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Little Brass Town Creek
Stream Restoration Plan JAN 12 2001
Folk Reach -- n
WETLANDS 6016 f'
W w WATER QUi,LIfY S?CTff1"?
010047
Prepared For:
Hiawassee River Watershed Coalition, Inc.

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1152 Executive Circle
Suite 100
Cary, NC 27511
January 2001
Little Brass Town Creek
Stream Restoration Plan
Folk Reach
Prepared For:
Hiawassee River Watershed Coalition, Inc.
January 2001
Design Report Prepared By Buck Engineering PC:
William A. Harm
Project Manager ,`?p•••nrrly?I?
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games A. Buck, P.E.
Principal Engineer
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TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................................. i
List of Figures .................................................................................................................................. i
List of Tables ................................................................................................................................... i
Appendixes ......................................................................................................................................1
INTRODUCTION AND GOALS ..................................................................................................
EXISTING CONDITION ............................................................................................................... 1
BANKFULL VERIFICATION ...................................................................................................... 4
REFERENCE REACH ANALYSES ............................................................................................. 5
NATURAL CHANNEL DESIGN .................................................................................................. 5
SEDIMENT TRANSPORT ANALYSIS ....................................................................................... 8
CONSTRUCTION .......................................................................................................................... 9
General Construction Sequence .................................................................................................. 9
Sediment and Erosion Control .................................................................................................. 10
Construction Materials and Estimates ...................................................................................... 10
List of Figures
Figure 1: Project Location Map ............................................................................ 2
Figure 2: Little Brass Town Creek Watershed Map ..................................................... 3
Figure 3: Little Brass Town Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve ........................................................................
Figure 4: Valley River Gage Overlaid with the NC Mountain Regional Curve ..................... 5
Figure 5: Design Plan View ................................................................................. 6
Figure 6: Shields Curve ..................................................................................... 8
List of Tables
Table 1: Existing and Design Values ..................................................................... 7
Table 2: Boundary Shear Stress Calculations ........................................................... 8
Table 3: Construction Materials Estimate ............................................................... 10
Appendixes
Appendix 1: Reference Reach Analyses
Appendix 2: Existing Versus Design Cross Sections and Profiles
Appendix 3: Instream Structures and Bioengineering Specifications
Appendix 4: Erosion and Sediment Control Specifications
Buck Engineering PC i Little Brass Town Creek
Little Brass Town Creek
Stream Restoration Plan
Folk Reach
INTRODUCTION AND GOALS
Little Brass Town Creek is a tributary to Brass Town Creek and the Hiawassee River. Brass
Town Creek is listed on the 303(d) list as partially supporting its designated use. According to
the "Hiwassee River Basinwide Management Plan," water quality is degraded from
sedimentation and bacteria. Sources of sedimentation include agriculture, mining operations,
development, and silviculture. The Hiawassee River Basin as a whole has a large number of high
quality and outstanding resource water classifications and is well known for its trout fishery.
There are eleven aquatic species listed by North Carolina as Endangered, Special Concern, or
Significantly Rare.
The Folk Reach of Little Brass Town Creek is degraded by streambank erosion and channel
instability caused by past channel modifications and an inadequate riparian buffer. Therefore, the
goals of this project are to: 1) improve water quality and aquatic habitat in Little Brass Town
Creek by reducing sedimentation, 2) improve stream stability, and 3) improve riparian and
floodplain functionality. These goals will be met by implementing a natural channel design that
restores the channel's dimension, pattern and profile to a natural, stable form.
EXISTING CONDITION
Little Brass Town Creek has a drainage area of 9.8 square miles and drains a mostly agriculture
and forested watershed. The project location is shown in Figure 1 and the watershed boundary is
shown in Figure 2. The entire section of Little Brass Town Creek that flows through the wide
alluvial valley has been cliannelized. The project reach is located on agricultural land owned by
the Folk School and leased to a local farmer. The project reach is 1,900 feet (existing), starting at
the Folk School Road and ending at the confluence of Brass Town Creek. The project reach is
classified as an unstable Rosgen E5 stream type with bank height ratios ranging from 1.0 to 1.8
and a sinuosity of 1.1. Channel incision increases downstream as Little Brass Town Creek cuts
through over bank deposits before entering Brass Town Creek.
Channel substrate consists primarily of sand and silt. This composition matches the streambank
and floodplain sediments. There are sparse amounts of gravel in the channel, which were most
likely transported from upstream reaches. The riparian buffer is dominated by multi-flora rose
(Rosa multiflora). Other riparian vegetation consists mainly of hardwoods, silky dogwood
(Corpus amoinian), and native cane (Arundinaria gigantea).
Buck Engineering PC 1 Little Brass Town Creek
Buck Engineering PC 2 Little Brass Town Creek
Figure 1: Project location map.
Figure 2: Little Brass Town Creek Watershed Map
Buck Engineering PC 3 Little Brass Town Creek
BANKFULL VERIFICATION
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The bankfull indicators included the top of the streambank, the upper break in slope and the
upper scour line. The upper two-thirds of the reach was not incised and bankfull was identified
as being at or near the top of the streambank. The lower third of the reach was more incised and
the bankfull indicator changed to the upper scour line (shown on the cover). An inner berm
feature was noted in this reach as a small bench (also shown on the cover). On average the
bankfull stage was approximately 3 feet above the baseflow water surface elevation. The
bankfull cross sectional areas measured in the field are overlaid with the mountain regional curve
in Figure 3. The Little Brass Town Creek points are not used in the power function regression
equation used to create the best-fit line. Cross section 16+11 is located directly underneath point
9+86 and therefore is not visible on the graph.
Figure 3: Little Brass Town Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve
NC Rural Mountain Regional Curve
1000 -
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a.
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U 100 O Regional Curve Data
w
X O 13 XSEC 1+39
© XSEC 4+20
c X XSEC 9+86
m X XSEC 16+11
10
1 10 100 1000
y = 21.61x1.68 Drainage Area (Sq. mi)
R2 = 0.89
The bankfull indicators were further verified by surveying the Little River gage station at
Tomotla (gage number 03550000). The bankfull cross sectional area for the Valley River gage
was close to the regression line for the mountain regional curve and is shown in Figure 4.
Therefore, the North Carolina mountain regional curve in conjunction with field measurements
taken along stable sections of Little Brass Town Creek were used to design the cross sectional
area of the new channel.
Buck Engineering PC 4 Little Brass Town Creek
Figure 4: Valley River Gage overlaid with the NC Mountain Regional Curve
NC Rural Mountain Regional Curve
1000
u • Regional
& Curve Data
cn -
? Valley River
;? • ' Gage Data
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m
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1 10 100 1000
y = 21.61 xo.sa Drainage Area (Sq. mi)
W = 0.89
REFERENCE REACH ANALYSES
The reference reach analyses for Raccoon Creek are shown in Appendix 1. Since Little Brass
Town Creek is located in an alluvial valley dominated by fine sands and silts and given that the
construction schedule is February and March of this year, a C5 stream type was selected for the
design. A C5 has a larger width/depth ratio than an E5 and therefore has a lower boundary shear
stress, all other factors being equal. Over time, a stable C5 will decrease its width/depth ratio
and evolve into an E5 stream type, especially given a sandy substrate. This is a better response
than building an E5 under these conditions and risking channel widening through bank erosion.
NATURAL CHANNEL DESIGN
The plan view of the natural channel design is shown in Figure 5. The design parameters are
shown in Table 1 and the design cross sections are shown in Appendix 2. The design converts a
channelized E5 and G5c to a C5 and 135c by changing the dimension, pattern, and profile. The
design channel meanders through the alluvial valley. The channel length increased from 1972
feet to 2100 feet, thereby, increasing sinuosity from 1.1 to 1.2. Instream structures such as root
wads, rock vanes, and log vanes will be used to stabilize the streambanks and improve habitat.
For additional stability, the native cane and small grain sod mats will be transplanted on the
streambanks. In many cases, the left streambank is the existing streambank in locations where
hardwoods or cane can provide instant bank stability.
Buck Engineering PC 5 Little Brass Town Creek
The B5c section will remain in the existing channel. A bankfull bench will be constructed on
both sides to increase the entrenchment ratio to 2. Large trees will be saved wherever possible
and the cane will be transplanted onto the bench. All bare streambanks and terrace scarps will be
seeded with annual rye and covered with an erosion control mat. The Natural Resources
Conservation Service will handle permanent seeding and riparian re-vegetation.
Table 1: Existing and Design Values
Parameter Values
Existing Design Reference
Raccoon Creek
Rosgen Stream Type C5/E5 C5 See Appendix 1
Drainage Area (mil) 9.8 9.8
Bankfull Area (ft) 73-133 100
Bankfull Width (ft) 22-57 35
0

Width/Depth Ratio 4-27 12-14
(ft/ft)
q

Bankfull Mean 2.1-5.6 3-5.6
Depth (ft)
Meander Length (ft) N/a 173-277
Radius of Curvature N/a 52-104
(ft)

a, Meander Belt Width N/a 139-208
(ft)
Sinuosity (ft/ft) 1.1 1.2
Valley Slope (ft/ft) 0.0025 0.0025

Channel Slope 0.0022 0.0021
(ft/ft)
Buck Engineering PC 7 Little Brass Town Creek
SEDIMENT TRANSPORT ANALYSIS
The boundary shear stress was calculated for the existing channel and the design channel.
Results are shown in Table 3. The existing and design shear stresses are similar; however, since
the width/depth ratio is higher in the design channel, the shear stress is slightly lower.
Tnhle 2• Rrnmrlnrv Shear Stress Calculations
Shear Stress Analysis Existing - Design
Bankfull Xsec Area, Abkf (s ft) 100 10
Bankfull Width, Wbkf ft 22.5 35
Bankfull Mean Depth, Dbkf (ft) 3.2 2.9
Wetted Perimeter, WP=W+2D ft 28.9 40.8
Hydraulic Radius, R (ft) 3.5 2.5
Slope (ft/ft) 0.0022 0.0021
Boundary Shear Stress, i lb/s ft) 0.48 0.32
The design shear stress value of 0.32 psf was compared to Shields curve, shown in Figure 6.
Shields curve predicts that the boundary shear stress associated with the bankfull discharge will
move a particle size of 18 mm, medium gravel. The existing channel will move a 28 mm particle.
Figure 6: Shields Curve
1000
100
E
E
d
d
E 10
0
c
C7
0.1
1
0.001 0.01 0.1 1 10
Critical Shear Stress (lbs/sgft)
Since Little Brass Town Creek is a sand bed channel, the entire bed is mobile at the bankfull
stage, in fact at stages much less than bankfull. Since the current channel is not incised (except
Buck Engineering PC 8 Little Brass Town Creek
for the lower reach), the shear stress is not causing degradation. The design shear stress is lower
but not so low as to cause aggradation as indicated by the ability to move medium gravel.
Therefore, based on this limited analysis and the existing condition of the channel, the new
channel invert should not significantly aggrade or degraded as long as watershed conditions
remain constant.
CONSTRUCTION
General Construction Sequence
The following construction sequence shall be used to construct the new channel. The project will
be divided into four phases, generally working from downstream to upstream. Phase 1 begins
where the new charmel enters the existing channel and continues upstream for one meander
wavelength. The general construction sequence for Phase 1 includes the following steps:
1. Excavate the new channel from the downstream station to within 25 feet of the upstream
end of Phase 1. Leave this material as a temporary plug.
2. Place the fill material on the terrace, which will be excavated later to generate fill.
3. Construct a temporary stream crossing at the location shown on Figure 5.
4. Install instream structures using a track hoe with a hydraulic thumb.
5. Install transplants and erosion control matting.
6. Remove plug in new channel and fill in old channel using stockpiled fill. Compact
material in the old channel with track hoe or loader.
Phase 2 consists of building a bankfull bench from the end of Phase 1 to Brass Town Creek
as follows:
1. Excavate the right and left streambanks as shown on the design cross section 16+11.
2. Place the excavated material in the old channel in Phase 1.
3. Install instream structures.
4. Install transplants and erosion control matting.
Phase 3 consists of building a new channel from the beginning of Phase 1 to the beginning of
Phase 3 as follows:
1. Excavate the new channel from the downstream station to within 25 feet of the upstream
end of Phase 3. Leave this material as a temporary plug.
2. Place material in a stockpile on the right streambank.
3. Construct a temporary stream crossing at the location shown on Figure 5.
4. Install instream structures using a track hoe with a hydraulic thumb.
5. Install transplants and erosion control matting.
6. Remove plug in new channel and fill in old channel using stockpiled fill. Compact
material in the old channel with track hoe or loader.
7. Excavate ponds to provide enough fill for the old channel.
Repeat steps for Phase 3 in Phase 4.
Buck Engineering PC 9 Little Brass Town Creek
Sediment and Erosion Control
All appropriate erosion and sediment control practices should be installed, including but not
limited to the following practices. Design specifications for each practice can be found in the NC
"Erosion and Sediment Control Planning and Design Manual" and in Appendix 4. The practice
number is included for each practice listed.
• A temporary gravel construction entrance should be installed in accordance with practice
6.06.
• Silt fence (6.62) should be installed around all stockpiles and during construction
between the new channel and the old channel.
• Install temporary stream crossings for the purpose of transporting fill material to the old
channel. The crossings should only be in place while the old channel in that given phase
is being filled. Ford crossings using filter fabric, boulders, and class A stone will be
attempted first. If site conditions do not permit a ford crossings, five 36-inch culverts, 20
feet long will be installed.
Construction Materials and Estimates
The estimate of construction materials is provided in Table 3.
Table 3: Construction Materials Estimate
Item Quantity Units Description
Silt Fence 1,000 LF See Appendix
Gravel 25 TONS 2-3 inch washed stone
Class B Stone 25 TONS 5" to 15"
Class A Stone 60 TONS 2" to 6"
Boulders 900 TONS 6ft X Oft X 3ft
Filter Fabric 1 ROLLS For practice 6.06
Erosion Mat 75 ROLLS C125BN
Rye rain 300 LBS Apply at 130 Ibs/ac
Fertilizer 1,000 LBS Apply at 435 lbs/ac
Mulch 300 BALES Apply at 130bales/ac
The following equipment is mandatory for the project:
• 2 Track hoes, at least one with a hydraulic thumb.
• Track loaders
• Dump trucks for hauling stone and other materials
• Chain saws.
• All other equipment and materials necessary to complete the job as described in this
report.
Buck Engineering PC 10 Little Brass Town Creek

I
3

APPENDIX 1
REFERENCE REACH ANALYSES
DATA PROVIDED BY NRCS
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9
Name of Stream: Raccoon Creek
Latitude: 35 28'44" N
Longitude: 82 57'51" W
Quad Sheet: Waynesville
Watershed Area: 2.859 sq. mi.
Stream Type E5
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STREAM LOCATION APPROXIMATE
TO WAYNESVILLE#r?
RACCOON ROAD
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S. HWY 276
?+ J?_ y FRANCIS COVE METHODIST CHURCH
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Reference Site: Raccoon Creek, Haywood Co.
VARIABLES REFERENCE
REACH
1. Stream Type E5
2. Drainage Area 2.9
(Sq. Mi.)
3. Bankfull Width Mean: 15.67
(VV/bkf) Range: 15.44 - 15.90
4. Bankfull Mean Depth Mean: 1.52
(d/bkf) Range: 1.49 - 1.54
5. Width/Depth Ratio Mean: 10.35
(W/bkf/dbkf) Range: 10.03 - 10.67
6. Bankfull Cross- Mean: 23.75
sectional Area (Abkf) Range: 23.74 - 23.76
7. Bankfull Mean 5.53
Velocity (v/bkf) 5.46-5.59
8. Bankfull Discharge, 131.3
cfs (Q/bkf) 129.72 - 132.88
9. Bankfull Maximum Mean: 2.55
Depth (d/max) Range: 2.4 - 2.7
10. Max. dfff/dbkf Ratio Mean: 1.68
Range: 1.61- 1.75
11. Low Bank Height Mean: 1.25
to Max, dbkf Ratio Range:
12. Width of the Flood Mean: > 100
Prone Area (Wfpa) Range:
13. Entrenchment Mean: >2.2
Ratio (Wfpa/Wbkf) Range:
14. Meander Length Mean: 49.4
(Lm) Range: 30 - 84
15. Ratio of Meander Mean: 3.15
Length to Bankfull
Width (Lm/Wbkf) Range: 1.94 - 5.28
16. Radius of Curvature Mean: 12.2
(Rc) Range: 8.5 - 15.8
17. Ratio of Radius of Mean:.78
Curvature to Bank-
full Width (Rc/Wbkf) Range:.55 -.99
18. Belt Width Mean: 52
(Wbtt) Range:
19. Meander Width Mean: 3.32
Ratio (Wblt/Wbkf) Range: 3.27 - 3.37
Z0. Sinuosity (stream
length/valley length) 1.3
(k)
21. Valley Slope (ft./ft.) 0.014
22. Average Slope 0.0109
(Savg) = (Svauey/k)
23. Pool Slope Mean:.003
(Spool) Range:.0003 -.006
24. Ratio of Pool Slope Mean:.275
to Average Slope
(SpooVSavg) Range:.027 - .55
25. Maximum Pool Mean: 3.48
Depth (dmax.pool) Range: 3.25 - 3.7
26. Ratio of Max.Pool
Depth to Average Mean: 2.29
Bankfull Depth
(dmax.pooVdbkf) Range: 2.18 - 2.4
27. Pool Width Mean: 15.51
(Wpool) Range: 14.7 - 16.31
28. Ratio of Pool Width Mean:.99
to Bankfull Width
(WpooUWbkf) Range:.95 - 1.03
29. Pool Area Mean: 30.69
(Apool) Range: 29.39 - 31.99
30. Ratio of Pool Area Mean: 1.29
to Bankfull Area
(ApooUAbkf) Range: 1.24 - 1.35
31. Pool to Pool Mean: 102.5
Spacing (p-p) Range: 42 - 163
32. Ratio of Pool to Pool Mean: 6.54
Spacing to Bankfull
Width (p-p/Wbkf) Range: 2.72 - 10.25
33. Ratio of Pool Length Mean: 1.60
to Bankfull Width
(Plength/Wbkf) Range: 1.3 - 1.89
34. Average Riffle Slope 0.012
35. Average Run Slope 0.036
36. Average Glide Slope 0.003
37. Ratio of Riffle Slope
to Average Slope Mean: 1.1
(Sriff/Savg) Range:.92 - 1.28
38. Ratio of Run Slope Mean: 3.30
to Average Slope
(Srun/Savg) Range: 1.38 - 5.23
39. Ratio of Max. Run Mean: 1.93
Depth to Mean Depth
(dmax.run/dbkq Range: 1.91- 1.95
40. Ratio of Run W/D to Mean: 1.03
Riffle W/D Range:.59 - 1.45
41. Ratio of Run Length Mean: 1.95
to Bankfull Width
(Rlength/Wbkf) Range:.25 - 3.58
42. Ratio of Glide Slope Mean, .275
to Average Slope
(Sglide/Savg) Range:.092 -.459
43. Ratio of Max. Glide Mean: 1.88
Depth to Mean Depth
(dmax.glide/dbko Range: 1.88 - 1.88
44. Ratio of Glide Width Mean: 1.08
to Bankfull Width
(Wglide/Wbkf) Range: 1.08 - 1.09
45. Ratio of Glide W/b to Mean: .94
Riffle W/D Range:.89 -.98
46. Ratio of Glide Length . Mean:.77
to Bankfull Width
(Glength/Wbkf) Range:.58 -.94
MATERIALS
1. Particle Size
Distribution of
Channel Material
Des 0.12
D35 0.3
Do 0.75
D84 64
D95 150
2. Particle Size
Distribution of
Bar Material
D1s
D35
Do
D84
D95
3. Largest Size Particle
Located on the Lower
Third of Bar
SEDIMENT TRANSPORT VALIDATION
(BASED ON BANKFULL SHEAR STRESS)
Calculated value (lb/ft2)
Value from Shields Diagram (lb/ft2)
Critical dimensionless Shear Stress
Minimum Mean dbkf calculated using Critical
dimensionless Shear Stress Equations
Remarks:
These Values and Ratios were Calculated and Proposed by:
Name: Ron Morris
Title: Engineering Technician
Particle Size (mm) Particle Count Total # Item % % Cum Total # Item 7. % Cum Total # Item 7. % Cum
Riffle Pool RIFFLE RIFFLE RIFFLE POOL POOL POOL ALL ALL ALL
Silt/Clay S/C-.' 4.062 2 0 0 2 2 2 2 2 2
V" Fine .,'` '5 " .062-.125 10 5 10 10 10 5 5 7 15 15 17
Fine .125-.25 10 4 10 10 20 4 4 it 14 14 31
Medium
' .25-.50 12 2 12 12 32 2 2 13 14 14 45
Coarse .50-1.0 10 1 10 10 42 1 1 14 11 11 56
Very Cours 1.0-2.0 0 0 0 0 0 p
Very Fine i 2.0-4.0 0 0 0
0
0
0
Fine 4.0-5.7 3 3 3 45 0 0 3 3 59
Fine
c; 5.7-8.0 1 1 1 46 0 0 1 l 60
Medium 8.0-11.3 4 4 4 50 0 0 4 4 64
Medium = 11.3.16 4 4 4 54 0 0 4 4 68
Coarse 16-22.6 5 5 5 59 0 0 5 5 73
Coarse 22.6-32 1 1 1 60 0 0 1 1 74
Ve Cours 32-45 7
7
7
67
0
0
7
7
81
Very Cours 45-64 3 3 3 70 0 0
3
3
84
Small 64-90 4 1 4 4 74 1 1 15 5 5 89
Small ?i b" •r' 90-128 4 4 4 78 0 0
4
4
93
Lar a 128-180 1 4 1 1 79 4 4 19 5 5 98
Large 180-256 2 2 2 81 0 0 2 2 100
Small 256-362 0 0 0 0 0 0
Small 362-512 0 0 0 0 0 0
Medium "•' " o'r' y 512-1024 0 0 0 0
0
0
< 1024-2048 0 0 0 0 0
dRock >2048 0 0 0 0 0 0
Totals 01 19 81 81 19 19 100 1 00

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EXISTING VERSUS DESIGN CROSS SECTIONS AND PROFILES

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1+00 100 99.20 96.13 3.07
1+50 150 98.89 95.91 2.98
2+00 200 98.99 95.83 3.16
2+50 250 99.02 95.66 3.36
3+00 300 98.71 95.50 3.21
3+50 350 96.38 93.40 2.98
4+00 400 97.86 95.50 2.36
4+50 450 98.78 95.62 3.16
5+00 500 98.82 95.50 3.32
5+50 550 98.46 95.23 3.23
6+00 600 97.57 94.64 2.93
6+50 650 97.24 93.06 4.18
7+00 700 98.31 95.19 3.12
7+50 750 97.83 94.81 3.02
8+00 800 97.66 94.55 3.11
8+50 850 98.01 94.50 3.51
9+00 900 97.64 94.04 3.60
9+50 950 97.04 92.94 4.10
10+00 1000 97.56 92.04 5.52
10+50 1050 97.42 94.34 3.08
11+00 1100 97.43 94.26 3.17
11+50 1150 97.75 94.17 3.58
12+00 1200 97.44 93.96 3.48
12+50 1250 97.58 91.00 6.58
13+00 1300 97.06 94.00 3.06
13+50 1350 96.84 93.83 3.01
14+00 1400 96.63 93.70 2.93
14+50 1450 97.00 93.10 3.90
15+00 1500 97.49 92.35 5.14
15+50 1550 97.49 91.40 6.09
16+00 1600 93.70 90.45 3.25
1650 88.50 88.50 0.00
APPENDIX 3
INSTREAM STRUCTURES AND BIOENGINEERING SPECIFICATIONS

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0
EROSION AND SEDIMENT CONTROL SPECIFICATIONS
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MATERIAL SPECIFICATION ,ro4y
NORTH:
AMERICAN .
GREEN C125BN
The coconut fiber channel lining shall be a machine-produced 100% biodegradable mat
with a 100% coconut fiber matrix.
The blanket shall be of consistent thickness with the coconut fiber evenly distributed
over the entire area of the mat. The blanket shall be covered on the top and bottom sides
with 100% biodegradable woven, natural, organic fiber netting. The netting shall consist
of machine directional strands formed from two intertwined yarns with cross
directional strands interwoven through the twisted machine strands (commonly
referred to as a Leno weave) to form an approximate 0.50 x 1.00 inch (1.27 x 2.54 cm)
mesh. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers (50 stitches per
roll width) with biodegradable thread.
The blanket shall be manufactured with a colored line or thread stitched along both
outer edges (approximately 2-5 inches [5-12.5 cm] from the edge) to ensure proper
material overlapping.
The coconut fiber channel lining shall be C125 BN as manufactured by North American
Green, or equivalent. The coconut fiber channel lining shall have the following
properties:
Material Content
Matrix 100% coconut fiber
(0.50 lb/yd2) (0.27 kg/m2)
Netting Both sides, Leno woven 100% biodegradable organic jute fiber
(9.30 lbs/1,000 ft2 [4.50 kg/100 m2] approximate weight)
Thread Biodegradable
Physical Specifications (per roll)
English Metric
Width 6.67 ft +5% 2.03 m
Length 108.00 ft +5% 32.92 m
Weight 53.501bs +10% 28.80 kg
Area 80 yd2 66.89 m2
Stitch Spacing 1.50 inches 3.81 cm
Effective 1/1/2000
SUPPLEMENTAL SPECIFICATION
NORTH
AMERICAN
GREEN 125BI
The North American Green C125BN erosion control blanket is constructed of 100%
biodegradable materials containing a 100% coconut fiber matrix and has a functional
longevity of approximately 24 months. The coconut fiber shall be evenly distributed over
the entire area of the mat. The blanket shall be covered on the top and bottom with 100%
biodegradable natural organic fiber netting woven into an approximate 0.50 x 1.00 inch
(1.27 x 2.54 cm) mesh. The blanket shall be sewn together with biodegradable thread on
1.50 inch (3.81 cm) centers. The following list contains further physical properties of the
C125BN erosion control blanket.
Property
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
Test Method
ASTM D5199/ECTC
ECTC Guidelines
ASTM D5261
ASTM D 1117/ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035

MARV*
0. 18 in (4.57 mm)
79%
10.04 oz/yd' (340 g/m2)
133%
54%
N/A
12.00%
N/A
183.60 lbs/ft (2.68 kN/m)
9.80%
160.80 lbs/ft (2.35 kN/m)
14.10%
Chnnnf-l ilrcian Data
Cover Factors C Channel Roughness Coefficients
Slope Gradient S Flow Depth Manning Is In
Slope Length (L) < 3:1 3:1 - 2:1 z 2:1 S 0.50 ft (0.15 m) 0.022
S 20 ft (6 m) 0.00009 0.018 0.050 0.50-2.00 ft 0.022-0.014
20 - 50 0.003 0.040 0.060 z 2.00 ft (0.60 m) 0.014
z 50 ft (15.2 m) 0.007 0.070 0.070 Max. Permissible Shear Stress
2.25 lbs/ft (108.00 Pa)
or most accurate design aata con sun t umu3-
Manning's 'n' expressed in English units for unvcgetatcd blankets
*Minimum average roll values (MARV) are calculated as the typical plus or minus two standard deviations.
Statistically, this yields a 97.7% degree of confidence that any samples taken will exceed the value reported.
`Typical' indicates the mean or average.
**Material is smolder resistant according to specified test.
Typical
0.26 in (6.60 min)
85%
10.72 oz/yd' (360 g/M2)
155%
40%
0.11 oz-in (1,218 mg-cm)
16.40%
Yes**
342.00 lbs/ft (4.98 kN/m)
7.60%
211.00 lbs/ft (3.08 kN/m)
11.10%
MD - Machine Direction
TD - Transverse Direction
Practice Standards and Specifications
6.06 . o Wig-
A graveled area or pad located at points where vehicles enter and leave a con-
Definition
struction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off-site area. Construction plans should limit traffic
to properly constructed entrances.
Design Criteria Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
Location-Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades and entrances at curves in public roads.

2-3 "
coarse aggregate
Figure 6.06a Gravel entrancelexit keeps sediment from leaving the construction site (modified from Va SWCC).
6.06.1

Washing-If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec-
Specifications tionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leav-
ing the construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall, inspect any structure used to trap sediment and clean
it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass-lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
C
6.06.2

Practice Standards and Specifications
6.62 11"i'iirG-t1 L"'
Definition A temporary sediment barrier consisting of filter fabric buried at the bottom,
stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of sheet
flows to allow sediment deposition.
Conditions Where Below small disturbed areas less than 1/4 acre per 100 ft of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways.
Planning A sediment fence is a permeable barrier that should be planned as a system to
Considerations retain sediment on the construction site. The fence retains sediment primarily
by retarding flow and promoting deposition. In operation, generally the fence
becomes clogged with fine particles, which reduce flow rate. This causes a pond
to develop more quickly behind the fence. The designer should anticipate pond-
ing and provide sufficient storage areas and overflow outlets to prevent flows
from overtopping the fence. S ince sediment fences are not designed to withstand
high heads, locate them so that only shallow pools can form. Tic the ends of a
sediment fence into the landscape to prevent flow around the end of the fence
before the pool reaches design level. Provide stabilized outlets to protect the
fence system and release stormflows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of the
fence or by providing an excavated area behind the fence. Plan deposition areas
at accessible points to promote routine cleanout and maintenance. Show deposi-
tion areas in the erosion and sedimentation control plan. A sediment fence acts
as a diversion if placed slightly off the contour. This may be used by the design-
er to control shallow, uniform flows from small disturbed areas and to deliver
sediment-laden water to deposition areas.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.

Design Criteria Ensure that the drainage area is no greater than 1/4 acre per 100 ft of fence.
Make the fence stable for the 10-yr peak storm runoff.
Where all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a.
6.62.1

9`
Table 6.62a
Maximum Slope Length and
Slope for which Sediment
Fence Is Applicable
Ensure that the depth of impounded water does not exceed 1.5 ft at any point
along the fence.
If nonerosive outlets are provided, slope length may be increased beyond that
shown in Table 6.62a, but runoff from the area should be determined and by-
pass capacity and erosion potential along the fence must be chocked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Slope Slope Length (ft)
< 2% 100
2 to 5% 75
5 to 10% 50
10 to 20% 25
>20% 15
Provide a riprap splash pad or other outlet protection device for any point where
flow may overtop the sediment fence, such as natural depressions or swales. En-
sure that the maximum height of the fence at a protected, reinforced outlet does
not exceed 1 ft and that support post spacing does not exceed 4 ft.
The design life of a synthetic sediment fence should be 6 months. Burlap is only
acceptable for periods up to 60 days..
1
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or sup-
plier as conforming to the requirements shown in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120° F.
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft. Make sure
that steel posts have projections to facilitate fastening the fabric.
Table 6.62b
Specifications For
Sediment Fence Fabric
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Requirements
85% (min)
Standard Strength-
30 Win in (min)
Extra Strength-
50 Win in (min)
0.3 gaVsq fUmin (min)
Slurry Flow Rate
6.62.2

Practice Standards and Specifications
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic
filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3. Construct the filter fabric from a continuous roll cut to the length of the bar-
rier to avoid joints. When joints are necessary, securely fasten the filter cloth
only at a support post with overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the
upslope side of the posts using heavy duty wire staples at least 1 inch long, or
tie wires. Extend the wire mesh support to the bottom of the trench.
S. When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18 in-
ches.
6. Extra strength filter fabric with 6-ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (Figure 6.62x).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
inquired repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become in-
effective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for
the next rain and to reduce pressure on the fence. Take care to avoid undermin-
ing the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has becn properly
stabilized.
6.62.3
L
a
Figuro 6.62a Installation dotal of a sediment
fence.
Backfill min 8"
thick layer of gravel Filter fabric
1( 14 " -
8 "
V-trench
Extension of fabric and wire
into the trench
rvz? Filter fabric
A ---wire
Yn rz, rl i1l?ll
II r?4 „/ !=1!11 III
References Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.4 1, Outlet Stabilization Structure
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basin
Appendix
8.03, Estimating Runoff
6.62.4
1
C
Compacted fill

Practice Standards and Specifications
6.70 0 , A l9AIIJI@ '?
T Definition A bridge, ford, or temporary structure installed across a stream or watercourse
for short-term use by construction vehicles or heavy equipment.
Purpose To provide a means for construction vehicles to cross streams or watercourses
without moving sediment into streams, damaging the streambed or channel, or
causing flooding.
Conditions Where Where heavy equipment must be moved from one side of a stream channel to
Practice Applies another, or where light-duty construction vehicles must cross the stream chan-
nel frequently for a short period of time.
Planning Careful planning can minimize the need for stream crossings. Try to avoid cross-
Considerations ing streams. Whenever possible, complete the development separately on each
side and leave a natural buffer zone along the stream. Temporary stream cross-
ings are a direct source of water pollution; they may create flooding and safety
hazards; they can be expensive to construct; and they cause costly construction
delays if washed out.
Select locations for stream crossings where erosion potential is low. Evaluate
stream channel conditions, overflow arras, and surface runoff control at the site
before choosing the type of crossing. When practical, locate and design tem-
porary stream crossings to serve as permanent crossings to keep stream distur-
bance to a minimum.
Plan stream crossings in advance of need and, when possible, construct them
during dry periods to minimize stream disturbance and reduce cost. Ensure that
all necessary materials and equipment are on-site before any work is begun.
Complete construction in an expedient manner and stabilize the area immediate-
ly.
When construction requires dewatcring of the site, construct a bypass channel
before undertaking other work. If stream velocity exceeds that allowed for the
in-place soil material, stabilize the bypass channel with riprap or other suitable
material. After the bypass is completed and stable, the stream may be diverted
(Practice 6.15, Riprap).
Unlike permanent stream crossings, temporary stream crossings may beallowed
to overtop during peak storm periods. However, the structure and approaches
should remain stable. Keep any fill needed in flood plains to a minimum to
prevent upstream flooding and reduce erosion potential. Use riprap to protect
locations subject to erosion from overflow.
Where appropriate, install in-stream sediment traps immediately below stream
crossings to reduce downstream sedimentation. When used, excavate the basin
a minimum of 2 ft below the stream bottom and approximately two times the
cross-sectional flow area of the existing channel. Ensure that the flow velocity
through the basin does not exceed the allowable flow velocity for the in-place
soil material; otherwise, the basin should not be excavated. In locations where

6.70.1
M
trees or other vegetation must be removed, the sediment trap may be more
damaging to the stream than if it were not installed.
Stream crossings are of three general types: bridges, culverts and fords. Con-
sider which method best suits the specific site conditions.
Bridges-Where available materials and designs are adequate to bear the ex-
pected loadings, bridges are preferred for temporary stream crossing.
Bridges usually cause the least disturbance to die su=n bed, banks, and sur-
rounding area. They provide the least obstruction to flow and fish migration.
They generally require little maintenance, can be designed to fit most site con-
ditions, and can be easily removed and materials salvaged. However, bridges
are generally the mostexpensive to design and construct. Further, they may offer
the greatest safety hazard if not adequately designed, installed, and maintained,
and if washed out, they cause a longer construction delay and are more costly
to repair.
In steep watersheds it is recommended to tic a cable or chain to one corner of
the bridge frame with the other end secured to a large tree or other substantial
object. This will prevent flood flows from carrying the bridge downstream
where it may cause damage to other property.
Culvert crossings-Culverts arc the most common stream crossings. In many
cases, they are the least costly to install, can safely support heavy loads, and are
adaptable to most site conditions. Construction materials are readily available
and can be salvaged. However, the installation and removal of culverts causes
considerable disturbance to the stream and surrounding area. Culverts also offer
the greatest obstruction to flood flows and are subject, therefore, to blockage
and washout.
Fords-Fords made of stabilizing material such as rock tine often used in steep
areas subject to flash flooding, where normal flow is shallow (less than 3 inches
deep) or intermittent. Fords should only be used where crossings are infrequent.
Fords are especially adapted for crossing wide, shallow watercourses (Figure
6.70a).
When properly installed, fords offer little or no obstruction to flow, can safely
handle heavy loadings, are relatively easy to install and maintain, and, in most
cases, may be left in place at the end of the construction.
Problems associated with fords include the following. (1) Approach sections are
subject to erosion. Generally do not use fords where bank height exceeds 5 ft.
(2) Excavation for the installation of the riprap-gravel bottom and filter material
causes major stream disturbance. In some cases, fords may be adequately con-
structed by shallow filling without excavation. (3) The stabilizing material is
subject to washing out during storm flows and may require replacement. (4)
Mud and other contaminants are brought directly into the stream on vehicles
unless crossings are limited to no flow conditions.

6.70.2

Practice Standards and Specifications
5' max
bank height `Stream channel
w
ll. i Ilk
Surface flow
ij diversion
Olt
!4 Jt-0r'
Stone approach section
Stone over 5:1 max, slope on road --? `--
filter cloth
Surface flow
diversion
Original streambank
Stone A Temporary access
Filter cloth
Figure 6.70a A well constructed ford offers little obstruction to flow while safely handling heavy loadings.
Design Criteria In addition to erosion and sedimentation control, structural stability, utility, and
safety must also be taken into consideration when designing temporary stream
crossings. Bridge designs, in particular, should be undertaken by a qualified en-
gineer.
• The anticipated life of a temporary stream crossing structure is usually
considered to be 1 year or less. Remove the structure immediately after it
is no longer needed.
• As a minimum, design the structure to pass bankfull flow or peak flow,
whichever is less, from a 2-yr peak storm, without over topping. Ensure
that no erosion will result from the 10-yr peak storm.
• Ensure that design flow velocity at the outlet of the crossing stricture is
nonerosive for the receiving stream channel (References: Outlet Protec-
tion).
• Consider overflow for storms larger than the design storm and provide a
protected overflow area.
6.703
r
F(951

• Design erosion control practices associated with the stream crossing to
control erosion from surface runoff at the crossing and during a 10-yrpeak
stone runoff.
Construction 1. Keep Bearing and excavation of the stream banks and bed and approach sec-
Specifications lions to a minimum.
2. Divert all surface water from the construction site onto undisturbed areas ad-
joining the stream. Line unstable stream banks with riprap or otherwise ap-
propriately stabilize them.
3. Keep stream crossings at right angles to the stream flow. This is particular-
ly important when culverts are used.
4. Align road approaches with the center line of the crossing for a minimum
distance of 30 ft. Raise bridge abutments and culvert fflls a minimum of 1 ft
above the adjoining approach sections to prevent erosion from surface runoff
and to allow flood flows to pass around the structure.
5. S tabilize all disturbed auras subject to flowing water, including planned over-
flow areas, with riprap or other suitable means if design velocity exceeds the al-
lowable for the in-place soil (Table 8.05x, Appendix 8.05).
6. Ensure that bypass channels necessary to dewater the crossing site are stable
before diverting the stream. Upon completion of the crossing, fill, compact, and
stabilize the bypass channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer
needed. Restore the stream channel to its original cross-section, and smooth and
appropriately stabilize all disturbed areas.
8. Leave in-stream sediment traps in place to continue capturing sediment.
Maintenance Inspect temporary stream crossings after runoff-producing rains to check for
blockage in channel, erosion of abutments, channel scour, riprap displacement,
or piping. Make all repairs immediately to prevent further damage to the instal-
lation.
References Surface Stabilization
6.11, Permanent Sceding
6.15, Riprap
Runoff Control Measures
6.20, Temporary Diversions
1)
Outlet Protection
6.41, Outlet Stabilization Structure

6.70.4

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January 11, 2001
J14k6 z*

To: David Baker, US Army Corps of Engineers
Todd St. John, NC Division of Water Quality
Owen Anderson, NC Wildlife Resources Commission
Steve Bevington, Clean Water Management Trust Fund
Jason Wheatley, Natural Resources Conservation Service
From: Will Harman, Buck Engineering WX ?L)1_
Re: Permit application for the Little Brasstown Creek Stream Restoration Project
Please find enclosed a Pre-Construction Notification Application and a stream restoration
design for Little Brasstown Creek, located in Cherokee County. The purpose of the
project is to restore the dimension, pattern, and profile of 2,100 feet of Little Brasstown
Creek. The project meets the DWQ definition of stream restoration and therefore a
permitting fee has not been included with this package. The project is funded by the
NC Clean Water Management Trust fund through a grant to the Hiawassee River
Watershed Coalition, Inc. This is not a stream mitigation project.
If you have questions about this project, please call Jason Wheatley at [phone]. If
you have questions about the design, please contact Will Harman at [phone] x
205.
Enclosure
1152 Executive Circle, Suite 100 • Cary, North Carolina 27511
Phone: [phone] • Fax: [phone]
01 0047
Little Brass Town Creek
Stream Restoration Plan
Folk Reach
'401 ISSUED"
-f ?N I
L., 2?001
Prepared For:
Hiawassee River Watershed Coalition, Inc.
1152 Executive Circle
Suite 100
(( Cary, NC 27511
January 2001
Little Brass Town Creek
Stream Restoration Plan
Folic Reach
Prepared For:
Hiawassee River Watershed Coalition, Inc.
January 2001
Design Report Prepared By Buck Engineering PC:
aa,
William A. Harman7
Project Manager ?`,.?+++?++=+a,?f
Iq &'?& /
James A. Buck, P.E.
Principal Engineer
.Xl H CAR p e
izESS ??. 9 ^r
??.
EAt
205 ?
S,
%,,'Its
TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................................. i
List of Figures .................................................................................................................................. i
List of Tables ................................................................................................................................... i
Appendixes ......................................................................................................................................1
INTRODUCTION AND GOALS ..................................................................................................
EXISTING CONDITION ............................................................................................................... 1
BANKFULL VERIFICATION ...................................................................................................... 4
REFERENCE REACH ANALYSES ............................................................................................. 5
NATURAL CHANNEL DESIGN .................................................................................................. 5
SEDIMENT TRANSPORT ANALYSIS ....................................................................................... 8
CONSTRUCTION .......................................................................................................................... 9
General Construction Sequence .................................................................................................. 9
Sediment and Erosion Control .................................................................................................. 10
Construction Materials and Estimates ...................................................................................... 10
List of Figures
Figure l : Project Location Map ............................................................................ 2
Figure 2: Little Brass Town Creek Watershed Map ..................................................... 3
Figure 3: Little Brass Town Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve ........................................................................ 4
Figure 4: Valley River Gage Overlaid with the NC Mountain Regional Curve ..................... 5
Figure 5: Design Plan View ................................................................................. 6
Figure 6: Shields Curve ..................................................................................... 8
List of Tables
Table 1: Existing and Design Values ..................................................................... 7
Table 2: Boundary Shear Stress Calculations ........................................................... 8
Table 3: Construction Materials Estimate ............................................................... 10
Appendixes
Appendix 1: Reference Reach Analyses
Appendix 2: Existing Versus Design Cross Sections and Profiles
Appendix 3: Instream Structures and Bioengineering Specifications
Appendix 4: Erosion and Sediment Control Specifications
Buck Engineering PC i Little Brass Town Creek
Little Brass Town Creek
Stream Restoration Plan
Folk Reach
INTRODUCTION AND GOALS
Little Brass Town Creek is a tributary to Brass Town Creek and the Hiawassee River. Brass
Town Creek is listed on the 303(d) list as partially supporting its designated use. According to
the "Hiwassee River Basinwide Management Plan," water quality is degraded from
sedimentation and bacteria. Sources of sedimentation include agriculture, mining operations,
development, and silviculture. The Hiawassee River Basin as a whole has a large number of high
quality and outstanding resource water classifications and is well known for its trout fishery.
There are eleven aquatic species listed by North Carolina as Endangered, Special Concern, or
Significantly Rare.
The Folk Reach of Little Brass Town Creek is degraded by streambank erosion and channel
instability caused by past channel modifications and an inadequate riparian buffer. Therefore, the
goals of this project are to: 1) improve water quality and aquatic habitat in Little Brass Town
Creek by reducing sedimentation, 2) improve stream stability, and 3) improve riparian and
floodplain functionality. These goals will be met by implementing a natural channel design that
restores the channel's dimension, pattern and profile to a natural, stable form.
EXISTING CONDITION
Little Brass Town Creek has a drainage area of 9.8 square miles and drains a mostly agriculture
and forested watershed. The project location is shown in Figure 1 and the watershed boundary is
shown in Figure 2. The entire section of Little Brass Town Creek that flows through the wide
alluvial valley has been channelized. The project reach is located on agricultural land owned by
the Folk School and leased to a local farmer. The project reach is 1,900 feet (existing), starting at
the Folk School Road and ending at the confluence of Brass Town Creek. The project reach is
classified as an unstable Rosgen E5 stream type with bank height ratios ranging from 1.0 to 1.8
and a sinuosity of 1.1. Channel incision increases downstream as Little Brass Town Creek cuts
through over bank deposits before entering Brass Town Creek.
Channel substrate consists primarily of sand and silt. This composition matches the streambank
and floodplain sediments. There are sparse amounts of gravel in the channel, which were most
likely transported from upstream reaches. The riparian buffer is dominated by multi-flora rose
(Rosa multiflora). Other riparian vegetation consists mainly of hardwoods, silky dogwood
(Cornus anio1)ium), and native cane (Arundinarla gigantea).
Buck Engineering PC 1 Little Brass Town Creek
Buck Engineering PC 2 Little Brass Town Creek
Figure 1: Project location map.
Figure 2: Little Brass Town Creek Watershed Map
Buck Engineering PC 3 Little Brass Town Creek
BANKFULL VERIFICATION
The bankfull indicators included the top of the streambank, the upper break in slope and the
upper scour line. The upper two-thirds of the reach was not incised and bankfull was identified
as being at or near the top of the streambank. The lower third of the reach was more incised and
the bankfull indicator changed to the upper scour line (shown on the cover). An inner berm
feature was noted in this reach as a small bench (also shown on the cover). On average the
bankfull stage was approximately 3 feet above the baseflow water surface elevation. The
bankfull cross sectional areas measured in the field are overlaid with the mountain regional curve
in Figure 3. The Little Brass Town Creek points are not used in the power function regression
equation used to create the best-fit line. Cross section 16+11 is located directly underneath point
9+86 and therefore is not visible on the graph.
Figure 3: Little Brass Town Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve
NC Rural Mountain Regional Curve
1000
LL - -
0
O
Q
W 100 D Regional Curve Data
X p a XSEC 1+39
i
7 0 XSEC 4+20
Y
c X XSEC 9+86
ca
m X XSEC 16+11
10
1 10 100 1000
y = 21.61x068 Drainage Area (Sq. mi)
R2 = 0.89
The bankfull indicators were further verified by surveying the Little River gage station at
Tomotla (gage number 03550000). The bankfull cross sectional area for the Valley River gage
was close to the regression line for the mountain regional curve and is shown in Figure 4.
Therefore, the North Carolina mountain regional curve in conjunction with field measurements
taken along stable sections of Little Brass Town Creek were used to design the cross sectional
area of the new channel.
Buck Engineering PC 4 Little Brass Town Creek
Figure 4: Valley River Gage overlaid with the NC Mountain Regional Curve
NC Rural Mountain Regional Curve
1000
• Regional
Curve Data
? Valley River
• a Gage Data
Q
U 100 -? - _ - - _ _
W
cn - - -
X
w
c -
m
10
1 10 100 1000
y = 21.61)o-" Drainage Area (Sq. mi)
R2 = 0.89
REFERENCE REACH ANALYSES
The reference reach analyses for Raccoon Creek are shown in Appendix 1. Since Little Brass
Town Creek is located in an alluvial valley dominated by fine sands and silts and given that the
construction schedule is February and March of this year, a C5 stream type was selected for the
design. A C5 has a larger width/depth ratio than an E5 and therefore has a lower boundary shear
stress, all other factors being equal. Over time, a stable C5 will decrease its width/depth ratio
and evolve into an E5 stream type, especially given a sandy substrate. This is a better response
than building an E5 under these conditions and risking channel widening through bank erosion.
NATURAL CHANNEL DESIGN
The plan view of the natural channel design is shown in Figure 5. The design parameters are
shown in Table 1 and the design cross sections are shown in Appendix 2. The design converts a
channelized E5 and G5c to a C5 and 135c by changing the dimension, pattern, and profile. The
design channel meanders through the alluvial valley. The channel length increased from 1972
feet to 2100 feet, thereby, increasing sinuosity from 1.1 to 1.2. Instream structures such as root
wads, rock vanes, and log vanes will be used to stabilize the streambanks and improve habitat.
For additional stability, the native cane and small grain sod mats will be transplanted on the
streambanks. In many cases, the left streambank is the existing streambank in locations where
hardwoods or cane can provide instant bank stability.
Buck Engineering PC 5 Little Brass Town Creek
The B5c section will remain in the existing channel. A bankfull bench will be constructed on
both sides to increase the entrenchment ratio to 2. Large trees will be saved wherever possible
and the cane will be transplanted onto the bench. All bare streambanks and terrace scarps will be
seeded with annual rye and covered with an erosion control mat. The Natural Resources
Conservation Service will handle permanent seeding and riparian re-vegetation.
Table 1: Existing and Design Values
Parameter Values
Existing Design Reference
Raccoon Creek
Rosgen Stream Type C5/E5 C5 See Appendix 1
Drainage Area (mil) 9.8 9.8
Bankfull Area (fe) 73-133 100
Bankf ill Width (ft) 22-57 35
0

Width/Depth Ratio 4-27 12-14
q (ft/ft)

Bankfull Mean 2.1-5.6 3-5.6
Depth (ft)
Meander Length (ft) N/a 173-277
Radius of Curvature N/a 52-104
:Eli (ft)

a., Meander Belt Width N/a 139-208
(ft)
Sinuosity (ft/ft) 1.1 1.2
Valley Slope (ft/ft) 0.0025 0.0025

Channel Slope 0.0022 0.0021
(ft/ft)
Buck Engineering PC 7 Little Brass Town Creek
SEDIMENT TRANSPORT ANALYSIS
The boundary shear stress was calculated for the existing channel and the design channel.
Results are shown in Table 3. The existing and design shear stresses are similar; however, since
the width/depth ratio is higher in the design channel, the shear stress is slightly lower.
Table 7• Rnnnrlnrv 4hPnr 4tress C:nlculations
Shcar Stress Analysis Existin Dcsi n
ankfull Xsec Area, Abkf (s ft) 100 100
ankfull Width, Wbkf (ft) 22.5 35
Bankfull Mean Depth, Dbkf (ft) 3.2 2.9
Wetted Perimeter, WP=W+2D ft 28.9 40.8
Hydraulic Radius, R (ft) 3.5 2.5
Slope (ft/ft) 0.002 0.0021
Boundary Shear Stress,l lb/s ft) 1 0.48 0.32
The design shear stress value of 0.32 psf was compared to Shields curve, shown in Figure 6.
Shields curve predicts that the boundary shear stress associated with the bankfull discharge will
move a particle size of 18 mm, medium gravel. The existing channel will move a 28 mm particle.
Figure 6: Shields Curve
1000
100
E
E
d
E 10
c
0.1
1
0.001 0.01 0.1 1 10
Critical Shear Stress (lbs/sgft)

Since Little Brass Town Creek is a sand bed channel, the entire bed is mobile at the bankfull
stage, in fact at stages much less than bankfull. Since the current channel is not incised (except
Buck Engineering PC 8 Little Brass Town Creek
for the lower reach), the shear stress is not causing degradation. The design shear stress is lower
but not so low as to cause aggradation as indicated by the ability to move medium gravel.
Therefore, based on this limited analysis and the existing condition of the channel, the new
channel invert should not significantly aggrade or degraded as long as watershed conditions
remain constant.
CONSTRUCTION
General Construction Sequence
The following construction sequence shall be used to construct the new channel. The project will
be divided into four phases, generally working from downstream to upstream. Phase 1 begins
where the new channel enters the existing channel and continues upstream for one meander
wavelength. The general construction sequence for Phase 1 includes the following steps:
1. Excavate the new channel from the downstream station to within 25 feet of the upstream
end of Phase 1. Leave this material as a temporary plug.
2. Place the fill material on the terrace, which will be excavated later to generate fill.
3. Construct a temporary stream crossing at the location shown on Figure 5.
4. Install instream structures using a track hoe with a hydraulic thumb.
5. Install transplants and erosion control matting.
6. Remove plug in new channel and fill in old channel using stockpiled fill. Compact
material in the old channel with track hoe or loader.
Phase 2 consists of building a bankfull bench from the end of Phase 1 to Brass Town Creek
as follows:
1. Excavate the right and left streambanks as shown on the design cross section 16+11.
2. Place the excavated material in the old channel in Phase 1.
3. Install instream structures.
4. Install transplants and erosion control matting.
Phase 3 consists of building a new channel from the beginning of Phase 1 to the beginning of
Phase 3 as follows:
1. Excavate the new channel from the downstream station to within 25 feet of the upstream
end of Phase 3. Leave this material as a temporary plug.
2. Place material in a stockpile on the right streambank.
3. Construct a temporary stream crossing at the location shown on Figure 5.
4. Install instream structures using a track hoe with a hydraulic thumb.
5. Install transplants and erosion control matting.
6. Remove plug in new channel and fill in old channel using stockpiled fill. Compact
material in the old channel with track hoe or loader.
7. Excavate ponds to provide enough fill for the old channel.
Repeat steps for Phase 3 in Phase 4.
Buck Engineering PC 9 Little Brass Town Creek
Sediment and Erosion Control
All appropriate erosion and sediment control practices should be installed, including but not
limited to the following practices. Design specifications for each practice can be found in the NC
"Erosion and Sediment Control Planning and Design Manual" and in Appendix 4. The practice
number is included for each practice listed.
• A temporary gravel construction entrance should be installed in accordance with practice
6.06.
• Silt fence (6.62) should be installed around all stockpiles and during construction
between the new channel and the old channel.
• Install temporary stream crossings for the purpose of transporting fill material to the old
channel. The crossings should only be in place while the old channel in that given phase
is being filled. Ford crossings using filter fabric, boulders, and class A stone will be
attempted first. If site conditions do not permit a ford crossings, five 36-inch culverts, 20
feet long will be installed.
Construction Materials and Estimates
The estimate of construction materials is provided in Table 3.
Table 3: Construction Materials Estimate
Item Quantity Units Description
Silt Fence 1,000 LF See Appendix
Gravel 25 TONS 2-3 inch washed stone
Class B Stone 25 TONS 5" to 15"
Class A Stone 60 TONS 2" to 6"
Boulders 900 TONS 6ft X 4ft X 3ft
Filter Fabric 1 ROLLS For practice 6.06
Erosion Mat 75 ROLLS C125BN
Rye rain 300 LBS Apply at 130 Ibs/ac
Fertilizer 1,000 LBS Apply at 435 Ibs/ac
Mulch 300 BALES A I at 130bales/ac
The following equipment is mandatory for the project:
• 2 Track hoes, at least one with a hydraulic thumb.
• Track loaders
• Dump trucks for hauling stone and other materials
• Chain saws.
• All other equipment and materials necessary to complete the job as described in this
report.
Buck Engineering PC 10 Little Brass Town Creek
APPENDIX 1
REFERENCE REACH ANALYSES
DATA PROVIDED BY NRCS

Name of Stream: Raccoon Creek
Latitude: 35 28'44" N
Longitude: 82 57'51" W
Quad Sheet: Waynesville
Watershed Area: 2.859 sq. mi.
Stream Type E5
0
s
Z
z
TO WAYNESVILLE
USGS ORTHO FROM TERRA5ERVER
r+ij? t r
a
i
i ,
STREAM LOCATION APPROXIMATE
RACCOON ROAD
H1VY 276
FRANCIS COVE METHODIST CHURCH
Reference Site: Raccoon Creek, Haywood Co.
VARIABLES REFERENCE
REACH
1. Stream Type E5
2. Drainage Area 2.9
(Sq. Mi.)
3. Bankfull Width Mean: 15.67
(W/bkf) Range: 15.44 - 15.90
4. Bankfull Mean Depth Mean: 1.52
(d/bkf) Range: 1.49 - 1.54
5. Width/Depth Ratio Mean: 10.35
(W/bkf/dbkf) Range: 10.03 - 10.67
6. Bankfull Cross- Mean, 23.75
sectional Area (Abkf) Range: 23.74 - 23.76
7. Bankfull Mean 5.53
Velocity (V/bkf) 5.46-5.59
8. Bankfull Discharge, 131.3
cfs (Q/bkf) 129.72 - 132.88
9. Bankfull Maximum Mean: 2.55
Depth (d/max) Range: 2.4 - 2.7
10. Max. ddff/dbkf Ratio Mean: 1.68
Range: 1.61- 1.75
11. Low Bank Height Mean: 1.25
to Max. dbkf Ratio Range:
12. Width of the Flood Mean: > 100
Prone Area (Wfpa) Range:
13. Entrenchment Mean: >2.2
Ratio (Wfpa/Wbkf) Range:
14. Meander Length Mean: 49.4
(Lm) Range: 30 - 84
15. Ratio of Meander Mean: 3.15
Length to Bankfull
Width (Lm/Wbkf) Range: 1.94 - 5.28
16. Radius of Curvature Mean: 12.2
(Rc) Range: 8.5 - 15.8
17. Ratio of Radius of Mean:.78
Curvature to Bank-
full Width (Rc/Wbkf) Range:.55 - .99
18. Belt Width Mean: 52
(Wbit) Range:
19. Meander Width Mean: 3.32
Ratio (Wblt/Wbkf) Range: 3.27 - 3.37
20. Sinuosity (stream
length/valley length) 1.3
(k)
21. Valley Slope (ft./ft.) 0.014
22. Average Slope 0.0109
(Savg) = (Svalley/k)
23. Pool Slope Mean:.003
(Spool) Range:.0003 -.006
24. Ratio of Pool Slope Mean:.275
to Average Slope
(SpooVSavg) Range:.027 - .55
25. Maximum Pool Mean: 3.48
Depth (dmax.pool) Range: 3.25 - 3.7
26. Ratio of Max.Pool
Depth to Average Mean: 2.29
Bankfull Depth
(dmax.pooVdbkf) Range: 2.18 - 2.4
27. Pool Width Mean: 15.51
(Wpool) Range: 14.7 - 16.31
28. Ratio of Pool Width Mean:.99
to Bankfull Width
(WpooUWbkf) Range:.95 - 1.03
29. Pool Area Mean: 30.69
(Apool) Range: 29.39 - 31.99
30. Ratio of Pool Area Mean: 1.29
to Bankfull Area
(ApooVAbkf) Range: 1.24 - 1.35
31. Pool to Pool Mean: 102.5
Spacing (p-p) Range: 42 - 163
32. Ratio of Pool to Pool Mean: 6.54
Spacing to Bankfull
Width (p-p/VVbkf) Range: 2.72 - 10.25
33. Ratio of Pool Length Mean: 1.60
to Bankfull Width
(Plength/Wbkf) Range: 1.3 - 1.89
34. Average Riffle Slope 0.012
35. Average Run Slope 0.036
36. Average Glide Slope 0.003
37. Ratio of Riffle Slope
to Average Slope Mean: 1.1
(Sriff/Savg) Range:.92 - 1.28
38. Ratio of Run Slope Mean: 3.30
to Average Slope
(Srun/Savg) Range: 1.38 - 5.23
39. Ratio of Max. Run Mean: 1.93
Depth to Mean Depth
(dmax.run/dbko Range: 1.91- 1.95
40. Ratio of Run W/D to Mean: 1.03
Riffle W/D Range:.59 - 1.45
41. Ratio of Run Length Mean: 1.95
to Bankfull Width
(Rlength/Wbkf) Range:.25 - 3.58
42. Ratio of Glide Slope Mean:.275
to Average Slope
(Sglide/Savg) Range:.092 - .459
43. Ratio of Max. Glide Mean: 1.88
Depth to Mean Depth
(dmax.glide/dbko Range: 1.88 - 1.88
44. Ratio of Glide Width Mean: 1.08
to Bankfull Width
(WgIIde/Wbkf) Range: 1.08 - 1.09
45. Ratio of Glide W/b to Mean: .94
Riffle W/D Range:.89 -.98
46. Ratio of Glide Length Mean:.77
to Bankfull Width
(Glength/Wbkf) Range:.58 -.94
MATERIALS
1. Particle Size
Distribution of
Channel Material
D1s 0.12
D35 0.3
D5o 0.75
D84 64
D95 150
2. Particle Size
Distribution of
Bar Material
D16
D35
Do
D84
D95
3. Largest Size Particle
Located on the Lower
Third of Bar
SEDIMENT TRANSPORT VALIDATION
(BASED ON BANKFULL SHEAR STRESS)
Calculated value (lb/ft2)
Value from Shields Diagram (lb/ft2)
Critical dimensionless Shear Stress
Minimum Mean dbkf calculated using Critical
dimensionless Shear Stress Equations
Remarks:
These Values and Ratios were Calculated and Proposed by:
Name: Ron Morris
Title: Engineering Technician
Particle Size (mm) Particle Count Total # Item % y Cum Total # Item % % Cum Total # Item y % Cum
Riffle Pool RIFFLE RIFFLE RIFFLE POOL POOL POOL ALL ALL ALL
Silt/Clay S/C 1.062 2 0 0 2 2 2 2 2 2
Very Fine .062-.125 10 5 10 10 10 5 5 7 15 15 17
Fine a 125-.25 10 4 10 10 20 4 4 11 14 14 31
Medium
h .25-.50 12 2 12 12 32 2 2 13 14 14 45
Coarse .50-1.0 10 1 10 10 42 1 1 14 11 11 56
VcryCours 1.0-2.0 0 0 0 0 0 0
Very Fine 2.0-4.0 0 0 0 0 0 0
Fine 4.0-5.7 3 3 3 45 0 0 3 3 59
Fine r y i 5.7-8.0 1 1 1 46 0 0 1 1 60
Medium a?;' 8.0-11.3 4 4 4 50 0 0 4 4 64
Medium 11.3.16 4 4 4 54 0 0 4 4 68
Coarse r
+;e; ' 16-22.6 5 5 5 59 0 0 5 5 73
Coarse 22.6-32 1 1 1 60 0 0 1 1 74
Ve Cours 32-45 7 7 7 67 0 0 7 7 81
Very Cours 45-64 3 3 3 70 0 0 3 3 64
Small 64-90 4 1 4 4 74 1 1 15 5 5 89
Small 90-128 4 4 4 78 0 0 4 4 93
Large ?
' 128-180 1 4 1 1 79 4 4 19 5 5 98
Large :• . °+ 180-256 2 2 2 81 0 0 2 2 100
Small 256-362 0 0 0 0 0 0
Small
rr 362-512 0 0
0
0
0
0
Medium 512-1024 0 0 0 0 0 0
uy.-vnt?y •; .;". '. '' 1024-2048 0 0 0 0 0 0
BedRock `BbRK': >2048 0 0 0 0 0 0 0
Totals 81 19 81 81 19 19 100 100
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APPENDIX 2
EXISTING VERSUS DESIGN CROSS SECTIONS AND PROFILES
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Longitudinal Profile - Existing Ground Vs. Design Thalweg
Station Station Elevation Design Thalweg Cut
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0+50 50 99.50 96.21 3.29
1+00 100 99.20 96.13 3.07
1+50 150 98.89 95.91 2.98
2+00 200 98.99 95.83 3.16
2+50 250 99.02 95.66 3.36
3+00 300 98.71 95.50 3.21
3+50 350 96.38 93.40 2.98
4+00 400 97.86 95.50 2.36
4+50 450 98.78 95.62 3.16
5+00 500 98.82 95.50 3.32
5+50 550 98.46 95.23 3.23
6+00 600 97.57 94.64 2.93
6+50 650 97.24 93.06 4.18
7+00 700 98.31 95.19 3.12
7+50 750 97.83 94.81 3.02
8+00 800 97.66 94.55 3.11
8+50 850 98.01 94.50 3.51
9+00 900 97.64 94.04 3.60
9+50 950 97.04 92.94 4.10
10+00 1000 97.56 92.04 5.52
10+50 1050 97.42 94.34 3.08
11+00 1100 97.43 94.26 3.17
11+50 1150 97.75 94.17 3.58
12+00 1200 97.44 93.96 3.48
12+50 1250 97.58 91.00 6.58
13+00 1300 97.06 94.00 3.06
13+50 1350 96.84 93.83 3.01
14+00 1400 96.63 93.70 2.93
14+50 1450 97.00 93.10 3.90
15+00 1500 97.49 92.35 5.14
15+50 1550 97.49 91.40 6.09
16+00 1600 93.70 90.45 3.25
1650 88.50 88.50 0.00
APPENDIX 3
INSTREAM STRUCTURES AND BIOENGINEERING SPECIFICATIONS
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APPENDIX 4
EROSION AND SEDIMENT CONTROL SPECIFICATIONS
MATERIAL SPECIFICATION
f
L
NORTH
AMERICAN
GREEN- C125BN
The coconut fiber channel lining shall be a machine-produced 100% biodegradable mat
with a 100% coconut fiber matrix.
The blanket shall be of consistent thickness with the coconut fiber evenly distributed
over the entire area of the mat. The blanket shall be covered on the top and bottom sides
with 100% biodegradable woven, natural, organic fiber netting. The netting shall consist
of machine directional strands formed from two intertwined yarns with cross
directional strands interwoven through the twisted machine strands (commonly
referred to as a Leno weave) to form an approximate 0.50 x 1.00 inch (1.27 x 2.54 cm)
mesh. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers (50 stitches per
roll width) with biodegradable thread.
The blanket shall be manufactured with a colored line or thread stitched along both
outer edges (approximately 2-5 inches [5-12.5 cm] from the edge) to ensure proper
material overlapping.
The coconut fiber channel lining shall be C125 BN as manufactured by North American
Green, or equivalent. The coconut fiber channel lining shall have the following
properties:
Material Content
Matrix 100% coconut fiber
(0.50 lb/yd2) (0.27 kg/m2)
Netting Both sides, Leno woven 100% biodegradable organic jute fiber
(9.30 lbs/ 1,000 ft2 [4.50 kg/ 100 m2] approximate weight)
Thread Biodegradable
Physical Specifications (per roll)
English Metric
Width 6.67 ft +5% 2.03 m
Length 108.00 ft +5% 32.92 m
Weight 53.50 lbs +10% 28.80 kg
Area 80 yd2 66.89 m2
Stitch Spacing 1.50 inches 3.81 cm
Effective 1/1/2000
SUPPLEMENTAL SPECIFICATION fjr `+
F
NORTH ,
AMERICPW
GREE * C125 Tit
The North American Green C125BN erosion control blanket is constructed of 100%
biodegradable materials containing a 100% coconut fiber matrix and has a functional
longevity of approximately 24 months. The coconut fiber shall be evenly distributed over
the entire area of the mat. The blanket shall be covered on the top and bottom with 100%
biodegradable natural organic fiber netting woven into an approximate 0.50 x 1.00 inch
(1.27 x 2.54 cm) mesh. The blanket shall be sewn together with biodegradable thread on
1.50 inch (3.81 cm) centers. The following list contains further physical properties of the
C125BN erosion control blanket.
Property
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
Test Method
ASTM D5199/ECTC
ECTC Guidelines
ASTM D5261
ASTM D 1117/ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035

MARV *
0. 18 in (4.57 mm)
79%
10.04 oz/yd2 (340 g/m2)
133%
54%
N/A
12.00%
N/A
183.60 lbs/ft (2.68 kN/m)
9.80%
160.80 lbs/ft (2.35 kN/m)
14.10%
C'hnnnrl Decicrn Data
Cover Factors (C Channel Roughness Coefficients
Slop a Gradient S Flow Depth Manning's 'n,
Slope Length (L) < 3:1 3:1- 2:1 z 2:1 5 0.50 ft (0.15 m) 0.022
S 20 ft (6 m) 0.00009 0.018 0.050 0.50-2.00 ft 0.022-0.014
20 - 50 0.003 0.040 0.060 z 2.00 ft (0.60 m) 0.014
Z 50 ft (15.2 m) 0.007 0.070 0.070 Max. Permissible Shear Stress
2.25 lbs/ft (108.00 Pa)
ror most accurate aesign aata consult n1-mu6-
Manning's'n' expressed in English units for unvcgetatcd blankets
*Minimum average roll values (MARV) are calculated as the typical plus or minus two standard deviations.
Statistically, this yields a 97.7% degree of confidence that any samples taken will exceed the value reported.
`Typical' indicates the mean or average.
**Material is smolder resistant according to specified test.
Typical
0.26 in (6.60 mm)
85%
10.72 ozlyd2 (360 g/m)
155%
40%
0.11 oz-in (1,218 mg-cm)
16.40%
Yes**
342.00 lbs/ft (4.98 kN/m)
7.60%
211.00 lbs/ft (3.08 kN/m)
11.10%
MD - Machine Direction
TD - Transverse Direction
Practice Standards and Specifications
6.06 1 • o - , - -.11i,?h=YI?t: -1
Definition A graveled area or pad located at points where vehicles enter and leave a con-
struction site.
Purpose To provide a buffer arcs where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off-site area. Construction plans should limit traffic
to properly constructed entrances.
Design Criteria Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
Location-Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades and entrances at curves in public roads.

2-3 "
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).
6.06.1

Washing-If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec-
Specifications tionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from ]cav-
ing the construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall, inspect any structure used to trap sediment and clean
it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass-lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
C
6.06.2
J
Practice Standards and Specifications
6.62 01i?CL1(.
Definition A temporary sediment barrier consisting of filter fabric buried at the bottom,
stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of sheet
flows to allow sediment deposition.
Conditions Where Below small disturbed areas less than 1/4 acre per 100 ft of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways.
Planning A sediment fence is a permeable barrier that should be planned as a system to
Considerations retain sediment on the construction site. The fence retains sediment primarily
by retarding flow and promoting deposition. In operation, generally the fence
becomes clogged with fine particles, which reduce flow rate. This causes a pond
to develop more quickly behind the fence. The designer should anticipate pond-
ing and provide sufficient storage areas and overflow outlets to prevent flows
from overtopping the fence. Since sediment fences are not designed to withstand
high heads, locate them so that only shallow pools can form. Tie the ends of a
sediment fence into the landscape to prevent flow around the end of the fence
before the pool reaches design level. Provide stabilized outlets to protect the
fence system and release stormflows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of the
fence or by providing an excavated area behind the fence. Plan deposition areas
at accessible points to promote routine cleanout and maintenance. Show deposi-
tion areas in the erosion and sedimentation control plan. A sediment fence acts
as a diversion if placed slightly off the contour. This may be used by the design-
er to control shallow, uniform flows from small disturbed areas and to deliver
sediment-laden water to deposition areas.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Design Criteria Ensure that the drainage area is no greater than 1/4 acre per 100 ft of fence.
Make the fence stable for the 10-yr peak storm runoff.
Where all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62x.
6.62.1
V
0
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Table 6.62a
Maximum Slope Length and
Slope for which Sediment
Fence Is Applicable
Ensure that the depth of impounded water does not exceed 1.5 ft at any point
along the fence.
If noncrosive outlets are provided, slope length may be increased beyond that
shown in Table 6.62a, but runoff from the area should be determined and by-
pass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Slope Slope Length (ft)
< 2% 100
2 to 5% 75
5 to 10% 50
10 to 20% 25
>20% 15
Provide a riprap splash pad or other outlet protection device for any point where
flow may overtop the sediment fence, such as natural depressions or swales. En-
sure that the maximum height of the fence at a protected, reinforced outlet does
not exceed 1 ft and that support post spacing does not exceed 4 ft.
The design life of a synthetic sediment fence should be 6 months. Burlap is only
acceptable for periods up to 60 days..
1
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yam, which is certified by the manufacturer or sup-
plicr as conforming to the requirements shown in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120° F.
Table 6.62b
Specifications For
Sediment Fence Fabric
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft. Make sure
that steel posts have projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Physical Proporty
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Requirements
85% (min)
Standard Strength-
30 Win in (min)
Extra Strength-
50 Win in (min)
0.3 gaVsq ft/min (min)
Slurry Flow Rate
6.62.2

Practice Standards and Specifications
CONSTRUCTION
1. Construct the sediment barrierofstandard strength orextrastrength synthetic
filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3. Construct the filter fabric from a continuous roll cut to the length of the bar-
ricr to avoid joints. When joints are necessary, securely fasten the filter cloth
only at a support post with overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the
upslope side of the posts using heavy duty wire staples at least 1 inch long, or
tie wires. Extend the wire mesh support to the bottom of the trench.
S. When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18 in-
ches.
6. Extra strength filter fabric with 6-ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (Figure 6.62x).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become in-
effective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for
the next rain and to reduce pressure on the fence. Take care to avoid undermin-
ing the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized.
6.623

Figure 6.62a Installation detail of a sediment
fence.
Backfill min 8"
thick layer of gravel
A
8"
1- 14" -0
Extension of fabric and wire
into the trench
Filter fabric
Filter fabric
I
A I-!fe
Y_ I I?(tl III
111=<4
References Runoff ControlMcasures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basin
Appendix
8.03, Estimating Runoff
l
C
6.62.4
Compacted fill
Practice Standards and Specifications
6.70 l ip ' o ' a lr1} o f?
T Definition A bridge, ford, or temporary structure installed across a stream or watercourse
for short-term use by construction vehicles or heavy equipment.
Purpose To provide a means for construction vehicles to cross streams or watercourses
without moving sediment into streams, damaging the streambed or channel, or
causing flooding.
Conditions Where Where heavy equipment must be moved from one side of a stream channel to
Practice Applies another, or where light-duty construction vehicles must cross the stream chan-
ncl frequently for a short period of time.
Planning Careful planning can minimize the need for stream crossings. Try to avoid cross-
Considerations ing streams. Whenever possible, complete the development separately on each
side and leave a natural buffer zone along the stream. Temporary stream cross-
ings are a direct source of water pollution; they may create flooding and safety
hazards; they can be expensive to construct; and they cause costly construction
delays if washed out.
Select locations for su=n crossings where erosion potential is low. Evaluate
su=n channel conditions, overflow areas, and surface runoff control at the site
before choosing the type of crossing. When practical, locate and design tem-
porary stream crossings to serve as permanent crossings to keep stream distur-
bance to a minimum.
Plan stream crossings in advance of need and, when possible, construct them
during dry periods to minimize stream disturbance and reduce cost. Ensure that
all necessary materials and equipment are on-site before any work is begun.
Complete construction in an expedient manner and stabilize the area immediate-
ly.
When construction requires dewatering of the site, construct a bypass channel
before undertaking other work. If stream velocity exceeds that allowed for the
in-place soil material, stabilize the bypass channel with riprap or other suitable
material. After the bypass is completed and stable, the stream may be diverted
(Practice 6.15, Riprap).
Unlike permanent stream crossings, temporary stream crossings may be allowed
to overtop during peak storm periods. However, the structure and approaches
should remain stable. Keep any fill needed in flood plains to a minimum to
prevent upstream flooding and reduce erosion potential. Use riprap to protect
locations subject to erosion from overflow.
Where appropriate, install in-stream sediment traps immediately below stream
crossings to reduce downstream sedimentation. When used, excavate the basin
a minimum of 2 ft below the stream bottom and approximately two times the
cross-sectional flow area of the existing channel. Ensure that the flow velocity
through the basin does not exceed the allowable flow velocity for the in-place
soil material; otherwise, the basin should not be excavated. In locations where

6.70.1

trees or other vegetation must be removed, the sediment trap may be more
damaging to the stream than if it were not installed.
Stream crossings are of three general types: bridges, culverts and fords. Con-
sider which method best suits the specific site conditions.
Bridges-Where available materials and designs are adequate to bear the ex-
pccted loadings, bridges are preferred for temporary stream crossing.
Bridges usually cause the least disturbance to the stream bed, banks, and sur-
rounding area. They provide the least obstruction to flow and fish migration.
They generally require little maintenance, can be designed to fit most site con-
ditions, and can be easily removed and materials salvaged. However, bridges
are generally the mostexpensive to design and construct. Further, they may offer
the greatest safety hazard if not adequately designed, installed, and maintained,
and if washed out, they cause a longer construction delay and are more costly
to repair.
In steep watersheds it is recommended to tie a cable or chain to one comer of
the bridge frame with the other end secured to a large tree or other substantial
object. This will prevent flood flows from carrying the bridge downstream
where it may cause damage to other property.
Culvert crossings-Culverts are the most common stream crossings. In many
cases, they are the least costly to install, can safely support heavy loads, and are
adaptable to most site conditions. Construction materials are readily available
and can be salvaged. However, the installation and removal of culverts causes
considerable disturbance to the stream and surrounding area. Culverts also offer
the greatest obstruction to flood flows and are subject, therefore, to blockage
and washout.

Fords-Fords made of stabilizing material such as rock are often used in steep
areas subject to flash flooding, where normal flow is shallow (less than 3 inches
deep) or intermittent. Fords should only be used where crossings are infrequent.
Fords are especially adapted for crossing wide, shallow watercourses (Figure
6.70a).

When properly installed, fords offer little or no obstruction to flow, can safely
handle heavy loadings, are relatively easy to install and maintain, and, in most
cases, may be left in place at the end of the construction.
Problems associated with fords include the following. (1) Approach sections are
subject to erosion. Generally do not use fords where bank height exceeds 5 ft.
(2) Excavation for the installation of the riprap-gravel bottom and filter material
causes major stream disturbance. In some cases, fords may be adequately con-
structed by shallow filling without excavation. (3) The stabilizing material is
subject to washing out during storm flows and may require replacement. (4)
Mud and other contaminants are brought directly into the stream on vehicles
unless crossings are limited to no flow conditions.

6.70.2

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Practice Standards and Specifications
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OVA
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Stone over
filter cloth
Surface flow
diversion
Original streambank
Stone
v
Temporary access
Filter cloth
Figure 6.70a A well constructed ford offers littlo obstruction to flow while safely handling heavy loadings.
Design Criteria In addition to erosion and sedimentation control, structural stability, utility, and
safety must also be taken into consideration when designing temporary stream
crossings. Bridge designs, in particular, should be undertaken by a qualified en-
gineer.
• The anticipated life of a temporary stream crossing structure is usually
considered to be 1 year or less. Remove the structure immediately after it
is no longer needed.
• As a minimum, design the structure to pass bankfull flow or peak flow,
whichever is less, from a 2-yr peak storm, without over topping. Ensure
that no erosion will result from the 10-yr peak storm.
• Ensure that design flow velocity at the outlet of the crossing structure is
nonerosive for the receiving stream channel (References: Outlet Protec-
tion).
• Consider overflow for storms larger than the design storm and provide a
protected overflow area.
6.70.3
`Stream channel
/ttt
Surface flow
diversion
r Lit
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Stone approach section
5:1 max, slope on road ?-?

• Design erosion control practices associated with the stream crossing to
control erosion from surface runoff at the crossing and during a 10-yr peak
storm runoff.
Construction 1. Keep clearing and excavation of the stream banks and bed and approach sec-
Specifications eons to a minimum.
2. Divert all surface water from the construction site onto undisturbed areas ad-
joining the stream. Line unstable stream banks with riprap or otherwise ap-
propriately stabilize them.
3. Keep stream crossings at right angles to die stream flow. This is particular-
ly important when culverts are used.
4. Align road approaches with the center line of the crossing for a minimum
distance of 30 ft. Raise bridge abutments and culvert fills a minimum of 1 ft
above the adjoining approach sections to prevent erosion from surface runoff
and to allow flood flows to pass around the structure.
5. S tabilize all disturbed areas subject to flowing water, including planned over-
flow areas, with riprap or other suitable means if design velocity exceeds the al-
lowable for the in-place soil (Table 8.05a, Appendix 8.05).
6. Ensure that bypass channels necessary to dewater the crossing site are stable
before diverting the stream. Upon completion of the crossing, fill, compact, and /
stabilize the bypass channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer
needed. Restore the stream channel to its original cross-section, and smooth and
appropriately stabilize all disturbed areas.
8. Leave in-stream sediment traps in place to continue capturing sediment.
Maintenance Inspect temporary stream crossings after runoff-producing rains to check for
blockage in channel, erosion of abutments, channel scour, riprap displacement,
or piping. Make all repairs immediately to prevent further damage to the instal-
lation.
References surface stabilization
6.11, Permanent Seeding
6.15, Riprap
Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.4 1, Outlet Stabilization Structure

6.70.4
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1 DD E?
DEM ID: CORPS ACTION ID: •4oiissuEO^
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT cv
#): NW 27
- ?r
?i
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE
APPROPRIATE FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE
AGENCY ADDRESSES SHEET). SEVEN (7) COPIES SHOULD BE SENT TO
THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT (SEE AGENCY
ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: John C Campbell Folk School
2. MAILING ADDRESS: One Folk School Road
SUBDIVISION NAME:
CITY: Brasstown STATE: NC ZIP CODE:28902-9603
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF
DIFFERENT FROM MAILING ADDRESS ABOVE): Stream reach from
Folk School Road to confluence with Brasstown Creek.
3. TELEPHONE NUMBER (HOME): (WORK):828-837-2775
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE
OFFICIAL,ADDRESS, PHONE NUMBER: Jason Wheatley, USDA-NRCS,
P.O. Box 57, Havesville NC 28904, [phone]
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF
USGS TOPOGRAPHIC MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Cherokee NEAREST TOWN OR CITY: Brasstown and
Havesville - See Enclosed Design Plan
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ETC.)
I
The project stream reach is located from the Folk
School Road to the confluence of Brasstown Creek.
6. IMPACTED OR NEAREST STREAM/RIVER: Brasstown Creek
RIVER BASIN: Hiawassee
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL
SALTWATER(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING
RESOURCE WATERS (ORW) , WATER SUPPLY (Ws-I OR WS-II) ? YES [ ) No [ )
IF YES, EXPLAIN: Brasstown is classified TR, Little Brasstown
Creek is not.
7b. IF THE PROJECT IS LOCATED WITHIN A NORTH CAROLINA DIVISION OF
COASTAL MANAGEMENT ARE OF ENVIRONMENTAL CONCERN (AEC)? YES [ ) NO [ ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION:
Sa. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ) NO [X) IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION): -
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X) IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 75 AC
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
10A. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0
FLOODING: 0
DRAINAGE: 0
EXCAVATION:
OTHER: 0
TOTAL ACRES TO BE IMPACTED: 0
10B. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
2
LENGTH BEFORE: 1972 FT AFTER:2100 FT
WIDTH BEFORE (based on normal high water contours): 40 FT
WIDTH AFTER: 35 ri
AVERAGE DEPTH BEFORE: 3 FT AFTER:3.5 FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: X PLACEMENT OF PIPE IN CHANNEL:
CHANNEL ELEVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8%11 x 11" DRAWINGS ONLY):
See design plan
13. PURPOSE OF PROPOSED WORK: Restore the dimension, pattern,
and profile of Little Brasstown Creek from the Folk School
Road to Brasstown Creek This is not a mitigation project.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS): See Design Plan
15. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH. MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:
16. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE
OF PUBLIC(STATE) LAND? YES (X) NO ( ) (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT?
3
YES [ l NO [XI
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE? YES [ I NO [
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 1302 Marl Service Center,
RALEIGH, NORTH CAROLINA 27699-1302, TELEPHONE [phone].
17. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS: a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS,
LAKES AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18,
21, 26, 29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE
PROPERTY MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50
FEET OR 1 INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED BY AGENT AUTHORIZATION LETTER, IF APPLICABLE.
WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT, AND
21 EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF ENVIRONMENTAL
-MANAGEMENT (WATER QUALITY) CERTIFICATION.
OKI:KK' S Y.27?' $ SIGIt11TU[tF: VATF.
(ACehNTI S SIGMTUILK VALID ONLY
IF AUTtIoRiZATTON LE-MK "40M
Tf{R OwirR IS YR[WIQco (16G.) )
4
V4 A r?RQ?
0) r
o -c
March 13, 2001
Cherokee County
DWQ Project # 010047
APPROVAL of 401 Water Quality Certification
John Campbell Folk School
One Folk School Road
Brasstown, NC 28902-9603
Dear Sirs:
You have our approval, in accordance with the attached conditions, to place fill material in 400 feet
of streams for the purpose of conducting streambank stabilization as part of the Little Brasstown Creek
stream restoration project, as you described in your revised application dated March 6, 2001. After
reviewing your application, we have decided that this fill is covered by General Water Quality Certification
Number 3256. This Certification allows you to use Nationwide Permit Number 27 when the Corps of
Engineers issues it. In addition, you should get any other federal, state or local permits before you go
ahead with your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater,
Non-Discharge and Water Supply Watershed regulations. Also this approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General
Certification.
This approval is only valid for the purpose and design that you described in your application. If you
change your project, you must notify us and send us a new application. If the property is sold, the new
owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre,
compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to
be valid, you must follow the conditions listed in the attached certification. This approval shall expire when
the corresponding Nationwide Permit expires or as otherwise provided in the General Certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a
written petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John Dorney at 919-733-1786.
_ Sincerely,
Attachment
cc: Corps of Engineers Asheville Fiel
Asheville DWQ Regional Office
File Copy
Central Files
Will Harman; Buck Engineering
. S evens
d 0 Ice
©W_ 7/?
-?
NCDENR
Michael F. Easley
Governor
Sherri Evans-Stanton, Acting Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
Division of Water Quality 1650 Mail Service Center Raleigh, NC 27699-1650
Wetlands/401 Unit: [phone]
Fax: [phone]

March 6, 2001 'l I, nnyt G-""
To. David Baker, US Army Corps of Engineers
Todd St. John, NC Division of Water Quality J
Owen Anderson, NC Wildlife Resources Commission
Jason Wheatley, Natural Resources Conservation Service
From: Will Harman, Buck Engineering
Re: Design modification for the Little Brasstown Creek Stream Restoration Project R(?6 CV"V7W;'-)
DWQ # 010047 /
Please find attached a sketch of a design modification for the Little Brasstown Creek
Stream Restoration Project. I apologize for the informal drawing; however, we just got
acceptance from the landowner and would like to stabilize the banks while equipment is
onsite to reduce mobilization/demobilization costs. Therefore, time is of the essence.
The purpose of the modification is to add approximately 200 to 400 feet of bank
stabilization work to the project as a Phase 2. The site is located immediately upstream of
the current project (Phase I) and is partly owned by the Folk School. Phases 1 and 2 are
shown on Figure 1.
The Phase 2 stream reach is mostly stable with bank height ratios near 1.0 and a
vegetated buffer along the left bank. A portion of the right bank has been used for pasture
and there are several places where the bank is eroding due to cattle access. The project
proposes to exclude the cattle from the stream and repair the streambanks by installing
root wads and log vanes. In addition, a rock vane will be constructed just upstream of the
bridge. The conceptual drawing is shown on Figure 2. The construction time will be less
than one week.
If you have questions or concerns about this modification, please call Jason Wheatley at
[phone]. If you have questions about the design, please contact Will Hannan at
[phone] x 205.
Enclosures
1152 Executive Circle, Suite 100 • Cary, North Carolina 27511
Phone: [phone] • Fax: [phone]
Figure 1: Little Brass Town Creek Watershed Map
1 Little Brasstown Creek
Tributary
Ditch
Fence
Bridge a
:6' c
Woodland
y
Eroding Section - Proposed Treatment:
Root Wads, Log Vanes, Seeding Pasture Mixed Hardwoods
and C125 BN Matting and Herbaceous
Cattle Will Be Excluded Pasture
I
Mixed Hardwoods
and Herbaceous
T
S
00/�
O�
O'
Rock Vane
Existing Project / Approximate Scale 1" = 200'
Phase I
Figure 2. Little Brasstown Creek Phase II
Proposed Design Plan View
Prepared For. Prepared By:
Hiawassee Watershed
Coalition

1- T ?
?m 7'' T :
r
t Lim
?1? 111 ?? ;

5, t a {v * a t't h ?` ? Ix ? A a t'} .1 ? I.•? '

,:

r
°
March 6, 2001
s?

7f j ? 2 1?
To: David Baker, US Army Corps of Engineers
NC Division of Water Quality
Todd St. John L-
} .. ,
NC Wildlife Resources Commission
Owen Anderson ..' C. Lq s
,
rvf nn
Wh 1 N t 1 R C t' S r:, l", 9 r ;; •c}: '?
ason eat ey, a ura esources onserva ion P
r A;1 r
From: Will Harman, Buck Engineering
Re: Design modification for the Little Brasstown Creek
DWQ # 010047
Please find attached a sketch of a design modification for tl
Stream Restoration Project. I apologize for the informal dro
acceptance from the landowner and would like to stabilize i
onsite to reduce mobilization/demobilization costs. Therefe
The purpose of the modification is to add approximately 2C
stabilization work to the project as a Phase 2. The site is lo(
the current project (Phase 1) and is partly owned by the Foll
shown on Figure 1.
t
The Phase 2 stream reach is mostly stable with bank height
vegetated buffer along the left bank. A portion of the right 1
and there are several places where the bank is eroding due 1
proposes to exclude the cattle from the stream and repair th
root wads and log vanes. In addition, a rock vane will be cc
bridge. The conceptual drawing is shown on Figure 2. The
than one week.
r J
1152 Executive Circle, Suite 100 • Cary, North Carolina 27511
Phone: [phone] • Fax: [phone]
y.L? a µ'. .. 4'.ti..t P., ,. .. .. vy' .• Fls,,. < .. .i<. ,.JK ?x. L. .1. - 'i
y?
4 1 .
2 are

pasture
ject =1?
r
ling
of the
be less

ley at °
in at

.. F L i ? t?
'J
4

t
? s, j i E •
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1

:r

Figure 1: Little Brass Town Creek Watershed Map
i
.use Mount in Phase 1
(Existing Permit)
it I I roject Reach
Phase 2
artins Creek
Whlimire Whitmie 1
i am Upper Dam LoWe.r Y.:
•
ti ells Mountain
K Buzz ' j ,.
n!
t
:s
Coe _
p.. aicup Top
r
e Top
ceag'in Mount In t ' ??, , Pinelog
e.:
op ` ..
N. r\e
?fty
J Little Brasstown Creek
Tributary
- Ditch
Fence
Bridge
Eroding Section - Proposed Treatment:
Root Wads, Log Vanes, Seeding Pasture
and C125 BN Matting
Cattle Will Be Excluded
Woodland
Mixed Hardwoods
and Herbaceous
Rock Vane
Existing Project
Phase I
Mixed Hardwoods
and Herbaceous
Pasture
Approximate Scale 1" = 200'
Figure 2. Little Brasstown Creek Phase II
Proposed Desi n Plan View
Preparacf For Preperwd By'.
Hiawassee Watershed
Coalition""

i t
i
tI E
March 6, 2001
To: David Baker, US Army Corps of Engineers
Todd St. John, NC Division of Water Quality i
Owen Anderson, NC Wildlife Resources Commission
Jason Wheatley, Natural Resources Conservation Service s
t, x
From: Will Harman, Buck Engineering p
Re: Design modification for the Little Brasstown Creek Stream Restoration Project
DWQ # 010047
Please find attached a sketch of a design modification for the Little Brasstown Creek i
Stream Restoration Project. I apologize for the informal drawing; however, we just got
acceptance from the landowner and would like to stabilize the banks while equipment is
onsite to reduce mobilization/demobilization costs. Therefore, time is of the essence. `
The purpose of the modification is to add approximately 200 to 400 feet of bank
stabilization work to the project as a Phase 2. The site is located immediately upstream of
the current project (Phase I) and is partly owned by the Folk School. Phases 1 and 2 are
shown on Figure 1.
The Phase 2 stream reach is mostly stable with bank height ratios near 1.0 and a
vegetated buffer along the left bank. A portion of the right bank has been used for pasture
and there are several places where the bank is eroding due to cattle access. The project
proposes to exclude the cattle from the stream and repair the streambanks by installing
root wads and log vanes. In addition, a rock vane will be constructed just upstream of the
bridge. The conceptual drawing is shown on Figure 2. The construction time will be less
than one week.
If you have questions or concerns about this modification, please call Jason Wheatley at
[phone]. If you have questions about the design, please contact Will Harman at
[phone] x 205.
Enclosures
-r• ? x i
k t ?;
t f .1152 Executive Circle, Suite 100 • Cary, North Carolina 27511
' `'?
Phone: [phone] • Fax: [phone]
Figure 1: Little Brass Town Creek Watershed Map
Little Brasstown Creek
Tributary
- Ditch
Fence
- Bridge
Eroding Section - Proposed Treatment:
Root Wads, Log Vanes, Seeding Pasture
and C125 BN Matting
Cattle Will Be Excluded
Woodland
shoo
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a
Mixed Hardwoods
and Herbaceous
Mixed Hardwoods
and Herbaceous
Rock Vane
Pasture
Existing Project Approximate Scale V = 200'
Phase I
Figure 2. Little Brasstown Creek Phase II
Proposed Design Plan View
Prepared For I Prepared By.
Hiawassee Watershed
Coalition

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
Sherri Evans-Stanton, Acting Secretary
Kerr T. Stevens, Director
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NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
January 19, 2001
Cherokee County
DWQ Project # 010047
APPROVAL of 401 Water Quality Certification
John C. Campbell Folk School
One Folk School Road
Brasstown, INC 2S902-9603
Dear Sirs:
You have our approval, in accordance with the attached conditions and those listed below, to restore 2100 feet of Brasstown
Creek in Cherokee County, as you described in your application received by the Division of Water Quality on January 12, 2001.
After reviewing your application, we have decided that this fill is covered by General Water Quality Certification Number
3256. This certification allows you to use Nationwide Permit Number 27 when the Corps of Engineers issues it. In addition,
you should get any other federal, state or local permits before you go ahead with your project including (but not limited to)
Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Water shed regulations. This approval
will expire when the accompanying 404 or CANIA permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold, the new owner must
be given a copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If total
wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as described in
15A NCAC 2H .0506 (h) (6) and (7). For this approval to be valid, you must follow the conditions listed in the attached
certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter
150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-
7447. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you
have any questions, please telephone John Dorney at 919-733-9646.
Si rely,
W
Stevens
Attachment
cc: Corps of Engineers Asheville Field Office
Asheville DWQ Regional Office
Jason Wheatley, USDA-NRCS, PO Box 57, Hayesville, NC 28904
File Copy
Central Files 010047
Division of Water Quality • Non-Discharge Branch
1621 Mail Service Center, Raleigh, NC 27699-1621 Telephone [phone] FAX # [phone]
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DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT i
#): NW 27 --
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE
APPROPRIATE FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE
AGENCY ADDRESSES SHEET). SEVEN (7) COPIES SHOULD BE SENT TO
THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT (SEE AGENCY
ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: John C Campbell Folk School
2. MAILING ADDRESS: One Folk School Road
SUBDIVISION NAME:
CITY: Brasstown STATE: NC ZIP CODE:28902-9603
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF
DIFFERENT FROM MAILING ADDRESS ABOVE): Stream reach from
Folk School Road to confluence with Brasstown Creek.
3. TELEPHONE NUMBER (HOME): (WORK):828-837-2775
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE
OFFICIAL,ADDRESS, PHONE NUMBER: Jason Wheatley. USDA-NRCS,
P.O. Box 57, Hayesville NC 28904, [phone]
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF
USGS TOPOGRAPHIC MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Cherokee NEAREST TOWN OR CITY: Brasstown and
Hayesville - See Enclosed Design Plan
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ETC.)
11.1
The project stream reach is located from the Folk
School Road to the confluence of Brasstown Creek.
6. IMPACTED OR NEAREST STREAM/RIVER: Brasstown Creek
RIVER BASIN: Hiawassee
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL
SALTWATER(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING
RESOURCE WATERS (ORW) , WATER SUPPLY (ws-I OR WS-II)? YES [ ] No [ ]
IF YES, EXPLAIN: Brasstown is classified TR, Little Brasstown
Creek is not.
7b. IF THE PROJECT IS LOCATED WITHIN A NORTH CAROLINA DIVISION OF
COASTAL MANAGEMENT ARE OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [ ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION:
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ] NO [X] IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PER14IT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 75 AC
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
10A. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING:
FLOODING: 0
DRAINAGE: 0
EXCAVATION:
OTHER: 0
TOTAL ACRES TO BE IMPACTED: 0
10B. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
2
LENGTH BEFORE: 1972 FT AFTER:2100 FT
WIDTH BEFORE (based on normal high water contours): 40 FT
WIDTH AFTER: 35 FT
AVERAGE DEPTH BEFORE: 3 FT AFTER:3.5 FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: X PLACEMENT OF PIPE IN CHANNEL:
CHANNEL ELEVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8%" x 11" DRAWINGS ONLY):
See design plan
13. PURPOSE OF PROPOSED WORK: Restore the dimension, pattern,
and profile of Little Brasstown Creek from the Folk School
Road to Brasstown Creek This is not a mitigation project.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS): See Design Plan -
15. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH.MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:
16. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE
OF PUBLIC(STATE) LAND? YES (X) NO L I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT?
3
YES [ ) NO [X)
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE? YES [ ) NO [
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 1302 Marl Service Center,
RALEIGH, NORTH CAROLINA 27699-1302, TELEPHONE [phone].
17. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS: a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS,
LAKES AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18,
21, 26, 29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE
PROPERTY MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50
FEET OR 1 INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED BY AGENT AUTHORIZATION LETTER, IF APPLICABLE.
WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF.A SECTION 404 CORPS OF ENGINEERS PERMIT, AND
21 EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF ENVIRONMENTAL
MANAGEMENT (WATER QUALITY) CERTIFICATION.
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