20081287 Ver 2_Restoration Plan_20081105

Wilderness Creek Falls
Stream Restoration Plan
Cherokee County, North Carolina
October 27, 2008
Prepared by:
PO BOX 882
Canton, NC 28716
Project Description
This is an addendum to a previously submitted application for the project known
as Wilderness Creek Falls in Cherokee County, North Carolina. In addition to
restoring a previously built pond on the northern side of the property(Pond #1),
Mr. Glen Frank plans to remove Pond #2 on the southern end of the property
above the quarry, bridging the stream and restoring 678 linear feet of impacted
stream using natural channel design (see attachment H for Maps; Impacts 23,
24, & 25).
Furthermore, Mr. Frank intends to remove three culvert crossing that were
extended without a permit (see attachment H for Maps; Impacts 11, 12, & 29).
This would further reduce impacts created by Mr. Frank by 90 linear feet. The
following is a detailed restoration plan that addresses this minimization.
Existing Pond
Existing Site Conditions
Pond Relocation
The two unnamed tributaries to the pond are both first order tributaries to Wolf
Creek. The western tributary, holding the most water, drains a 0.06 sq. mile
watershed. It sits in a narrow wooded valley and was used as the reference
reach for the designed channels. Existing conditions show a stable 641a channel
having an entrenchment ratio of 1.6, width to depth ratio of 13, and 1.2
sinuosity. The slope of this channel is 11% (See Attachment E of the previously
submitted restoration plan dated August 27, 2008).
The eastern tributary drains a 0.04 sq. mile watershed. At the current time, the
channel is dry. Existing conditions show an entrenched channel (1.3) with little
sinouosity (1.0) and a width to depth ratio of 13. Again, this channel has high
gradient with a slope of 12%. The substrate in both streams is comprised of
large gravel and small cobble as in most steep headwater streams (See
Attachment G).
Picture of Western Tributary to Pond #2.
Picture of Eastern Tributary looking upstream.
Soils
The project site is located within the mountain physiographic region of North
Carolina. Soils series present on site include Evard-Hayesville complex. Evard
and Hayesville series soils are present on steep well drained hillslopes having a
slope of 15 to 30 percent. Parent material is loamy residuum weathered from
metamorphic rock. Also present is the Tate Loam complex consisting of very
deep, well drained soils formed in colluvium and typical of coves of the Blue
Ridge. Slopes usually range from 2 to 8 percent. Tate loam is present on the
Northern side of the property where the current pond is located.
Reference Reach
Two reference reaches were used to mimic stable dimension, pattern, and
profile. The A4a+ reference reach, located on the North side of the property, is
an unknown tributary to North Potato Creek. The B4/1a reference reach is
located upstream of the proposed channel. All data can be found in Attachments
D and F of the previously submitted restoration plan.
Restoration Plan
Wilderness Creek Falls plans to restore a flooded channel on the south side of
the property. The goals of the project are:
1. Restore natural dimension, pattern, and profile to impacted reaches.
2. Stabilize banks and reduce erosion.
3. Remove culverts to improve aquatic life passage.
4. Create and preserve a riparian buffer with permanent native vegetation.
5. Create aquatic habitat and complexity.
Construction Plan and Specifications
Pond Relocation
In order to reduce downstream erosion, a Faircloth Skimmer will be used to drain
the 1.5 acre pond (surface area). Several small skimmers will be used to draw
surface water from the pond, slowly lowering the water elevation. A row of silt
fences will be placed perpendicular to the flow of water at the pipe outlet to
ensure that sediment is not carried and deposited downstream. If the stream is
bedded on solid rock like the reference reach, profile adjustments may be
necessary. However, if the pond bottom has been altered and comprised of silt,
then the designed profile will be used with the proper grade control. A stream
diversion would then be created to allow the new channel to be constructed in
the dry. The new channel will be created based on reference reach data and
natural channel design. The slope of the proposed channels will be close to 7%;
therefore, grade control structures will be utilized to accommodate the steep
gradient. Banks will be properly sloped to match valley conditions and will be
matted and seeded before release of water. At this point, on site materials will
be harvested to be used in the restoration process. Materials such as topsoil,
vegetation, and rock will be harvested on site during other construction activities
from areas of similar slope and aspect. It is also anticipated that the
surrounding vegetation will provide an excellent seed source.
Grade Control
Structures will be used to reduce shear stress on stream banks and to act as
grade control for the streambed. A boulder step consisting of 1-2 header
boulders, 2 buttress boulders, and at least 2 footer boulders will be used as
grade control (See attachment F of previously submitted restoration plan).
Sizing of rock structures was determined using shear stress calculations provided
in the design summary (See attached plans). Maximum shear stress in the main
stem was 1.9 lbs./sq.ft. Referencing Shield's curve for threshold of motion, the
largest size particle entrained would be 0.8 feet at bankfull. Minimum rock size
should be no smaller than 3 feet.
Footer and step boulder rocks will be placed below the invert of the proposed
channel and should be in a tight sequence with no gaps between adjoining rocks.
Footer rocks will act as a sill and be keyed into the bankfull elevation to prevent
lateral scour at bankfull flows. Any voids or cracks greater than 4 inches will be
filled with small boulders or rock fragments. Footer rock excavation should be
performed in the dry. A pump system shall be used to dewater any excessive
ground water.
Culvert Removal
Three culverts will be removed at road crossing 11, 12, and 29 (See Attachment
H for locations). The channels will be restored to their natural dimension,
pattern, and profile based on reference reach conditions. After removal, the
stream will bridged.
All three sites exhibit similar characteristics. They are first order headwater
streams with similar watershed sizes and topography. All channels are classified
as Rosgen Boa stream types based on morphological parameters and valley type.
Entrenchment ratios range from 1.2 to 1.8, while width to depth ratios vary from
5 to 37. Channel slopes are extremely steep (16%-42%) with little sinuosity.
These channels flow through narrow valleys and do not have well-developed
floodplains. The channel bed substrate at all three crossing is small and medium
cobble. The presence of bedrock at each location was also noted (See
Attachment I for existing conditions).
The section of stream running through the pipe will be restored to its natural and
stable pre-impact condition. The channel upstream and downstream of the
culvert will be enhanced dependant on need. For example, some areas have
been affected by silt deposition causing the channel to widen. By removing old
road crossings, streams are day-lighted and impediments to aquatic and
terrestrial migration are removed. At each site, efforts will be made to mimic the
reference reach in dimension, profile, and vegetation. Field profile adjustments
may be needed due to the presence of bedrock. Detailed site plans are included
in Attachment I.
Restoration will include:
• removal of fill dirt associated with the road crossings and dams
• removal of pipes, rip-rap, logs or other crossing structures
• removal of accumulated sediments behind culverts
• construction of proper dimension and profile based on reference reach
conditions
• creation of aquatic habitat using rock
• stabilization of stream bank with fine grading
• temporary seeding to aid in stabilization
• planting of stream banks and riparian buffers with permanent vegetation
Project oversight will be provided by WNR staff to ensure proper techniques and
success; and to propose modifications during the construction process, if
necessary.
***Please see previously submitted restoration plan for a detailed planting plan
and construction typicals.
Attachment G
Pond Relocation
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Attachment H
Pond Relocation
Plans & Maps
784' OF BUFFER ENHANCEMENT REFERENCE REACH A4a+
LEVEL II. 30' BUFFERS WILL BE PLANTED ON
BOTH SIDES OF THE BANK. AREAS NORTH
WHERE THE BUFFER IS LACKING ON
ONLY ONE SIDE WILL BE GIVEN A 60'
BUFFER. INVASIVE SPECIES WILL BE REMOVED
RESTORED POND CHANNEL 134a

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CULVERT REMOVAL
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WESTERN TRIBUTARY & R,E,FERENCE REACH B4/1a

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PROPOSED CHANNEL
851 LINEAR FEET WILL
TIE IN WITH ORIGINAL-
CHANNEL
CURRENT LOCATION OF
CHANNEL
IVERTED CHANNEL ENDS HERE
, YS??
EASTERN TRIBUTARY
POND #2 REMOVAL; TWO TRIBUTARIES AND MAINSTEM
WILL BE RESTORED BASED ON REFERENCE REACH
CONDITIONS. SURFACE AREA OF POND = 1.5 ACRES
DIVERTED CHANNEL BEGINS HERE
30 956 LINEAR FEET
ii
RESTORA TION SITE UT1 TO WOLF CREEK
Restoration Buffer

1 Impact Number
Lot Lines

Jurisdictional Stream(s)
Jurisdictional Wetland(s)
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----- -----
Jurisdictional Linear Wetland(s
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i Unimproved Roads
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Property Line
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Enhancement Level II
A FAIRCLOTH SKIMMER WILL BE USED TO DRAIN
THE EXISTING POND TO PREVENT DOWNSTREAM
EROSION. THE DAM WILL THEN BE REMOVED AND
THE CHANNEL WILL BE CONSTRUCTED IN THE
DRY.
RN CHANNEL
4G CONDITION
WESTERN CHA
EXISTING CON[
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e=CONTROLI
2' CONTOUR IN
NELS
STRUCTURES
-ANTED
RIAN BUFFER
• A PERMANENT 30' RIPARIAN BUFFER
WITH NATIVE SPECIES WILL BE ESTABLISHED
ON EACH SIDE OF THE STREAM FROM THE TOP OF
THE BANK.
NORTH
REPLACED WITH BRIDGE..
Scale: 1:80
uvL V CR t t=ivv.
EXISTING 120' CULVERT
WILL BE REMOVED AND
Wilderness Creek Falls Pond #2
Relocation Overview
Restoration Overview
wml
.
Wetland and Natural Resource Consultants
P.O. Box 882 Canton, N.C. 28716
828-648-8801
DATE: REVISION:
PRELIMINARY PLANS
DO NOT USE FOR RECONSTRUCTION
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Wilderness Creek Falls. Culvert 11, 12, 29 Design Summary
Culvert 11 Culvert 12 Culvert 29
Cherokee Cherokee Cherokee

crew crew Crew
B4/1a 84/1a B411a
0.02 0.013 0.013
3.40 9.00 5.10
8.U.3
0.70 0.23 0.40
.2/.3
4.86 39.13 12,75
33147
2.38 2.07 2.04

4.80 9.46 5.90
4.80 9.46 5.90
6.20 1050 6.00

1.82 1.17 1.18

1.00 1.00 1.02

9.10 1.71 4.84
21.66 3.54 9.87
0.50 0.22 0.35
10.520 2.185 9.062
2.330 1.062 2.162
135.146 3.927 50.739
3.91 1.61 2.24
74.00 90.00 100
140.00 150.00 170

0.80 0.40 0.80

1.14 1.74 2.00
0.90 1.10 1.20
1.13 2.75 1.50

0.00 0.00

0.00

0.00 0.00

0.34 0.16 0.43
0.34 0.16 0.42
0.00 0.00 0.00
0/0 010 0/0
0.00 0.00 0.00
0.34 0.16 0.42

1.00 1.00 1.00
0.34 0.16 0.42

1.00 1.00 1.00

0.00 0.00 0.00

0.00 0.00 0.00
0.40 0.80
0.00 0.04 0.16

0.00 0.00 0.00

0.00 0,00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

8.10 4.00 54
44.00 65.00 81
74,00 90.00 100
140.00 150.00 170
190.00 170.00 30

Mean
values
3.40
0.70
4.86
2.38
6.20
1.82
1.00
9.10
21.66
0.80
1.14
1.13
0.34
0.34
0.34
1.00
0.34
1.00
#DIV/0!
0.00
#DIV/0!
0.00
#DIV/0!
0.00

Reference Reads Reference
Reach
VARIABLES Steam Name
Unit
Cherokee Cherokee County
Reference 1 Reference 2 Notes:
WNR WNR Responsible Crew
A4a+ B411a Stream Type
0.33 0.06 Drainage Area sq. mile
9.w 5.74 Bankfull Width (Wbkf) ft
8.2111 4.9/5,74 min/max
0.72 0.44 Bankfull Mean Depth (Dbkf) ft
0.8 .44/.48 min/max
13.33 13.05 Width/Depth Ratio bkf/Dbkf)
9.8/17.5 10.2/13.05 min/max
6.912 2.5256 Bankfull Cross-Sectional Area (Abkf) sq. ft
6.9/6.9 2.35/2.53 min/max
11.04 6.08 Wetted Perimeter wet Perim) ft
11.04 5AW.08 est 2*Dbkf + Wbkf
11.9 9.09 Width Floodprone Area (Wfpa) ft
9.8114.0 7.92/9.09 min/max
1.24 1.58 Entrenchment Ratio
1/1.5 1.5811.62 min/max
1.10 1.19 Sinuosity (K)

10.8 2.95 Bankfull Mean Velocity (Ubkf) ft/sec
74.6496 7.437892 Bankfull Discharge (Qbkf) cfs
0.63 0.42 Hydraulic Radius (Abkf 1 wet perim)
7.228 2.799 Sheer Stress (62.4 * Hd * Slope) Ibsisq.ft.
1.931 1.202 Sheer Velocity (32.2 * R * S )112 fusec
89.766 8.733 Unit Power(lbs/ft/sec) (62.4 *Q*S/Wbkf)
5.59 2.45 Friction factor (U/U*)
5.4 41.10 D50 mm
82 145.42 D84 mm

0.90 0.61 Bankfull Maximum Depth (dmbkf) ft
.8/1 0.61 riffle min/max
1.25 1.39 Maximum Riffle Depth/Mean Riffle Depth
1.90 0.64 Low Bank height ft
2.11 1.05 Low Bank Height/Max Riffle Depth
55.80 113.50 Meander Length (Lm)
48.6/63 0.62 min/max
5.81 19.77 Meander Length Ratio
21.5 91.00 Radius of Curvature (Rc)
2.240 15.854 Rc / Bankfull Width
20.00 30.30 Belt Width Wblt)
2.08 5.28 Meander Width Ratio

0.22 0.13 Valley Slope (VS)
0.19 0.11 Channel Slope (S)
0.00 0.01 Pool Slope (Sp)
0/.03 min/max
0.00 0.09 Pool Slope / S
0.10 0.08 Riffle Slope (Srfl
.018/.4 .021.16 min/max
0.52 0.74 Srfl / S
0.89 0.91 Run Slope (Srun)
.27/3.2 .22/4.54 min/max
4.81 8.43 Srun / S
0.00 0.01 Glide Slope (Sgld)
010 .01/.01 min/max
0.00 0.09 Sgld / S
2.80 1.51- Max Pool Depth (Dmpd) ft
3.89 3.43 Dmpd / Dbkf ratio
0.90 0.76 Max Run Depth (Dmrun) ft
1.25 1.73 Dmrun / Dbkf
NA Max Glide Depth (Dmgld) ft
NA Dmgld / Dbkf
3.70 5.16 Pool Width (Wbkfp) ft
0.39 0.90 Wbkfp / Wbkf
14.10 9.38 Pool - Pool spacing ft
2.2125.8 3.39/32.11 min/max
1.47 1.63 Pool - Pool / Wbkf
2.70 3.02 Pool Length
0.28 0.53 Pool Length Ratio
13.10 5.95 Riffle Length
1.36 1.04 Riffle Length Ratio
1.80 NA Glide Length
0.19 NA Glide Length Ratio
3.60 Run Length
0.38 Run Length Ratio
Channel Materials
0.15 1.32 D 16 mm
1.30 21.95 D 35 mm
5.40 41.1 D 50 mm
82.00 145.42 D 84 mm
140.00 224.82 D 95 mm

10/27/2008
Wilderness Creek Falls. Culvert 11, 12, 29 Design Summary
Culvert 11 Culvert 12 Culvert 29
Cherokee Cherokee Cherokee

WNR WNR WNR
8411a B411a BM1a
0.02 0.01 0.01
5.60 7.74 5.10

0.43 0.26 0.39

13.00 30.00 13.00

2.40 2.00 2.00
2.41 2.00 2.00
6.46 8.26 5.88
6.46 8.26 5.88
9.00 12.00 8.00

1.61 1.55 1.57

1.00 1.00 1.02

5.79 1.97 4.68
13.97 3.93 9.36
0.37 0.24 0.34
7.88 2.42 8.91
2.02 1.12 2.14
52.92 5.07 48.12
2.87 1.76 2.18
74.00 90.00 100
140.00 150.00 170

0.60 0.36 0.54

1.39 1.39 1.39
0.63 0.38 0.57
1.05 1.05 1.05
110.73 153.05 100.84

19.77 19.77 19.77
88.78 122.71 $0.85
15.85 15.85 15.85
29.56 40.86 26.92
5.28 5.28 5.28

0.34 0.16 0.43
0.34 0.16 0.42
0.00 0.00 0.00

0.00 0.00 0.00
0.25 0.12 0.31

0.74 0.74 0.74
2.86 1.35 3.54

8.43 8.43 8.43
0.00 0.00 0.00

0.00 0.00 0.00
1.48 0.89 1.35
3.43 3.43 3.43
0.74 0.45 0.88
1.73 1.73 1.73

5.03 6.96 4.58
0.90 0.90 0.90
9.15 12.65 8.33

1.63 1.63 1.63
2.95 4.07 2.68
0.53 0.53 0.53
5.80 8.02 5.29
1.04 1.04 1.04
NA NA NA
NA NA NA,
2.10 2.90 1.91
0.38 0.38 0.38

8.10 4.00 54
44.00 65.00 81
74.00 90.00 100
140.00 150.00 170
190.00 170.00 230

10/27/2008
1088-849-828
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Material Size Range (mm;
Count
silt/clay 0 0.062 3
very fine sand 0.062 0.125 3
fine sand 0.125 0.25 3
medium sand 0.25 0.5 3
coarse sand 0.5 1 3
very coarse sand 1 2
very fine gravel 2 4 1
fine gravel 4 6 2
fine gravel 6 8
medium gravel 8 11 1
medium gravel 11 16 4
coarse gravel 16 22 2
coarse gravel 22 32 2
very coarse gravel 32 45 4
very coarse gravel 45 64 3
small cobble 64 90 16
medium cobble 90 128 25
large cobble 128 180 23
very large cobble 180 256 2
small boulder 256 362
small boulder 362 512
medium boulder 512 1024
large boulder 1024 2048
very large boulder 2048 4096
total particle count: 100
bedrock ------------- 2
clay hardpan
detritus/wood -------------
artificial -------------
total count:
Note: 102

' Bed Surface Pebble Count,

100% silt/clay Site # 12

sand gravel
-cumulative %
cobble boulder
-# of particles
30
90%
25
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Size (mm) Size Distribution Type
D16 4 mean 24.5 silt/clay 3% bedrock 2%
D35 65 dispersion 12.1 sand 12%
D50 90 skewness -0.45 gravel 19%
D65 110 cobble 65%
D84 150 boulder 0%
D95 170
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