20081287 Ver 1_Restoration Plan_20080903

0100 - 141A1
Wilderness Creek Falls
Stream Restoration Plan
Cherokee County, North Carolina
August 27, 2008
Prepared by:
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PO Box 882 yp AP!DSTIpRNt4TEFti?RAN?i?
Canton, NC 28716 N1ET1A
Project Description
The project site, known as Wilderness Creek Falls is located off Highway 64 West
just before the NC/TN border in Cherokee County, NC. Latitude and longitude
for the site are 35.0190663 N and 84.3121501 W. respectively. The site is
' located within the Isabella USGS Topo Quad. To access the site from Asheville,
take I-40 west 16.5 miles. Merge onto US-74 West toward Murphy. Go -105
miles to just before the NC/TN state line. The project site is a few miles before
the state line on the right.
' Wilderness Creek Falls is proposing to restore 851 linear feet of an unnamed
tributary to Wolf Creek in response to a Notice of Violation issued by the
Swannanoa office of the North Carolina Division of Water Quality. Wilderness
Creek Falls was directed to restore a previously diverted channel back to the
bottom of the valley to mitigate for the violation. This unnamed tributary to Wolf
Creek had been diverted up slope by the original owner of the mine in order to
' operate in the area without flowing water influencing the work. The diverted
channel was 956 linear feet in length. The proposed restoration length can be
assumed to be the approximate length of stream that existed prior to the original
mine construction. The restoration work has not been included as an impact in
the application since Mr. Glen Frank was not the original operator of the mine.
Wilderness Creek Falls will also restore a pond on the northern side of the
property that was not permitted. This will reduce impacts by 408 feet. An
offline pond will be created in its place. The following is a detailed restoration
plan that addresses the mine area as well as the pond relocation.
Mine Area (to address
Wilderness Creek Falls is
proposing to restore 851
linear feet of an
unnamed tributary to
Wolf Creek (see
Attachment Plans for
location). This stream
was dammed and
diverted to the side of
the valley wall during
the 1960's in order to
facilitate the original
mining operation (see
photo below).
The stream diversion
was necessary back in the
1960's in order to have a dry working environment.
In the fall of 2006 the diverted stream was dug out to maintain flows around the
mine area. There were areas along the diversion where leaf packs and limbs had
blocked some of the flow. These blockages were causing some, not all, of the
flow to escape down the valley wall which flowed into the open channel that
exists at the eastern toe of the mined valley. A Notice of Violation was issued
through the Division of Water Quality in 2007. The agencies had requested that
the stream channel be relocated back to the bottom of the valley where it
originally flowed. Currently the stream is bedded in channel at the bottom of the
valley.
' Wilderness Creek Falls is requesting the approval of this restoration plan to
stabilize the existing channel through natural channel design administering the
proper dimension, pattern, and profile. The restoration would be treated
' separately and would be self mitigating. The proposed natural channel design is
based on reference reach conditions for three separate reaches. Previously
established channels will be used where applicable to take advantage of the
' stable profile and existing buffer.
Pond Relocation
Wilderness Creek Falls will also restore 408' of stream that is currently flooded
and piped (see photo below). Mr. Frank is agreeing to re-construct this pond
off-line in order to provide additional avoidance and minimization of impacts.
' This pond has a 2.23 acre surface area. The pond will be designed off-line and
the proper dimension, pattern, and profile will be administered to the stream
' using natural channel design. A 30 foot riparian buffer will be planted on both
sides of the stream.
2
UT1 Existing Site Conditions
'
UT1 is a first order tributary to Wolf Creek and drains a 0.2 square mile
watershed. Wolf Creek flows into the Toccoa River in GA becoming the Ocoee in
TN and later emptying into the Hiwassee River Basin.
UT1's current location is at the bottom of the mined valley. It now flows over 4
distinct drops of 15' or more before reconnecting to the original channel at the
eastern toe of the valley. UT1 flows through three distinct channel types with
varying degrees of slope. Morphological parameters for the three reaches are
summarized in the UT1 Relocation Summary in Attachment A. Three reference
reaches were used as templates to represent the proper dimension, pattern, and
profile of each reach.
Pond Relocation
The unnamed tributary to the pond is a first order tributary to North Potato
Creek draining a 0.13 square mile watershed. The lower 500' of the tributary
lacks a riparian buffer (see photo), but remains in a stable channel. The slope is
6% with little sinuosity (1.1). The entrenchment ratio is 2.7. This channel fits a
Rosgen B4a channel and consists of mainly course gravel and cobble (See
Attachment B).
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Precipitation
According to the PRISM maps (see Attachment C) maintained by the Natural
Resources Conservation Service, this area of Cherokee County receives
approximately 54-66 inches of rain annually. Excess water that falls as
' precipitation must leave the site as ground water flow, runoff, channelized
surface flow, or deep water seepage.
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
Three reference
reaches were used to
mimic stable dimension,
pattern, and profile.
The two reference
reaches surveyed on
site were used to
emulate the steeper
reaches of the proposed
channel. The A4a+
reference reach, located
on the North side of the
property, is an
unknown tributary to
North Potato Creek
(See Restoration Plan
Overview). The photo above is the A4a+ reference reach. The B4/1a reference
reach is located upstream of the proposed channel. The third reference reach is
a B3/1c stream known as Cathey's Creek in Transylvania County. All data can be
found in Attachments D. E, and F.
4
Restoration Plan
' Wilderness Creek Falls plans to return the previously diverted channel from the
valley wall to the bottom of the valley using natural channel design. The old
established stream bed will be utilized at the bottom of the mine. In addition,
' Mr. Frank will restore a flooded channel on the north side of the property. The
goals of the project are:
1. Restore natural dimension, pattern, and profile.
2. Stabilize banks and reduce erosion.
3. Create and preserve a riparian buffer with permanent native vegetation.
4. Create aquatic habitat and complexity.
5. Stabilize existing diversion ditch.
6. Construct off-line pond and restore previously impounded stream.
Construction Plan and Specifications
Mine Area
Construction activities
will include working`
with the existing w ,
bedded channel adding .
the proper dimension, g }°;
pattern, and profile{
based on reference "reach data. Due to the
steep grade, a pool
drop sequence will need to be implemented in order
,r<
to satisfy existing
slopes especially in the
two steeper reaches: Al
( See Detailed Plans). }
Existing topography surveys show three major drops of about 30 feet each (see
photo above). These bedrock drops will be left alone providing a stable
geomorphological feature. Grade control structures will be used to hold grade,
redirect current, create habitat complexity, and stabilize the banks. Pool and
riffle habitat was designed based on reference reach criteria. Solid rock exists
within 1 foot of the existing mine floor elevation; therefore, the proposed
channel can be bedded on rock. Due to the high frequency of bedrock,
modifications will need to be made in the field to emulate the proper dimension
of the channel.
5
' The proposed channel will consist of three reaches. Reach 1 is the steeper of
the three and will require grade control structures to maintain stability.
' Structures will be placed at stations 0+34, 0+50, and 0+66. Plunge pools will be
used to dissipate energy. Reach 2 has less gradient than reach 1 and has an
already established channel against the valley wall. A plunge pool will be added
' at the bottom of the drop and grading of the left bank will take place in order to
emulate proper dimension and remove loose rock and gravel. After leaving the
' third drop and entering Reach 3 the channel moves across a flat bench before
dropping into the old channel at the eastern toe of the valley. The channel
currently sits on bedrock before quickly dropping over the last drop. The current
' dimension and profile are unstable and will need to be adjusted to emulate
reference reach conditions. The current pattern of the channel will not be
altered due to the irregular arrangement of bedrock on the bench. Using the
' existing bedrock will help stabilize the channel. The profile will need to be
altered to accommodate the steep grade at the end of the reach. Grade control
structures will be installed at stations 5+27, 5+52, 5+67, 5+85, and 6+01. After
t the last structure the channel enters a previously established streambed (station
6+00 to 8+51) and continues downstream. This channel is against the toe of
the valley and has an already established riparian buffer on the left. Light
' grading of the right stream bank will be performed to remove loose rock and
gravel. Existing check dams will be removed.
' To mimic the correct valley form, soil may need to be imported. This will allow
for proper drainage and provide a planting medium for the 30 foot riparian
' buffer. In addition, matting will be used on the banks to prevent bank erosion.
Pond Relocation
' In order to reduce downstream erosion, a Faircloth Skimmer will be used to drain
the 2.23 acre pond. 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. A stream diversion will 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.
Grade control structures will be utilized to accommodate the steep slope. 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.
1 6
Grade Control
Structures will be used to reduce shear stress on stream banks and to act as
grade control for the streambed in reaches 1, 2, and 3. 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 attached plans for typical). Sizing of
rock structures was determined using shear stress calculations provided in the
design summary (See attached plans). Maximum shear stress in the steeper
reach was 3.63lbs./sq.ft. Referencing Shield's data and Rosgen's data, the
largest size particle entrained would be between 1 and 3 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.
Planting Plan and Specifications
F

A 30 foot protective buffer on both sides of the proposed channel will be
included to enhance the project. Vegetation is a key component to the
restoration project. The slopes will be planted with appropriate riparian species
from an approved list to recreate the natural buffers that occur on site. Trees
will be planted at 8 X 8 foot spacing. Plant survival and growth of at least 320
stems/acre through year 3 and 260 stems/acre through year 5 will be considered
successful.
Due to mine site conditions, soil will need to be brought in and mixed with
existing spoil to create a planting base. Bank stabilization will be achieved with a
matting wrapped soil lift application with brush layering (See Typical), seeding,
live staking, onsite transplants, plugs, bare root, and containerized plants. The
objective will be to mimic most of the natural buffer that is on site, which is
mainly composed of shrubs and trees (See Recommended Plant List). However,
only NATIVE warm season grasses and bunchgrass (NO Turf-Forming Fescues)
will be used in accordance with the "'Warm Season Grass Establishment and
Management in North Carolina and Virginia" provided by the US Fish and Wildlife
Service as a temporary planting to aid with soil stabilization.
7
Plant Material Specifications
Live Stakes (Woody Material):
The plant material will either be collected onsite or obtained locally and consist
mainly of silky dogwood, elderberry and willow species. The plants will be
collected while dormant and planted immediately. If plants cannot be planted
immediately, plants will be stored in shade and kept moist and cool in peat moss,
mulch, or plunged into a container of water.
Bare Root or Container (Woody and Herbaceous Material):
The plants will either be ordered as bare root or in 1-quart containers. Upon
delivery, the specimens shall appear healthy with no leaf spots, leaf damage, leaf
discoloration, chlorosis, leaf wilting or curling, or evidence of insects on leaves or
stems. Plants will be planted immediately. If plants cannot be planted
immediately, plants will be stored in shade and kept moist in peat moss, mulch,
or other suitable material.
Container (Woody Material):
The soil within the root ball shall be field capacity (1/3 atmosphere) or wetter
upon delivery to the job site. Any wilted, dry and/or lightweight plants shall be
rejected. Plants shall be planted immediately upon delivery. If not, then they
must be stored in shade and root balls kept moist through periodic watering until
time of planting.
If growing, plants shall appear healthy with no leaf spots, leaf damage, leaf
discoloration, chlorosis, leaf wilting or curling, or evidence of insects on leaves.
For trees, where spiraling woody roots exist on the outside of the soil/root mass
upon the removal of plants from the containers, the landscape contractor shall
separate (cutting where necessary) and spread them out prior to planting.
Soil Amendments:
Soil amendments are required around tree plantings. The amendments used
should be leaf or pine bark compost at rates of one part compost to one part soil
(from planting hole). A slow release fertilizer or "super phosphate" type fertilizer
should be mixed in with soil amendment mix. No surface mulch is required
where plants are planted at or near original grade, unless tree shelters are used
to promote growth and survival percentage. A 6-inch soil berm will be
constructed 12 inches from the outer edge of the root ball to hold water.
Monitoring Plan
Within 90 days of construction completion, WNR staff will provide the resource
agencies with photos of each site and a baseline monitoring report to prove
8
success. A monitoring report with photos will be submitted annually for 5 years.
WNR will conduct monitoring and Hard Rock Mine, Inc. or Wilderness Creek Falls
' will provide the financial assurance that will ensure this project is complete and
successful.
' An as-built report will be included with the first annual monitoring report. At
least two bankfull events in separate years will be documented within 5 years.
Otherwise, stream monitoring will continue until two bankfull events have
' occurred in two separate years. Success will be measured in terms of plant
survivability and channel stability.
' Channel Stability
Channel stability will be measured through cross-sections, longitudinal profiles,
' and pebble counts; and then compared to previous measurements. A minimum
of four permanent cross-sections will be taken per 1,000 linear feet of stream
representing 50% pools and 50% riffles. Pebble counts will be performed at
' each cross section. A longitudinal profile will be conducted to monitor any
changes in profile. If the reach is less than 3,000 linear feet, then all 3,000 feet
will be surveyed. If the reach is greater than 3,000 linear feet, then the profile
' will include 30% of the restored stream or 3,000 linear feet (whichever is
greater). If there is substantial evidence of instability, such as down-cutting or
' erosion, remedial actions will be planned, approved, and implemented.
Plant Survival
' Vegetative success will be measured in terms of plant survival. Plant survival will
be measured with stem counts in designated vegetative monitoring plots. Stem
counts of at least 320 stems/acre in year 3 and 260 stems/acre in year 5 will be
considered successful. Vegetative monitoring plots, 1/10 acre in size, will be set
up adjacent to each cross section. Plant survivability will be assessed using
these vegetative monitoring plots. If there is substantial plant mortality that
' leads to lowered stem counts, remedial actions will be taken.
Areas with less than 75% vegetation coverage will be re-seeded and/or fertilized;
' and live stakes and bare rooted trees will be planted to achieve the desired
densities. Exotic, invasive, and invader species will be removed so that they will
' not exceed 20% of the vegetative composition.
Photographic Reference Sites
' Photos will be taken at each cross section as well as monumented reference sites
throughout the restoration reach. These photos will indicate aggradation,
degradation, and/or bank erosion. If none exists, no remedial action will be
' required. If aggradation, degradation, and/or bank erosion occurs, the problem
will be accessed and remedial actions will be planned, approved, and
implemented.
' 9
11

n

0

Recommended Native Species for Stream Restoration
Trees
Yellow Buckeye Aescu/us octandra
Sweet Birch Oetula lenta
River Birch Oetula nigra
Bitternut Hickory Carya cordiformis
Shagbark Hickory Carya ovata
Persimmon Diospyros virginiana
Green Ash Fraxinus pennsylvanica
Carolina Silverbell Halesia caroliniana
Blackgum Nyssa sylvatica
Sycamore Platanus occidentalis
Black Cherry Prunus serotina
Black Willow Salixnigra
White Basswood Tilia heterphylla
Small Trees and Shrubs
Tag Alder Anus serrulata
Serviceberry Amelanchier arbrea
Red Chokeberry Aronia arbutifolia
Common Pawpaw Asimina triboba
Sweet-shrub Calycanthus floridus
Ironwood Carpinus caroliniana
Alternate Leaf Dogwood Cornus alternifolia
Silky Dogwood Cornus amomum
Hazel-nut Corylus Americana
Witch Hazel Hamamelis virginiana
Winter Berry Ilex verticillata
Doghobble Leucothoe axillaries
Spicebush Lindera benzoin
Male-berry Lyonia ligustrina
Umbrella Tree Magnolia tripetala
Ninebark Physocarpus opulifolius
Wild Azalea Rhododendron periclymenoides
Swamp Azalea Rhododendron viscosum
Swamp Rose Rosa palustris
Silky Willow Salix sericea
Meadowsweet Spirea latifolia
Sweet Leaf Symplocos tinctoria
Withe-rod Viburnum cassinoides
Yellow-root Aanthorhiza simplicissima
10
Herbaceous
'
Jack-in-the-Pulpit Ansaema triPhYllum

' Swamp Milkweed
Fringed Sedge Asclepias incarnate
Carex crinata
Bladder Sedge Carex intumescens
Hop Sedge Carex lupulina
' Lurid Sedge Carex lurida
Broom Sedge Carex scoparia
' Tussock Sedge Carex stricta
Fox Sedge Carex vulpinoides
Turtlehead Chelone glabra
' Umbrella Sedge Cyperus strigosus
Bottlebrush Grass Elymus hystrix
Joe-Pye Weed Eupatorium fistulosum
' Boneset Eupatorium perfoliatum
Jewelweed Impatiens capensis
Soft Rush Juncos effuses
' Rice Cutgrass Leersia orywides
Cardinal Flower Lobelia cardinalis
Great Blue Lobelia Lobelia siphilitica
' Seedbox Ludwigia alternifolia
Switchgrass Panicum virgatum
Tea rth u m b Polygonum sagittatum
' Green Bulrush Scirpus atrovirens
Woolgrass Scirpus cyperinus
' Soft Stem Bulrush Scirpus validus
Bur-reed Sparganium americanum
March Fern Theypteris palustris
' River Oats Uniola latifolia
Ironweed Vernonia noveboracensis
II
1

1

Attachment A
UT 1 to Wolf Creek
Existing Conditions
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Wilderness Creek Falls. UT1 to Wolf Creek Relocation Summary

VARIABLES Steam Name
Unit
UT to Wolf Creek
UT to Wolf Creek
UT to Wolf Creek
Count Cherokee Cherokee Cherokee
Notes: Reacht Reach2 Reach3
Responsible Crew Crew Crew Crew
Stream Type
Drainage Area sq. mile 0.2 0.2 0.2
Bankfull Width (Wbkf) ft 29.10 6.90 5.40
min/max 6.90
Bankfull Mean Depth (Dbkf) ft 0.20 0.80 0.54
min/max 0.80
Width/De th Ratio (Wbkf/Dbkf) 145.50 8.63 10.00
min/max 8.63
Bankfull Cross-Sectional Area (Abkf) s q. ft 5.82 5.52 2.92
min/max 5.52
Wetted Perimeter (wet Perim) ft 29.50 8.50 6.48
est 2'Dbkf + Wbkf 29.50 8.50 6.46
Width Floodprone Area(Wfpa) ft 36.00 66.00 98.40
min/max
Entrenchment Ratio 1.24 9.57 17.85
min/max
Sinuosi (K) 1.00 1.38. 0.98
Bankfull Mean Velocity(Ubkf) ft/sec 2.67 2.70 4.80
Bankfull Discharge (Qbkf) cis 15.54 14.90 14.00
Hydraulic Radius (Abkf / wet perim) 0.20 0.65 0.45
Sheer Stress (62.4' Hd' Slope) ibs/sq.ft. 1.096 0.353 2.696
Sheer Velocity (32.2' R " S )1/2 ft/sec 0.752 0.427 1.179
Unit Power(lbs/ft/sec) (62.4 "Q"S/Wbkf) 2.966 1.173 15.527
Friction factor (U/U') 3.55 6.33 4.07
D50 mm 40.00 28.00 38
D84 mm 63.00 42.00 83

Bankfull Maximum Depth (dmbkf) ft 0.30 1.70 1.20
riffle min/max
Maximum Riffle Depth/Mean Riffle Depth 1.50 2.13 2.22
Low Bank height ft 0.20 2.00 1.00
Low Bank Height/Max Riffle Depth 0.67 1.18 0.83
Meander Length (Lm) 121.00 84.00
min/max
Meander Length Ratio 17.54 15.56
Radius of Curvature (Rc) 47.00
Rc / Bankfull Width 6.81
Belt Width (Wblt) 58.00 12.00
Meander Width Ratio 8.41 2.22
Valley Slope (VS) 0.09 0.01 0.09
Channel Slope (S) 0.09 0.01 0.10
Pool Slope (Sp) 0.00 0.00 0.00
min/max 0/0 010 0/0
Pool Slope / S 0.00 0.00 0.00
Riffle Slope (Srfl) 0.09 0.01 0.08
min/max
Srfl / S 1.01 1.01 0.79
Run Slope (Srun) 0.09 0.01 0.14
min/max
Srun / S 1.01 1.61 1.46
Glide Slope (S Id)
min/max
Sgld / S 0.00 0.00 0.00
Max Pool Depth (Dmpd) ft 1.40
Dm pd / Dbkf ratio 0.00 0.00 2.59
Max Run Depth (Dmrun) ft 1.70 1.20
Dmrun / Dbkf 0.00 0.25 0.22
Max Glide Depth (Dm Id) ft
Dmgld / Dbkf
Pool Width (Wbkfp) ft 6.30
Wbkfp / Wbkf 0.00 0.00 1.17
Pool - Pool spacing ft 37.20 61.30
min/max
Pool - Pool / Wbkf 0.00 5.39 11.35
Pool Length 12.80
Pool Length Ratio 0.00 0.00 2.37
Riffle Length 22.00 16.80
Riffle Length Ratio 0.00 3.19 3.11
Glide Length
Glide Length Ratio
Run Length 21.00 25.00
Run Length Ratio 0.00 3.04 4.63
Channel Materials
D 16 mm 25.00 16.00 23
D 35 mm 33.00 23.00 31
D 50 mm 40.00 28.00 38
D 84 mm 63.00 42.00 83
D 95 mm 120.00 58.00 140

8/27/2008
Mean Referen(
values Reference Reach Reach
Cherokee Cheroke
Reference 1 Reference
WNR WNR
A4a+ B4/1a
0.33 0.06
29.10 9.60
8.2/11
0.20 0.72
.6/.8
145.50 13.33
9.8/17.1
5.82 6.912
6.9/6.£
11.04
11.04
36.00 11.9
9.8/14.1
1.24 1.24
1/1.5
1.00 1.10
2.67 10.8
15.54 74.649
0.63
7.228
1.931
89.76E
5.59
0.30 0.90
.8/1
1.50 1.25
1.90
0.67 2.11
55.80
48.6/63
0.09 0.22
0.09 0.19
0.00
0.00
0.09 0.10
Tat.
1.01 0.52
0.09 0.89
.27/3..
1.01 4.81
#DIV/0! 0.00
0/0
0.00 0.00
#DIV/0! 2.80
0.00 3.89
0.39
#DIV/0! 14.10
2.E25.
0.00 1.47
9.09
92/9.1
1.58
58/1.
1.19
2.799
1.202
8.733
2.45
41.10
145.4`<
0.61
0.61
1.39
0_64
1.05
113.5(
0.62
19.19.-77
0.11
.02/.16
0.01
0.76
1.73
NA
NA
5.16
0.90
1 1.80 1 NA I
1 5.40 1 41.1 I
Wilderness Creek Falls. UT1 to Wolf Creek Relocation Summary

1

1

VARIABLES Steam Name
Unit Reference
Reach
NEW CHANNEL
NEW CHANNEL
NEW CHANNEL
Count Transylvania Cherokee Cherokee Cherokee
Notes: Reference 3 Reach 1 Reach 2 Reach 3
Responsible Crew WNR WNR WNR WNR
Stream Type B3/1c 64/1a 113411c 84/1a
Drainage Area sq. mile 11.70 0.20 0.20 0.20
Bankfull Width (Wbkf) ft 49.18 8.30 8.30 8.30
min/max
Bankfull Mean Depth (Dbkf) ft 1.88 0.64 0.64 0.64
min/max
Width/Depth Ratio (Wbkf/Dbkf) 26.16 13.00. 13.00 13.00
min/max
Bankfull Cross-Sectional Area (Abkf) sq. ft 92.4584 5.27 5.27 5.27
min/max 5.30 5.30 5.30
Wetted Perimeter (wet erim) ft 49.33 9.58 9.58 9.58
est 2'Dbkf + Wbkf 9.58 9.58 9.58
Width Floodprone Area (Wfpa) ft 88.01 13.00 13.00 13.00
min/max
Entrenchment Ratio 1.79 1.57 1.57 1.57
min/max
Sinuosi (K) 1.08 1.00 1.38 1.00

Bankfull Mean Velocity (Ubkf) ft/sec 3.99 3.98 1.73 4.30
Bankfull Discharge (Qbkf) cfs 368.909016 21.09 9.17 22.79
Hydraulic Radius (Abkf / wet perim) 1.87 0.55 0.55 0.55
Sheer Stress (62.4' Hd' Slope) Ibs/sq.ft. 1.287 3.24 0.30 3.63
Sheer Velocity (32.2' R' S )1/2 ft /sec 0.815 1.29 0.39 1.37
Unit Power(lbs/ft/sec) (62.4 •Q•S/Wbkf) 5.149 14.97 0.60 18.11
Friction factor (U/U') 4.90 3.08 4.41 3.14
D50 mm 242.00 41.10 41.10 41.10
D84 mm 394.00 145.42 145.42 145.42

Bankfull Maximum Depth (dmbkf) ft 2.67 0.89 0.89 0.89
riffle min/max
Maximum Riffle Depth/Mean Riffle Depth 1.42 1.39 1.39 1.39
Low Bank height ft 2.32 0.93 0.93
Low Bank Height/Max: Riffle Depth 0.87 1.05 1.05
Meander Length (Lm) 164.12 164.12 164.12
min/max
Meander Length Ratio 0.00 19.77 19.77 19.77
Radius of Curvature (Rc) 131.59 131.59 131.59
Rc / Bankfull Width 0.000 15.85 15.85 15.85
Belt Width (Wbit) 4181 43.81 43.81
Meander Width Ratio 0.00 5.28 5.28 5.28

Valle Slope (VS) 0.01 0.09 0.01 0.11
Channel Slope (S) 0.01 0.09 0.01 0.11
Pool Slope (Sp) 0.01 0.01 0.01 0.01
min/max
Pool Slope / S 0.64 0.09 0.64 0.09
Riffle Slope (Srfl) 0.01 0.07 0.01 0.08
min/max
Srfl / S 0.91 0.74 0.91 0.74
Run Slope (Srun) 0.02 0.80 0.02 0.89
min/max
Srun / S 1.82 8.43 1.82 8.43
Glide Slope (Sgld) 0.00 0.01 0.00 0.01
min/max
Sgld / S 0.09 0.09 0.09 0.09
Max Pool Depth (Dmpd) ft 3.10 2.19 1.05 2.19
Dm pd / Dbkf ratio 1.65 3.43 1.65 3.43
Max Run Depth (Dmrun) ft 2.81 1.10 0.95 1.10
Dmrun / Dbkf 1.49 1.73 1.49 1.73
Max Glide Depth (Dmgld) ft 2.54 0.51
Dm Id / Dbkf 0.80 0.80
Pool Width (Wbkfp) ft 47.89 7.46 8.08 7.46
Wbk / Wbkf 0.97 0.90 0.97 0.90
Pool- Poolspacing ft 215.00 13.56 36.29 13.56
min/max
Pool - Pool / Wbkf 4.37 1.63 4.37 1.63
Pool Length 39.70 4.37 6.70 4.37
Pool Length Ratio 0.81 0.53 0.81 0.53
Riffle Length 110.00 8.60 18.56 8.60
Riffle Length Ratio 2.24 1.04 2.24 1.04
Glide Length NA NA NA NA
Glide Length Ratio NA 0.19 NA NA
Run Length 3.11 0.00 NA
Run Length Ratio 0.38 NA
Channel Materials
D 16 mm 32.37 1.32 1.32 1.32
D 35 mm 54.72 21.95 21.95 21.85
D 50 mm 76.13 41.10 41.10 41.10
D 84 mm 163.72 145.42 145.42 145.42
D 95 mm 244.03 224.82 224.82 224.82

8/27/2008
Attachment B
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Wilderness Creek Falls. Pond Relocation Summary

VARIABLES Steam Name
Unit
UT to Pond Mean
values a erence
Reads a erence
Reach NEW CHANNEL
County Cherokee Cherokee Transylvania Cherokee
Notes: Reference 2 Reference 3
Responsible Crew Crew WNR WNR WNR
Stream Type 113411a B3/11c 83a
Drainage Area sq. mile 0.13 0.06 11.70 0.13
Bankfull Width (Wbkf) ft 9.60 9.60 5.74 49.18 7.30
min/max 4.319.6 4.9/5.74
Bankfull Mean Depth (Dbkf) It 0.20 0.20 0.44 1.88 0.52
min/max .2/4 .44/.48
Width/Depth Ratio (Wbkf/Dbkf) 48.00 48.00 13.05 26.16 14.00
min/max 20.2148 10.2113.05
Bankfull Cross-Sectional Area (Abkf) s q. ft 2.30 2.30 2.5256 92.4584 3.77
min/max 2.3/2.4 2.35/2.53 3.81
Wetted Perimeter (wet perim) ft 10.00 6.08 49.33 8.34
est 2'Dbkf + Wbkf 10.00 5.49/6.08 8.34
Width Floodprone Area (Wfpa) It 25.70 25.70 9.09 88.01 13.00
min/max 7.9219.09
Entrenchment Ratio 2.68 2.68 1.58 1.79 1.78
min/max 1.58/1.62
Sinuosity (K) 1.07 1.07 1.19 1.08 1.1
Bankfull Mean Velocity (Ubkf) ft/sec 2.12 2.12 2.95 3.99 3.02
Bankfull Discharge (Dbkf) cfs 4.07 4.07 7.437892 368.909016 11.50
Hydraulic Radius (Abkf / wet perim) 0.23 0.42 1.87 0.45
Sheer Stress (62.4' Hd' Slope) Ibs/sq.ft. 0.875 2.799 1.287 1.66
Sheer Velocity (32.2' R' S)1/2 ft/sec 0.672 1.202 0.815 0.93
Unit Power(lbs/f /sec) (62.4'tYS/Wbkf) 1.614 8.733 5.149 5.80
Friction factor (U/U') 3.15 2.45 4.90 3.26
D50 mm 76.00 41.10 242.00 76.00
D84 mm 160.00 145.42 394.00 160.00

Bankfull Maximum Depth (dmbkf) ft 0.80 0.80 0.61 2.67 0.72
riffle min/max 0.80 0.61
Maximum Riffle Depth/Mean Riffle Depth 4.00 4.00 1.39 1.42 1.39
Low Bank height It 0.70 0.64 2.32 0.76
Low Bank Height/Max Riffle Depth 0.88 0.88 1.05 0.87 1.05
Meander Length (Lm) 61.00 113.50 144.35
min/max 56/66 0.62
Meander Length Ratio 6.35 19.77 0.00 19.77
Radius of Curvature (Rc) 20.00 91.00 15.21
Rc / Bankfull Width 2.08 15.854 0.000 2.08
Belt Width (Wblt) 30.00 30.30 38.53
Meander Width Ratio 3.13 5.28 0.00 3.13
Valle Slope (VS) 0.07 0.07 0.13 0.01 0.06
Channel Slope (S) 0.06 0.06 0.11 0.01 0.06
Pool Slope (Sp) 0.00 0.01 0.01 0.01
min/max 010 01.03
Pool Slope / S 0.00 0.09 0.64 0.09
Riffle Slope (Srfl) 0.05 0.05 0.08 0.01 0.05
min/max 0.0081/.11 .02/.16
Srfl / S 0.87 0.87 0.74 0.91 0.87
Run Slope (Srun) 0.19 0.19 0.91 0.02 0.16
min/max .0581.39 .22/4.54
Srun / S 3.11 3.11 8.43 1.82 3.11
Glide Slope (Sgld) #DIV/0! 0.01 0.00 0.00
min/max .0101
Sgld / S 0.00 0.00 0.09 0.09 0.00
Max Pool Depth (Dmpd) ft 1.30 1.30 1.51 3.10 1.79
Dm pd / Dbkf ratio 6.50 6.50 3.43 1.65 3.43
Max Run Depth (Dmrun) ft 0.80 0.76 2.81 0.90
Dmrun / Dbkf 0.08 1.73 1.49 1.73
Max Glide Depth (Dmgld) ft NA 2.54
Dm Id / Dbkf NA 0.80
Pool Width (Wbkfp) ft 3.90 5.16 47.89 6.56
Wbkfp / Wbkf 0.41 0.90 0.97 0.90
Pool- Pool spacing It 22.00 22.00 9.38 215.00 16.73
min/max 4.7/41 3.39/32.11
Pool -Pool /Wbkf a;j 2.29 1.63 4.37 2.29
Pool Length 6.30 3.02 39.70 4.79
Pool Length Ratio 0.66 0.53 0.81 0.66
Riffle Length 14.20 5.95 110.00 10.80
Riffle Length Ratio 1.48 1.04 224 1.48
Glide Length 1.60 NA NA 1.22
Glide Length Ratio 0.17 NA NA 0.17
Run Length 8.20 6.24
Run Length Ratio 0.85 0.85
Channel Materials
D 16 mm 18.00 1.32 32.37 18.00
D 35 mm 49.00 21.95 54.72 49.00
D 50 mm 76.00 41.1 76.13 76.00
D84 mm 160.00 145.42 163.72 160.00
D95 mm 230.00 224.82 244.03 230.00

8/26/2008

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t Reference Reach 2
B4/ la
16
Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
1
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Stream: Wilderness Creek, Reach - B4/1a Reference Reach
Basin: Hiwassee Drainage Area: 38.4 acres 0.06 mil
Location: NC/TN Border North of Quarry and above and
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Lon Date: 03/19/08
Observers: WNR Valley Type: I I
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 5.74
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dbkf = A / Wbkf). 0.44
ft
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. 2.53
ft/ft
Width/Depth Ratio (Wbkf / dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 13.05
ft
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 0.63
ft
WIDTH of Flood-Prone Area (Wfpa)
Twice maximum DEPTH, or (2 x dmbkf) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 9.09
ft/ft
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ Wbkf)
(riffle section). 1.58
Channel Materials (Particle Size Index ) D50
The D50 particle size index represents the mean diameter of channel materials, as
sampled from the channel surface, between the bankfull stage and Thalweg
elevations. 20.41
mm
Water Surface SLOPE (S)
Channel slope = "rise over run" for a reach approximately 20-30 bankfull channel
widths in length, with the "riffle-to-riffle" water surface slope representing the gradient
at bankfull stage. 0.108
ft/ft
Channel SINUOSITY (k)
Sinuosity is an index of channel pattern, determined from a ratio of stream length
divided by valley length (SL / VL); or estimated from a ratio of valley slope divided by
channel slope (VS / S). 1.2
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Copyright © 2006 Wildland Hydrology
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2,878' OF BUFFER ENHANCEMENT
LEVEL II. 30' BUFFERS WILL BE PLANTED ON
BOTH SIDES OF THE BANK. AREAS
WHERE THE BUFFER IS LACKING ON
ONLY ONE SIDE WILL BE GIVEN A 60'
BUFFER. INVASIVE SPECIES WILL BE REMOVED
RESTORED POND CHANNEL
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851 LINEAR FEET WILL
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o 956 LINEAR FEET
RESTORATION SITE UT1 TO WOLF CREEK
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Restoration Overview Overview / ? ' Scale: 1" = 600'
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