB MC
CO
N
S
T
R
U
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T
I
O
N

D
E
T
A
I
L
S

A
N
D

S
P
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C
I
F
I
C
A
T
I
O
N
S
LI
C
E
N
S
E

#

P
-
1
0
8
9
Wa
t
a
u
g
a

C
o
u
n
t
y
Su
g
a
r

G
r
o
v
e
,

N
C
BF
E
C

W
a
t
u
a
g
a

U
M
B

-

C
o
v
e

C
r
e
e
k

S
i
t
e
Glide
Pool
Flow
Flow
Riffle
Pool
Riffle
Pool
Run
Step
Step
Step Step Run
Pool
Flow
Notes:
1. Header, Footer, and Sill Rocks shall be min. 3' dia. long axis,
min. 2.5' dia. intermediate axis, and min. 2' dia. height.
2. Vane Arm Header and Footer Rocks shall be backfilled with
alluvial material composed of a gravel-cobble mix if suitable
size and consistency is available. Suitable backfill shall have a
min. median diameter of approximately 2", and shall not
exceed 9". The material shall drain quickly, and support
weight without shifting or sinking. Larger diameter rocks can
be used at the apex of the arm wedge for scour protection,
installed below the Arm Apex Elevation. Do not place sod or
soil on top of the Header Rocks nor use them to backfill behind
Vane Arm. Any topsoil placed along the Vane Arm shall be for
temporary erosion control seeding and shall be no more then
1-2" depth. The topsoil shall shall not extend above the
elevation of the Header Rocks.
3. Backfill behind the Vane Arm flush with the Header Rock
elevation until meeting the streambank contour.
4. For finer sediment substrates, outside gravel shall be brought in for
backfill or Geotextile Liner shall be installed (see note 5). Footer
Rocks shall be supported with a layer of stone to prevent sinking or
shifting, as approved by the Project Engineer.
5. Geotextile Liner shall be medium weight non-woven
polypropylene (Weight 7oz/sq yd; Tensile Strength 180 lbs).
Place liner behind the arm (upstream side), draped from top
of rock structure to bottom of footer rock and extend a
minimum of half the trench bottom width. Trim excess or
visible fabric.
6. At the structure apex, extend Footer Rock below scour depth
or to bedrock, whichever is shallower. (The scour depth is
assumed to be the max pool depth associated with the
structure).
7. Step Height is the Total Structure Drop of the water surface.
Maximum water surface (structure) drop across the Apex
Rock is 0.2' measured along the stream thalweg. See Section
A and Structure Table.
8.Gaps between Apex Header Rocks will not be included due
to bedload. The thalweg elevation shall be at the top of the
Header Rocks.
9.Structures will be keyed in at 2/3 bankfull max depth.
10. After vane arms are installed, stabilize all disturbed
streambank with Riparian Seeding, Streambank Matting, and
Livestakes (see Details).
Backfill with suitable
alluvial gravel -cobble
mix (see Note 2 and 3)
Arm Apex Elevation,
(see Structure Table)
Arm Apex
(see Note 8)
Top of Bank
(Bankfull)
Edge of Water
at Normal Flow
Arm length = 47.1'
Stream length = 44.5'Footer Rock
Geotextile Liner
(as needed
see Note 4 and 5)
Header Rock
Splash Rocks
(as needed)
Rock Cutoff Sill,
X' min.
Arm Bankfull Tie-In
Elevation
(see Note 8, Structure
Table)
Excavate
Scour Pool
Apex Rock
(see Note 8)
)
BANKFULL
(BKF)WIDTH
SECTION A VIEW (APEX)
N.T.S.
SECTION B VIEW (ARM)
N.T.S.
ARM PROFILE VIEW
N.T.S.
PLAN VIEW
N.T.S.
CROSSVANE WITH STEP
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Notes:
1.Toewood Revetments consist of large woody debris (logs,
branches, shrubs) and rootwads installed at various angles
along the bank toe to narrow the low flow channel along
riffles/runs. Toewood Revetments improve flow, prevent
mid-channel bars, and encourage deposition on the newly
created bench.
2.Extend the width of the Toewood into the channel 6.0' and
blend in to the bank toe at the upstream and downstream
ends. Extend the depth of the Toewood a min. 1.0' below
the proposed substrate elevation. Extend the height of the
Toewood approximately 6-8" above normal flow elevation
to create a bench for deposition.
3.Place Toewood at various angles, but not directly parallel
to flow to avoid scouring. Layer Toewood with larger
material and rootwads on the bottom and smaller branches
on top. Compact layers as they are installed.
4.Rootwads shall consist of 8-10" dia. hardwood trees with
10-15' trunk and 3' min. root ball dia. Trunks shall be relatively
straight and free of breaks.
5.Install Rootwads at 6' spacing, directed upstream into flow
with no more than a 15° departure angle from the bank,
and on top of footer logs laid perpendicular behind
rootballs.
6.Rootwads shall be angled at 2-3% slope downward back
into the bank in order to maintain saturation.
7.Backfill Toewood Revetment with gravel alluvial rock
material, if suitable size and consistency is available.
Suitable backfill shall drain quickly and support weight
without shifting. Add backfill as Toewood is layered in. For
fine sediment substrates, support Footer Logs with a layer of
stone to prevent sinking or shifting, as approved by the
Project Engineer.
8.Place Rock Sills (min. 2.0' dia.) along the upstream and
downstream edges of the Toewood Revetment.
9.Extend Rock Sill laterally 8-10' into the bank from the front
Toewood elevation back to the inner berm elevation within
the bank. Extend Rock Sill vertically 18" below the proposed
substrate elevation.
10.Rocks stacked shall be offset 6" towards Toewood for
stability.
11.Anchor Rocks (min. 18" dia.) shall be placed on top of
Toewood to effectively weigh the mass down and prevent
floating until saturation achieved.
12.After Toewood Revetment installation, backfill streambank
with clean soil fill material and compact at the proposed
bank angle.
13.Stabilize streambanks with Riparian Seeding, Erosion Control
Matting, and Livestaking (see Details).
2-3% slope
Notes:
1.Rootwad Revetments are placed along pool facets
experiencing high shear stress along the bank toe for
scour protection, flow deflection, and habitat.
2.Place Rootwad Revetments at the length and location
shown on the Site Plans.
3.Rootwads shall consist of a 12"-18" dia. hardwood tree
with 15'-20' trunk and 4' min. root ball dia. Trunks shall be
relatively straight and free of breaks.
4.Rootwads shall be installed directed upstream into flow
with no more than a 15° departure angle from the
bank.
5.Space Rootwads so that root balls overlap 6" min. to
create an integrated revetment.
6.Rootwads shall be angled at min. 2-3% slope
downward back into the bank in order to maintain
saturation.
7.Footer Rocks shall be min. 2.0' intermediate axis dia
and placed at a depth sufficient to prevent scour and
to allow for greater than half of the root ball to extend
below the normal flow elevation, in order to maintain
saturation. Scour depth is estimated as the proposed
pool depth, unless otherwise stated.
8.Bracing Rocks shall be 18" dia. and placed near the
base of the root ball with no gaps. Rocks shall be
placed between Rootwad trunks and at either end of
Rootwad Revetment to prevent shifting.
9.Anchor Rocks shall be 18" dia. and placed on top of
Rootwad trunks near the base, offset back into the
bank to achieve streambank slope (see Note 11).
10.Footer Rocks and Bracing Rocks shall be backfilled with
gravel alluvial material, if suitable size and consistency
is available. Suitable backfill shall have a min. median
diameter of 2" and not exceed 6" dia. It shall drain
quickly and support weight without shifting or sinking.
For fine sediment substrates, outside gravel may be
needed for backfill and Footer Rocks shall be
supported with a layer of stone, as approved by the
Project Engineer.
11.Excavate scour pool out in front of Rootwads to the
proposed pool depth (see Longitudinal Profile)
12.After Rootwad Revetment has been installed, backfill
streambank with clean soil fill material and compact at
the proposed bank angle. Backfill shall start at top of
Anchor Rock and extend upwards at 3:1 slope.
13.Stabilize streambank with Riparian Seeding,
Streambank Matting, and Livestaking (see Details).
BANKFULL
ELEVATION
2-3% slope
ROOTWAD REVETMENT
FLO
W
TOEWOOD REVETMENT
BANKFULL
ELEVATION
WOODEN STAKE
RIFFLE/RUN
STREAMBED BACKFILL WITH SUITABLE
MATERIAL
(see Note 7)
WOODY DEBRIS
FOOTER LOG
EDGE OF WATER
AT NORMAL FLOW
TOP OF BANK
(Bankfull)
ROOTWAD
NORMAL FLOW
ELEVATION
WOODEN STAKE
RESTORE DISTURBED
AREAS WITH RIPARIAN
SEEDING (see detail)
STREAMBANK MATTING
(see Detail)
ROOTWAD
EXISTING GROUND
STREAMBED SCOUR POOL
TOE OF BANK SLOPE
FOOTER ROCK
PROPOSED GROUND
BACKFILL WITH
SUITABLE ALLUVIAL
MATERIAL
(see Note 9)FOOTER ROCK
BRACING ROCK
BETWEEN ROOTWADS
BACKFILL WITH SUITABLE
ALLUVIAL MATERIAL
(see Note 9)
BRACING ROCK
ANCHOR ROCK (see Note 8)
ANCHOR ROCK
(see Note 8)
NORMAL FLOW
ELEVATION
RESTORE DISTURBED AREAS
WITH RIPARIAN SEEDING
(see detail)
STREAMBANK MATTING
(see Detail)
ROOTWAD
EXISTING GROUND
PROPOSED GROUND
ANCHOR ROCK
(see Note 8)
ROOTWAD
WOODY DEBRIS
BACKFILL WITH SUITABLE
MATERIAL
(see Note 7)
EDGE OF WATER
AT NORMAL FLOW
FOOTER LOG
ANCHOR ROCK
TOE OF BANK
TOP OF BANK /
BANKFULL
PLAN VIEW
N.T.S.
PLAN VIEW
N.T.S.
SECTION A VIEW
N.T.S.
SECTION A VIEW
N.T.S.
Sheet
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GLIDE
POOL
Notes:
1. Sill Rocks, Header and Footer Rocks shall be min. 2.5' dia.
2. Sill Logs shall be min. 10" dia., with min. 24' length (bottom width
11.6' plus 5' into each bank).
3. Rock and Log Sills can be installed at either the head of riffle or
end of riffle, according to the Site Plans. Log Sills are more
suitable for riffle with lower slopes.
4. Geotextile Liner shall be medium weight non-woven
polypropylene (Weight 7oz/sq yd; Tensile Strength 180 lbs).
Place liner on the upstream side of both footer rock and sill
rock/log and key in at the bottom. Geotextile Liner shall be
installed if backfill is fine-grained, as approved by the Project
Engineer. Trim excess or visible fabric.
5. Sill Rocks and Logs are placed just below the bankfull channel
bottom, with several inches of alluvial substrate placed over the
rocks. Ensure that thalweg is in the center of the channel.
6. For Sill Rocks, slightly angle the rocks upwards when
approaching the bank toe to the normal flow elevation, but do
not extend above the inner berm elevation. For Sill Logs, angle
the Bracing Rocks from the channel bottom up to the normal
flow elevation at the bank toe, but do not extend above the
innner berm elevation.
7. Install Footer Rocks if Sill log/rock does not extend below
upstream pool scour depth, as approved by the Project
Engineer.
8. Place scour rocks on front side of Sill (riprap, 6-9") to protect
against scour while riffle substrate seals.
9. For Rock/Log Sills at the head of riffle, construct the riffle starting
at the Rock/Log Sill and extend the riffle length downstream.
Ensure a pavement layer of substrate covers the Log/Rock Sill.
For Rock/Log Sills at end of riffle, ensure a pavement layer of
substrate covers the Log/Rock Sill and extends into the run. See
Constructed Riffle Detail.
ROCK/LOG SILL
POOL
F
L
O
W
RIFFLE
FLOW
POOL
RIFFLE
RIFFLE
Section A*
N.T.S.
Section B
N.T.S.
FLOW
POOL RIFFLE
GLIDE
*PROFILE WITH SILL AT
END OF RIFFLE
*PROFILE WITH SILL AT
HEAD OF RIFFLE
F
L
O
W
LOG, 10" MIN DIA
BRACING ROCK
TOP OF BANK
(BANKFULL)
EDGE OF WATER
AT NORMAL FLOW
FOOTER ROCK
(see Note 6)
GEOTEXTILE LINER
(see Note 4)
BEDROCK OR EROSIVE
RESISTANT LAYER
FOOTER ROCKS,
AS NECESSARY
SILL ROCKS
(Sill Logs, see Note 6)
SILL ROCK
SCOUR
ROCKS
BEDROCK OR EROSION
RESISTANT LAYER
NATURAL GRAVEL SUBSTRATE
(1-2" DEPTH OVER SILL ROCKS)
EDGE OF WATER
AT NORMAL FLOW
FOOTER ROCK
(see Note 7)
GEOTEXTILE LINER
(see Note 4)
SILL LOG
SCOUR
ROCKS
BEDROCK OR EROSION
RESISTANT LAYER
GEOTEXTILE
LINER
(see Note 4)
EXTEND SILL
6' MIN. INTO
BANK TOE
BANKFULL
(BKF)WIDTH
BANKFULL
(BKF)WIDTH
TOP OF BANK
(BANKFULL)
PLAN VIEW
N.T.S.
Sheet
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:
No
.
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SINGLE ROCK STEP POOL
SECTION VIEW (B)
N.T.S.
PLAN VIEW
N.T.S.
PROFILE VIEW (A)
N.T.S.
2-3%
STEP
POOL
POOL
STEP
STEP
POOLBANKFULL
(BKF)WIDTH
FL
O
W
FLOW
GEOTEXTILE LINER
(see Note 2)
FOOTER ROCK
STEP ROCK
STEP ROCK
FOOTER ROCK
TOP OF BANK
(BANKFULL)
EDGE OF WATER
AT NORMAL FLOW
FOOTER ROCK
SPLASH ROCKS
SPLASH ROCKS
SPLASH
ROCKS
STEP ROCK
EXTEND SILL
6' MIN INTO
BANK TOE
GEOTEXTILE
LINER
(see Note 2)
STREAMBED
ALTERNATE THALWEG
BETWEEN STRUCTURES
BANKFULL
(BKF)WIDTH
Notes:
1. Rock Step Footer and Sill Rocks shall be min. 2'
dia. long axis, min., 2' dia. intermediate axis,
and min. 2' height.
2. Header Rocks are slab rocks and must be min.
24" intermediate axis and greater than 6"
height. Header Rock total height equals the
Step Height.
3. Splash Rocks in the pool shall be 6-9" median
diameter stone. A larger Splash Rock shall be
placed in front of the structure below the
maximum pool depth to protect against scour.
4. Geotextile Liner shall be medium weight
non-woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 lbs). Geotextile Liner shall
be installed if substrate is fine-grained, as
approved by the Project Engineer. Place Liner
on the upstream side of all rock layers and key
in at the bottom. Trim excess or visible fabric.
5. Extend Footer Rocks and Splash Rocks a min.
12" below scour depth or to bedrock,
whichever is shallower. (The scour depth is
assumed to be the max. pool depth associated
with the structure).
6.
7.
All Rocks must be touching and fit snug against
each other to ensure a tighter seal.
Step Height is the Total Structure Drop of the
water surface. The water surface drop across
the Step Rocks is measured along the stream
profile.
8.The proposed thalweg is at the top of the Step
Rocks.
9.Structures will be keyed in at 1/2 max. bankfull
depth (inner berm elevation). For Rock Steps,
Header rocks shall extend to the inner berm
elevation at the bank toe.
24"
24"12"
12" MIN
24" MIN
6" MIN
ARMOR POOL
WITH ROCK,
EXTEND ABOVE
WATER SURFACE
Sheet
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:
No
.
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#

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8
9
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MULTIPLE ROCK STEP POOL
BANKFULL
(BKF)WIDTH
PLAN VIEW
N.T.S.
SECTION VIEW (B)
N.T.S.
PROFILE VIEW (A)
N.T.S.
STE
P
POOL
POOL
STEP
STEP
FL
O
W
FLOW
BANKFULL
(BKF)WIDTH
2-3%
GEOTEXTILE LINER
(see Note 2)
SPLASH
ROCKS
TOP OF BANK
(BANKFULL)
EDGE OF WATER
AT NORMAL FLOW
EXTEND SILL
6' MIN INTO
BANK TOE
STEP ROCK
STEP ROCKS
FOOTER ROCK
SPLASH ROCKS
STREAMBED
FOOTER ROCK
FOOTER ROCK AS
NEEDED FOR SUPPORT
FOOTER ROCK
SPLASH ROCKS
GEOTEXTILE
LINER
(see Note 2)
STEP ROCKS
ALTERNATE THALWEG
BETWEEN STRUCTURES
Notes:
1. Rock Step Footer, and Sill Rocks shall be min. 2' dia.
long axis, min., 2' dia. intermediate axis, and min. 2'
height.
2. Header Rocks are slab rocks and must be min. 36"
intermediate axis and greater than 6" height.
Header Rock total height equals the Step Height.
3. Splash Rocks in the pool shall be 6-9" median
diameter stone. A larger Splash Rock shall be
placed in front of the structure below the maximum
pool depth to protect against scour.
4. Geotextile Liner shall be medium weight non-woven
polypropylene (Weight 7oz/sq yd; Tensile Strength
180 lbs). Geotextile Liner shall be installed if
substrate is fine-grained, as approved by the
Project Engineer. Place Liner on the upstream side
of all rock layers and key in at the bottom. Trim
excess or visible fabric.
5.Extend Footer Rocks and Splash Rocks a min. 12"
below scour depth or to bedrock, whichever is
shallower. (The scour depth is assumed to be the
max. pool depth associated with the structure).
6.All Rocks must be touching and fit snug against
each other to ensure a tighter seal.
7.Step Height is the Total Structure Drop of the water
surface. The water surface drop across the Step
Rocks is measured along the stream profile.
8.The proposed thalweg is at the top of the Step
Rocks.
9.Structures will be keyed between bankfull and inner
berm elevation.
24"
24"18"12"
12" MIN
24" MIN
12" MIN
ARMOR POOL
WITH ROCK,
EXTEND ABOVE
WATER SURFACE
Sheet
En
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LOG STEP POOL
PLAN VIEW
N.T.S.
STEP
SECTION VIEW (B)
N.T.S.
PROFILE VIEW (A)
N.T.S.
STE
P
POOL
STEP
POOL
BANKFULL
(BKF)WIDTH
BANKFULL
(BKF)WIDTH
SPLASH
ROCKS TOP OF BANK
(BANKFULL)
EDGE OF WATER
AT NORMAL FLOW
FOOTER ROCK
(AS NEED FOR
SUPPORT)
GEOTEXTILE LINER
(see Note 2)
FOOTER LOG
HEADER LOG
FOOTER
ROCK
FOOTER LOG
(14' LENGTH MIN)
FOOTER ROCK
(AS NEEDED
FOR SUPPORT)
HEADER LOG
(14' LENGTH MIN)
FOOTER ROCK
(FOR SUPPORT
AS NEEDED)
BRACING ROCK
BRACING ROCK
SPLASH ROCKS
GEOTEXTILE
LINER
(see Note 2)
FOOTER LOG
(14' LENGTH MIN)
HEADER LOG
(14' LENGTH MIN)
SPLASH ROCK
SLOPE LOG 2-3%
ACROSS CHANNEL
STREAMBED
FL
O
W
FLOW
Notes:
1. Log Step Footer Rocks shall be min. 2' dia. long axis,
min. 2.0' dia. intermediate axis, and min. 2' dia. height.
2. Bracing Rocks shall be min. 18" dia. and brace both
Header and Footer Logs.
3. Log Step Header and Footer Logs shall be 14' length
minimum, 12" diameter tree trunks with all branches
and rootwads removed.
3. Splash Rocks in the pool shall be 6-9" median
diameter stone. A larger Splash Rock shall be placed
in front of the structure below the maximum pool
depth to protect against scour.
4. Geotextile Liner shall be medium weight non-woven
polypropylene (Weight 7oz/sq yd; Tensile Strength 180
lbs). Geotextile Liner shall be installed if substrate is
fine-grained, as approved by the Project Engineer.
Place Liner on the upstream side of all rock layers and
key in at the bottom. Trim excess or visible fabric.
5. Extend Splash Rocks a minimum 12" below scour
depth or to bedrock, whichever is shallower. (The
scour depth is assumed to be the max. pool depth
associated with the structure).
4.All Rocks must be touching and fit snug against each
other to ensure a tighter seal.
5.Step Height is the Total Structure Drop of the water
surface. The water surface (structure) drop across the
Step Logs is measured along the stream profile.
6.The proposed thalweg is at the top of the Step Log.
7.Structures will be keyed in at 1/2 max. bankfull depth
(inner berm elevation). Header Logs shall continue at
the step height elevation, while the Bracing Rocks
extend to the inner berm elevation at the bank toe.
24"
12" MIN
24" MIN
ARMOR POOL WITH ROCK,
EXTEND ABOVE WATER
SURFACE
Sheet
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POOL
RIFFL
E
RUN POOL
GL
I
D
E
RI
F
F
L
E
RUN POOL
RIFFL
E
GLIDE
GLID
E
BANKFULL
WATER SURFACE
STREAM BED
FLO
W
PROFILE VIEW
PLAN VIEW
TYPICAL BEDFORM GRADING DETAIL
MAX POOL DEPTHFLOW
PERMANENT RIPARIAN SEED MIX (STREAMBANK AND
RIPARIAN BUFFER):
APPLY AT 20 LBS PER ACRE OF DISTURBANCE (per
specifications of seed supplier):
ERNST CONSERVATION SEED MIX ERNMX-178
(FLOODPLAIN MIX) WHICH INCLUDES THE FOLLOWING
SPECIES:
Fox Sedge, Partridge Pea, Dear Tongue, Little Bluestem,
Virginia Wild Rye, Riverbank Wild Rye, Swamp
Sunflower, Ox Eye Sunflower, Arrow Wood, Big
Bluestem, Silky Dogwood, Switchgrass, Indiangrass,
Staghorn Sumac, Showy Tick Trefoil, Purple Bergamot,
Black Eyed Susan, Joe Pye Weed , Soft Rush, Giant
Ironweed, Tall White Beard Tongue, Spotted Joe Pye
Weed, Bone Set, and Blue False Indigo.
TEMPORARY SEED MIX AND SPECIFICATIONS:
Common Name Rate/Ac Optimal Planting
Rye grain 30 lbs Aug 15 - May 15
Browntop millet 10 lbs May 15 - Aug 15
Seedbed Preparation:
Disturbed soils within riparian areas will be amended to
provide an optimum environment for seed germination
and seedling growth. Surface soils will be loose enough
for water infiltration and root penetration. Lime will be
added to the soil to ensure a pH level between 5.5 - 7.
Fertilizer (18-46-0) will be added to nutrient deficient
areas. All riparian areas will be raked to loosen
compacted soil prior to seeding.
INSPECTION AND MAINTENANCE:
This consists primarily of two components, stream
stabilization structures (J-Hooks, Cross vanes, etc.) and
planting of the stream banks and riparian areas. In the
event that the stream structures shift, wash away,
settle, or otherwise physically cannot function as
designed, contact the area SWCD Agent. If the new
plantings experience a mortality rate of greater than
25%, the dead/dying plants will need to be replaced.
BANKFULL
NATIVE
LIVESTAKES
SOD-MATTING OR
COCONUT MATTING
APPLIED TO NEARBANK
AREAS OF DISTURBANCE
COMBINATION OF
CONTAINER OR BARE-ROOT
NATIVE TREES &/OR SHRUBS
(SEE PLAN VIEW DETAIL FOR
SPECIES)
WATER
SURFACE
NATIVE SOD MATTING AND/OR EROSION CONTROL FABRIC ARE TO BE
PLACED ON NEAR BANK AND DISTURBED AREAS WHEN AVAILABLE.
1. SEED IMMEDIATELY WITH TEMPORARY RYEGRASS.
2. FOLLOWING CONSTRUCTION, AREA TO BE SEEDED WITH A
PERMANENT GRASS/HERB MIXTURE. MATTING AND FABRIC ARE TO
BE STAKED DOWN WITH LARGE STAPLES AND/OR NATIVE/WOODY
STAKES.
3. PLACE LIVESTAKES IN TWO ROWS WITH 5' SPACING BETWEEN ROWS.
LIVESTAKE SPECIES INCLUDE BUT ARE NOT LIMITED TO:
Cornus amomum, Physocarpus opulifolius, Salix serecia, Sambucus
canadensis.
NATIVE TREE AND SHRUB
(BAREROOT OR 1-3 GALLON
CONTAINERS) SPECIES TO BE
PLANTED AT A DENSITY SUFFICIENT
TO PROVIDE 400 TREES/ACRE AT
MATURITY -FLOODPLAIN SPECIES
INCLUDE BUT ARE NOT LIMITED TO:
Acer rubrum, Acer saccharum,
Amelanchier arborea, Alnus serrulata,
Betula alleghaniensis (lutea), Betula lenta,
Cornus amomum, Ilex spp., Liriodendron
tulipifera, Malus coronaria, Physocarpus
opulifolius, Prunus serotina, Quercus
rubra, Tilia americana var. heterophylla,
etc.
Wbkf
PLANTING WIDTHNOTE: Native woody planting buffer width at the project site ranging
from 15-25 feet. That is a 6-7 foot livestake width atop coir matting.
Bare root / container planting width will be an additional 10-20 feet.
Woody planting is proposed at a stem count of 400 stems per acre.
DESCRIPTIONSYMBOLDESCRIPTIONSYMBOL
TYPICAL CHANNEL RE-VEGETATION PLAN VIEW DETAIL
PLAN VIEW
CROSS-SECTION
PERMANENT SEED MIX (OUTSIDE OF RIPARIAN
CORRIDOR):
APPLY AT 300 LBS PER ACRE OF DISTURBANCE (or per
specifications of seed supplier):
KENTUCKY BLUEGRASS/TALL FESCUE MIX (LAWN)
EXTEND MATTING BELOW
NORMAL FLOW ELEVATION.
Section View
N.T.S.
TOP EDGE
BOTTOM EDGE
FLOW
Plan View
N.T.S.
Note: Rotate stakes 20° towards
direction of flow to prevent uplift.
STREAMBANK MATTING
FILL AND COMPACT
TRENCH WITH TOPSOIL
EROSION CONTROL MATTING
USE KEY TRENCH ON TOP EDGE.
Space wood stakes every
36" in diamond shape
pattern.
Sheet
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:
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< 2% slope
12
'

m
i
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.
50' min.
3" min. undercut prior to
placement of stone
10'
min.
10' min.
60
"

m
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.

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24"
24"
min.
flow
8"
min.
4"
min.
6"
min.
6"
min.
Max. 6' Spacing without fence
Max. 8' Spacing with fence
8"
min.
60
"

m
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24"
min.
24"
SECTION A
N.T.S.
PLAN VIEW
N.T.S.
SECTION A
N.T.S.
PLAN VIEW
N.T.S.
Notes:
1.Silt fence shall meet the requirements of the NC
Erosion and Sediment Control Planning and
Design Manual (2013) Std and Spec 6.62.
2.Do not install silt fence across areas of
concentrated flow, including streams, ditches, or
waterways.
3.Silt fence is limited to fill heights of 10 ft or less,
and shall not exceed slope length corresponding
to drainage area size and slope (Table 6.62a).
4.Steel posts shall be 5' min. length, with 1.25
lb/linear ft steel. Wooden stakes are not allowed.
5.Geotextile fabric shall comply with specifications
in Table 6.62b. If Wire Fence reinforcement is
needed, wire shall be 14 gauge min. with max. 6"
mesh spacing and extend to bottom of trench.
6.Wire or Plastic ties shall have 50 lb tensile strength
min.
7.When two separate sections of geotextile fabric
adjoin each other, they shall overlap by 6" and be
double folded.
8.Geotextile fabric shall be fastened with plastic or
wire ties securely to the posts at the top, vertical
midpoint and bottom of geotextile fabric.
9.The distance between the toe of the fill to the silt
fence shall be a minimum of 5'.
Notes:
1.Temporary Construction Entrance specifications are
described in North Carolina Erosion and Sediment Control
Planning and Design Manual (2013) Std and Spec 6.06.
2.Replenish stone when surface rock becomes compressed <
8", stone becomes covered with fine sediment, or sediment is
visible on the paved road
SILT FENCE TEMPORARY CONSTRUCTION ENTRANCE/EXIT
PAVED ROAD
EXISTING
GROUND
NON-WOVEN GEOTEXTILE FABRIC SHALL
BE PLACED UNDER ENTIRE STONE AREA
TEMPORARY DRAINAGE PIPE,
AS NEEDED
EXISTING GROUND
STEEL POST
BACKFILL AND
COMPACT SOIL
GEOTEXTILE FABRIC
EXISTING
GROUND
BOTTOM OF TRENCH
STEEL POST
GEOTEXTILE FABRIC
WIRE FENCE
(if applicable)
WIRE/PLASTIC
TIES
TEMPORARY DRAINAGE PIPE, AS NEEDED
CLEAN, WASHED STONE, 2"-4" dia.,
8" DEPTH, UNDERLAIN WITH GEOTEXTILE
CLEAN, WASHED STONE, 2"-4" dia.,
8" DEPTH, UNDERLAIN WITH GEOTEXTILE
PAVED ROAD
Sheet
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:
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:
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.
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#

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9
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5:1 max
5'5'
5:1
m
a
x
REFERENCE: NRCS NORTH CAROLINA CONSERVATION PRACTICE STANDARD
CODE 578: STREAM CROSSING
Notes:
1.Stream crossing width shall be 12' perpendicular to stream
flow.
2.Stream crossing location is designated in the site plan with
elevation provided in longitudinal profile.
3.Side slopes shall be 2:1 maximum.
4.Temporary stream crossing installed in flood plain ditch shall
meet these specifications without boulder sills and will be
removed after construction.
Proposed streambed
Baseflow
Gravel (2-4" stone; 6" min thickness)Boulder sill (2' dia)
Geotextile fabric
(non-woven, NRCS Class I)
PERMANENT STREAM CROSSING
Sheet
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:
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B
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:
DA
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:
No
.
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#

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