20021572 Ver 1_Complete File_20021106

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, PE
Division of Water Quality
November 6, 2002
Ms. Cherri Smith
Wetlands Restoration Program
1619 MSC
Raleigh, NC 27699-1619
Dear Ms. Smith:
Subject: Stream Restoration/Enhancement
Reedy Branch
Alamance County, NC
DW Q# 021572
This Office is in receipt of the plans for the stream restoration/enhancement project of approximately
3100 feet of Reedy Branch and tributaries in the Cape Fear Basin originally submitted to this Office on
September 30, 2002 and resubmitted November 5, 2002. DWQ Staff reviewed the plans and determined that
stream restoration and/or enhancement would be achieved.
The stream impacts associated with the project may proceed without written approval from the Division. Please
be advised that seven copies of a complete, formal application and a $475.00 fee is required for projects
intended for compensatory mitigation credit (see General Certification No. 3353, issued March 18, 2002). Any
request for mitigation credit shall be addressed under separate cover.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
cc: Mr. Todd St. John, Wetla
Winston-Salem Regional
File
rel
R. D ey
nds Unit Su erv sor
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
non inn .- /..M......\ -1 14C Cn -7 /t....\ 1aa..4/Mn...v.....1..a........../..n...n41....4-/
Ecologic Associates, P.C.
218-4 Swing Rd. • Greensboro, NC 27409
[phone] Fax [phone]
www.ecologic-nc.com
October 30, 2002
Todd St. John
NC Division of Water Quality
1621 Mail Service Center
Raleigh, NC 27699-1621
RE: Response to Design Comments
Reedy Branch Stream Restoration, Alamance County
Dear Todd,
5 2V
7
This letter is in response to the questions you e-mailed to Cherri Smith of the NC Wetlands
Restoration Program on October 3, 2002. The Reedy Branch design is a Priority 2 restoration.
In some cases, the proposed channel moves away from the existing channel. These stream
departures have been minimized at the same time that meander geometry remains consistent with
design parameters. In areas where the proposed channel crosses the existing channel, channel
plugs will be built from clayey soil, root wads, and boulders. Sinuosity has been added to
eliminate long riffles in straight reaches and to enlarge and /or smooth sharp bends.
Upstream of the boulder field, the channel has a very flat slope, so we are unable to raise the bed
elevation to reconnect the channel to its original floodplain without backing up water on the
upstream landowner. Therefore, floodplain excavation will be required. The boulder field is the
steepest section of the channel and, due to bed material, the most stable.. Below the boulder field,
the channel slope is again very ;flat (0.002 ft/ft). At the end of the boulder feature, the design
proposes installation of structures to raise the bed to facilitate access to its historic floodplain.
The resulting pool will be relatively small due to the upstream slope. Evenbnfly, the gain in
elevation will be; spread along the channel to the point that additional floodplain excavation will
be required. Where slopes allow the bed will be raised, otherwise bankfull benches will be
created.
Regarding the riparian buffers and planting plan, the conservation easement and cattle exclusion
fencing encompass the entire floodplain within the valley. The valley has many canopy trees,
sub-canopy trees and a few shrubby species that are not browsed by cattle. Therefore, the entire
valley will not be replanted. Riparian planting will cover the area disturbed by construction or 50
feet from the edge of the bankfull channel, whichever is larger. The estimated planting limits are
shown on the enclosed drawing. In the few areas where canopy" trees have been cleared,
additional canopy trees will be planted. In areas dominated by bedrock or boulders, plantings
may be limited.
Regarding inconsistencies in the pool-to-pool spacing, changes have been made to the design that
address your concerns about channel relocation and meander geometry. In some sections spacing
matched the design spacing of fe t. In others it was longer. In the revised drawing some of
the meander features were tightened closer to 63 feet, others remain closer to 100 feet, which
correspond to pool-to-pool spacing/bankfull width ratios of 5.5 to 6 which is typical in a rural
Piedmont, low-slope reference stream. We believe this range is appropriate due to the shallow
tL??3 Printed on recycled paper.
Response to Reedy Branch Stream Design Comments
slope of the restoration reach. To confirm this assumption, a C4 reference reach located in a
relatively flat valley with a bankfull water surface slope of 0.003 was checked and the pool-to-
pool spacing/bankfull width ratio had a mean value of 6.3 and median of 5.4. Dimensionless
ratios of 3:5 to 6.0 were also used to. develop pool-to-pool spacing in the proposed design.
Sinuosity calculations were revised after adjusting planform geometry. Rounding errors in slope
were eliminated and length was added to the proposed channel. Sinuosity calculations provide
the same result whether comparing stream and valley length or stream and valley slope. The
revised sinuosity calculations and morphological data table are attached.'
The sediment transport analysis was conducted using pavement/subpavement sample data. Four
pavement/subpavement samples were taken from Reedy Branch, one near the top, two in the
middle, and one near the bottom of the restoration reach. One of these samples was taken in the
same riffle where the 100-particle pebble count was conducted. One bar, located near a pool, was
also sampled. The particles on the bar were all very bright and surface particles were relatively
loose suggesting mobility during bankfull flow events. Bar data was measured in order to
supplement the subpavement data and provide a more complete understanding of what is moving
within the channel during bankfull flow, events.
There were difficulties performing the entrainment analysis due to inconsistent results in the
subpavement samples and pebble count data. This is most likely due to the different bed
materials alternating along the length of the restoration reach. Dominant bed materials range
from sand and fine gravel to, coarse gravel/cobble to cobble/boulder to bedrock: We believe the
dramatic differences in substrate are characteristic of the North Carolina Slate Belt.
The mean diameter (D5o) of subpavement particles ranged from less than 1 mm to 14 mm;
maximum diameter (D.,,.) ranged from 25 nun to 120 mm. The bar sample had a D50 of 3.1 mm
and a DUX of 35 mm, which correlates best with the pavement/ subpavement sample taken in fine
alluvium. The fine alluvial reaches are the only ones that have completely mobile boundaries
where bed and banks are free to adjust. Many sections are confined due to the presence of -
bedrock or channel armoring by large gravels, cobbles and boulders in the bed and/or banks.
We also compared the D5o of riffle pavement samples to the D50 of the riffle pebble count.
Rosgen's Shear Stress and Sediment Entrainment Analysis for gravel and cobble bed streams
states that for entrainment calculations the D5o of the riffle pavement material may be, used to
determine the D5o of the riffle bed in lieu of doing a 100-particle riffle pebble count. The D50 of
the riffle 100-count sample is 38 mm. This number includes a relatively high number of silt/clay
particles, which may likely be in suspension under normal flow conditions. Since the channel
was dry, material normally suspended in the water column was lying on the surface of the bed.
Assuming this is the case, if the siltlclay component is removed from the data, the D5o increases
to 74 mm. The D50 of the riffle component of the classification pebble count is 59 mm. This
value was used in the submitted design calculations since it was not strongly influenced by the
number of silt/clay particles. The D50 of the riffle pavement samples ranges from 11.6 mm to 145
mm. The wide range in data can be explained by the variability in channel substrate along the
length of the restoration reach.
Due to the wide range of D50 and D. values, the resulting critical dimensionless shear stress,
mean depth required, and slope required also vary widely. Therefore, examination of field
indicators and professional judgment were used to select the values that best describe what
particles are moving during bankfull flow events. At the top of the reach where the channel is
flowing through fine alluvium, the bed was clearly mobile. The pavement/subpavement sample
2 EcoLogic Associates
Response to Reedy Branch Stream Design Comments
taken at Station 1+81 describes this reach`. Particles similar in size and brightness were found on
bars along the restoration reach and in the channel bed downstream of the restoration reach on the
opposite side of Quackenbush Road. (In some cases brightness was subdued by the presence of a
thin coating of clay that settled out of suspension when the creek dried up during drought
conditions. This was easily scraped away to reveal the brighter alluvium beneath.) Other
sections of the channel, particularly below bedrock and boulder outcrops, are armored by large
gravel and cobble. These materials tend to be dark and either embedded or imbricated. They do
not show signs of frequent motion and often require significant effort to pry them from the
surface or pick them up. Photographs of substrate conditions are attached.
In addition to bed materials, brightness, and spatial differences in substrate, bankfull indicators
were examined along the restoration reach. Based on bankfull indicators and associated bankfull
shear stress, particles ranging from 17 mm to 60 mm can be moved by the current bankfull event.
(Values are estimated from the Shields Curve and revised Shields Curve.) The NC Rural
Piedmont Regional Curve also supports the indicators found in the field. Therefore, the Dm,,,
particle size in entrainment calculations was taken from the riffle sample at Station 1+81 and
corroborated by the bar sample since this particle is within the stream's ability to move. The
riffle DSO includes particle sizes that do not move at bankfull, hence the relatively high number.
The other entrainment particle size data reflect the riffle component of the classification pebble
count and the D5o typical of subpavement samples. These data work within the calculation
parameters and describe the current and proposed channel best. As requested, the pebble count
data, pavement/ subpavement sample data, and entrainment calculations are attached.
This letter and the accompanying data hopefully address and clarify all of the concerns expressed
in your review comments. Please contact us if you have any further questions or comments.
Sincerely,
Ecologic Associates, P.C.
Louise O. Slate, El
Water Resources Engineering Intern
Mark A. Taylor, PE
Project Manager
Cc: Cherri Smith, NC Wetlands Restoration Program (with enclosures)
Enclosures
3 Ecologic Associates
Morphological Data, Reedy Branch NCWRP Project
Rosgen Stream Type
Drainage Area (sq ml)
Bankfull Width (Wbkf) (ft)
Bankfull Mean Depth (dbkf) (ft)
Bankfull Cross Sectional Area (Aba) (so
Width/Depth ratio (Wbadbkf)
Maximum depth (dmbkr) (ft)
Width of flood prone area (VVfp.) (ft)
Entrenchment ratio (ER)
Water surface slope (S) (fUft)
Sinuosity (stream length/valley length)
DIMENSION DATA
Pool Depth (ft)
Riffle Depth (ft)
Pool Width (ft)
Riffle Width (ft)
Pool XS Area (so
Riffle XS area (so
Pool depth/mean riffle depth
Pool width/riffle width
Pool area/riffle area
Max pool depth/dbM
Low bankheight/max bankfull depth
Mean bankfull velocity (V) (fps)
Bankfull discharge (Q) (cfs)
PATTERN DATA
Meander length (LJ (ft)
Radius of curvature (Rc) (ft)
Belt width (WbO (ft)
Meander width ratio (W,ii/Wbkf)
Radius of curvature/bankfull width
Meander length/bankfull width
PROFILE DATA
Valley slope
Average water surface slope
Riffle slope
Pool slope
Pool to pool spacing
Pool length
Riffle slope/avg water surface slope
Pool slope/avg water surface slope
Run slope/avg water surface slope
Run depth/dbkf
Pool length/bankfull width
Pool to pool spacing/bankfull width
CHANNEL MATERIALS
616
D35
D50
D84
D95
PAVEMENT MATERIALS
D16
D35
D50
D84
D95
SUBPAVEMENT MATERIALS
616
D35
D50
D84
D95
mererence mererence wage
Existing UT to UT to Cane
Channel Varnals Varnals Creel
C4/1 C4/1 C4/1
1.6 0.4 0.24 7.5
27.1 11.8 9.75 27.8
1.4 0.6 0.8 2.8
37.9 7.2 7.8 78.7
19.4 19.3 7.9 9.8
2.5 2.5 1.09 3.7
142 85 26 92
5.2 7.2 2.7 3.3
0.04 0.007
1.35 1.4 1.15 1.1

2.5 1.6 1 3.3
1.4 0.6 0.8 2.8
16.5 17.7 12 26.5
27.1 11.8 9.75 27.8
41.3 15.5 12 88.2
37.9 7.2 7.8 78.7
1.8 2.6 1.3 1.2
0.6 1.5 1.2 1.0
1.1 2.2 1.5 1.1
3.0 5.1 2.0 1.4
1.1 1 1.15 1
3.5 4.9 4.1 5.4
125 35 32 424

128 79 59 390
17.1 17.1 13.4 75
80.8 23 15 150
3.0 - 1.9 - 1.2-1.9 5A
1.4 2.5-4.4 0.8-2.3 2.7
3.7 6.7 4.8-6.9 14.0

0.0046 0.025 0.046 0.010
0.0034'' 0.018 0.040 0.007
0.039 0.014
0.005 0.000:
84 24 35 94
26 11 6.3 55
0.0 0.00 1.0-1.4 2.07
0.0 0.00 0.12 0.02
0.5-3.25 2.72
1.1 1 1.3-1.8 1.40
2.2 0.9 0.7 2.0
5.9 2.0 3.5 3.4

0.5 0.5 0.2 6
3.4 1.3 2.5 37
21 8.7 -8 - - 73
175 97 92 249
434 162 1536 876
fie Sta 181 Bar sample
2.7 0.675 32
-
7.6 3.6 56
11.6 6 55
26.1 15 90
33.8 21 100
30
1.5 1.5
5 3.5
<1 18 8
7.1 75 40
17.9 85 70
18
1.2
21.6
15.0
2.5
142
7.9
1.2
20
18
30.0
21.6
1.3
1.1
1.4
3.0
1
5.8
125
120.6
43.2
34.2
1.9
2.4
6.7
36
1.4
0.02
1.7
1.1
2.0
,5 6
0.5
3.4
21
175
434
2.7
7.6
11.6
26.1
33.8
1
7.1
17.!
NOTE: No water was flowing at the time of our survey of Reedy Branch or the UT to Varnals Creek
therefore, facet slopes are unknown
10/31/2002
EcoLogic Associates
Reedf Branch Stream Restoration
Kiser Farm, Alamance County
client: NCWRP
Sinuosity Calculations
existing proposed
Stream length (ft) 3090 3100
Valley length (ft) 2290 2290
Sinuosity (SL/VL) 1.35 1.35

Stream slope (ft/ft) 0.0034 0.0034
Valley slope (ft/ft) 0.0046 0.0046
,Sinuosity VS/SS 1.35 1.35
October 23, 2002 EcoLogic Associates
Reedy Branch
Kiser Farm, Snow Camp, Alamance County
Large gravel, small cobble providing light armor
Typical examples of alternating substrate within the restoration reach.
Bedrock and boulder fields are not shown.
October 28, 2002 Ecologic Associates
Mobile, fine-grained substrate
Cobble and boulder armor

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ENTRAINMENT CALCULATION FORM
Stream: Reed Branch; proposed Reach: Kiser Farm
Team: Ken, Louise, Kyle Date: 8/28/2002
Information Input Area
59 D50 Riffle bed material D50 (mm)
14 D"50 Bar sample D50 (mm) - T p cA-t Sub wernAv?t bso
35.0 ; Di Largest particle from bar sample (mm) 0.11 (feet) 304.8 mm/foot
0.004:,, S. Existing bankfull water surface slope (ft/ft) i n cLU,txv i'4A aches
1.2 de Existing bankfull mean depth (ft)
1.14 R Hydraulic Radius of Riffle Cross Section ft
1.65 ys Submerged specificweight of sediment

Calculation of Critical Dimensionless Shear Stress
4.21 D50/D"50 If value is between 3-7 Equation 1 will be used: T*c; = 0.0834 D D" ",)-0.172
0.59 D,/D50 If value is between 1.3-3.0 ? Equation 2 will be used: T+., = 0.0384(D;/D50)"0'887
0.0238 T*., Critical Dimensionless Shear Stress Equation used: 1

Calculation of Bankf ull Mean Depth Required for Entrainment of Largest Particle in Bar Sample

1.16 dr Required bankfull mean depth (ft) dr = r c, sD;
Se

1.04 .de/dr Existing mean bankfull depth
Required mean bankfull depth Stable
(de/dr = 1) Aggrading
(de/dr<1) Degrading
(de/dr>l )
Stable Vertical Stability of Stream

Calculati on of BKF Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0038 Sr Required bankfull water surfacelslope (ft) Sr = Tc, sD;
de

1.04 'Se/Sr Existing water surface slope
Required water surface sloe Stable
(Se/Sr = 1) Aggrading
(S JSr < 1) Degrading
(S JSr > 1)
Stable Vertical Stability of Stream

Sediment Transport Validation
0.28 Bankfull Shear Stress Tc =-/RS (lb/ft2) y = Density of water = 62.4 lbs/ft3

17 to 50 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190

0.19 to 0.55 Predicted shear stress required to initate movement of D; (mm) (see Shields Diagram: Blue field
book: 238, Red field book: 190
10/29/2002 Ecologic Asscociates

ENTRAINMENT CALCULATION FORM
Stream: Reed Branch Reach: Kiser Farm,,Stati0h,1+81,'

Team: Ecologic- "
Date: 8/28/2002
',,
Information Input Area
11,6 D50 Riffle bed material D50 (mm) 1>5o
1- D"50 Bar sample D50 (mm) -- S"6 NCrKQn:E- bSo

25.0
D, Largest particle from bar sample (mm) 0.08
1
(feet)
304.8 mm/foot
0,0037: S. Existing bankfull water surface slope (ft/ft)
1.2 de Existing bankfull mean depth (ft)...,,,
1.14 R Hydraulic Radius of Riffle Cross Section ft
1.65 78 Submerged specific weight,of sediment

Calculation of Critical Dimensionless Shear Stress
11.60 D501D"50 If value is between 3-7 Equation 1 will be used: Tcl - 0.0834(D50/D" 50)-0.1172
2.16 DID50 If value is between 1.3-3.0 Equation 2 will be used: T*c, = 0.0384(D,/D50)"0'867
0.0194 -r*ci Critical Dimensionless Shear Stress Equation used- .I

Calculation of Bankf ull Mean Depth Required for Entrainment of Largest Particle in Bar Sample

0.71 dr Required bankfull mean depth (ft) d, = T °, SD;
S.

1.69 d./d, Existing mean bankfull:depth

Required mean bankfull depth Stable
(de/dr = 1) Aggrading
(d./dr<1) Degrading
(de/dr>1)
Vertical Stability of Stream . ',;;,,.- .'

Calculati on of BKF Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0022 Sr
,
Required bankfull water surface slope (ft) Sr = T .1-/.D
de

1.69
S./Sr :. _. _::....: ,.:.._ :.
Existing water surface slope
Required water surface slope Stable
(S./Sr = 1) Aggrading
(S./Sr < 1) Degrading
(S./Sr > 1)
Vertical Stability of Stream

Sediment Transport-Validation
0.26 Bankfull Shear Stress tC =yRS' (lb/ft2) ` y = Density of water = 62.4 lbs/ft3

15 to 45 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190 "'

0.8 to 1.2 Predicted shear stress required to initate movement of D, (mm) (see Shields Diagram: Blue field
book: 238 Red field book: 190
Predicted mean dep ° th is not within the 95% confide
ttce.,lmite.of fhe.NC Rural Piedmont Regional Curve
ENTRAINMENT CALCULATION FORM
Stream: " `Reed Branch Reach: I Kiser Far' 'ttatior 4+50"*
Team: Ecologic Date: 8/28/2002,
Information Input Area
69A D50 Riffle bed material D50 (mm) -v"wu.wt Dro
k.124 D"50 Bar sample D50 (mm)' Sub vew-L out 1>6,t>
,12010 ';..` D. Largest particle from bar sample (mm) 0.39 (feet) 304.8 mm/foot
'0.0037`" Se Existing bankfull water surface slope (ft/ft)
de Existing bankfull'mean depth (ft)
1,14 R Hydraulic Radius of Riffle Cross Section (ft)
1.65 ys Submerged specific weight of sediment

Calculation of Critical Dimensionless Shear Stress
5.60 D /D" If value is between 3-7 E uation 1 will be used: T* 0.0834 D /D" ° 872
5a 50 q cl - ( rO 50)
1.73 DID50 If value is between 1.3-3.0 Equation 2 will be used: T*.i = 0.0384(D?D50)-0.887
0.0186 T.c, Critical Dimensionless Shear Stress Equation used: 1

Calculation of Bankf ull Mean Depth Required"for Ehtrainment of Largest Particle in Bar Sample

3.26 dr Required bankfull mean depth (ft) dr = T cr SD;
Se

0.37 de/dr Existing mean bankfull depth
Required mean bankfull depth Stable

(de/dr = 1) Aggrading

(de/dr<1) Degrading

(de/dr>1)
Vertical Stability of Stream

Calculati on of BKF Water Surface Slope-Requirddlfo-f tiVtf'ainment of Largest Particle in Bar Sample

0.0101 Sr Required bankfull water surface slope (ft) Sr = T cI sDi
:..: _. de

0.37 Se/Sr Existing water surface.slope
Required watef,' dace sloe Stable
(Se/Sr = 1) Aggrading
(Se/Sr < 1) Degrading
(Se/Sr > 1)
Vertical Stability of Stream

Sediment. Transport. Validation
0.26 Bankfull Shear Stress -r, =yRS (Ib/ft2) y = Density of water = 62.4 Ibs/fP

15 to 45 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190

0.8 to 1.2 Predicted shear stress required to irritate movement of Di (mm) (see Shields Diagram: Blue field
book: 238 Red field book: 190
Predicted mean depth is not within the 95% confdence limits'of the NC Rural Piedmont Regional Curve
No-r Us E D I l? ES !G t?.

ENTRAINMENT CALCULATION FORM
Stream: Reed Branch Reach: Kiser__Farm,.Stat'ibm,15+20
Team: Ecologic Date: 8/28!2002
Information Input Area
107 D50 Riffle bed material D50 (mm) l:C,, ve.rV, av,#-- ?$o
D"50 Bar sample D50 (mm) St?.b pot vGVru.J- D?5o
100.0. D; Largest particle from bar sample (mm) 0.33 (feet) 304.8 mm/foot
0;0037 S. Existing bankfull water surface slope (ft/ft)
1.2; ;; de Existing bankfull mean depth (ft)
1.14 R Hydraulic Radius-of Riffle Cross Section (ft)
1.65 yS Submerged specific weight.of sediment

Calculation of Critical Dimensionless Shear Stress

.07

9 "
D50/D 50 If value is between 3-7 Equation 1 will be used: T c, - 0.0834(D50/D" B72

0)
.. .,.w:,... - 5
0.93 Di/D50 If value is between 1:3-3.0 ' Equation 2 will be used: TG-0.0384(? D- D50) -0887
Twc, Critical Dimensionless Shear Stress Equation used:

Calculation of Bankf ull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
dr Required bankfull mean depth (ft) dr = T ci .D?
Se

#VALUE! •de/dr Existing mean bankfull depth
Required mean bankfull depth Stable
(de/d,= 1) Aggrading
(de/dr<1) Degrading
(de/dr>1)
Vertical Stability of Stream ...;.;;; °;;;.: ;.;r;.:•: v ;,

Calculati on of BKF Water Surface Slopd?Kbquired'for`Eiitrainment of Largest Particle in Bar Sample
Sr Required bankfull'water surface slope (ft) Sr ° T c. SD,
de

#VALUE!
Se/Sr
Existing water-surface slope
Required water surface slope Stable
(Se/Sr = 1) Aggrading
(Se/Sr < 1) Degrading
(Se/Sr > 1)
Vertical Stability of Stream

Sediment Transport Validation
0.26 Bankfull Shear Stress Tc =ryRS (ibk2) • y =Density of water = 62.4 Ibs/ft3

15 to 45 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Redfield book: 190

0.8 to 1.2 Predicted shear stress required to?initate movement of D, (mm) (see Shields Diagram: Blue field
book: 238 Red field book: 190 •.
?UT US Eli , ?..N D!S (? e?

ENTRAINMENT CALCULATION FORM
Stream: Reed Branch Reach: Kiser Farm, .Statiorr23±605
Team: EcoLogic Date:, 8/28/2002 :.`
Information Input Area
:145 = D50 Riffle bed material D50 (mm)Dso
X3;6 b so Bar sample D50 (mm) Sub W.W+ D50
83.0 D, Largest particle from bar sample (mm) 0.27 (feet) 304.8 mm/foot
0.0037 S. Existing bankfull water surface slope (ft/ft)
de Existing bankfull mean depth (ft)
14 . R Hydraulic Radius of Riffle Cross Section ft
1.65 ys Submerged specific weight-ofS'ediment

Calculation of Critical Dimensionless Shear Stress
10.66 Dso/D"50 If value is between 3-7 Equation 1 will be used: T*c, = 0.0834(D50/D"60)-0.872
0.57 D;/D50 If value is between 1.3-3.0._.; Equation 2 will be used: T*,; = 0.0384(D;/D50)-0.887
T *C1 Critical Dimensionless Shear Stress Equation used:

Calculation of Bankf ull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
dr Required bankfull mean depth (ft) d, = Tc, SD,
S.

#VALU E! d jdr Existing mean bankfull depth

Re uiredrrmean::bankfu1l de th.: Stable

(de/dr= 1 FAe/dr<l) grading Degrading

(d?/d?>1)
Vertical Stability of Stream

Calculati on of BKF Water Surface Slope'R'equir'ed"'foe Entrainment of Largest Particle in Bar Sample
Sr Required bankfull water surface.slope (ft) Sr = T ci SD,

#VALUE! S./S' Existing water surface slope

Required water surface slope Stable
(S./Sr = 1) Aggrading
(SB/S? < 1) Degrading
(S./Sr > 1)
Vertical Stability of Stream

Sediment'Tralsport Validation
0.26 Bankfull Shear Stress T, = yRS_;(Ib/ft2) y = Density of water = 62.4 Ibs/fP

15 to 45 Moveable particle size (mm) at bankfull shearstress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190 "

0.8 to 1.2 Predicted shear stress required fo iriitate'nlo`vement of D, (mm) (see Shields Diagram: Blue field
book: 238 Red field book: 190
Ko-T' USED IN t>eSIGN

'.61\GGU,' Li Qlll-Vfr1J/!r
ate: Thu, 03 Oct 2002 10:06:56 -0400
rom: "Todd St. John" <[e-mail]>
Organization: DWQ Wetlands Unit
To: [e-mail]
CC: [e-mail], "Todd St. John" <[e-mail]>,
Jennifer Frye <[e-mail]>
Cherri, here are some questions regarding the Reedy Branch PRoject:
(Mac I copied you since Cherri is on vacation)
?9Y. Existing Stream
Cherri, I can't figure out if they are going to do a "priority 1" or a
"priority 2". If they are going to do a "priority 2" does the stream
really need to be relocated? I am hoping Jennifer Frye can take a look
at it...
YY. In Stream Structures and/or Channel Blocks
[That materials are proposed for the channel block?
Y¥. Site Plans/Maps
If the design includes excavated flood plains. Please specify these on
the plans. (If the flood plains are to be excavated, it is not clear the
stream needs to be relocated.)
The pool to pool spacing does not correspond to the morphological
measurements provided (see below). There are also some really long
riffles. There were no station nos. on the plans to match to the
longitudinal profile.
Y¥. Riparian Buffers and Planting Plan
Please revise the site plans to include the extent and nature of the
plantings and buffers as wells as the extent of the easement and
fencing.
YY. Morphological Measurements
The pool to pool spacing is given as 63'. The plans and long profile
look to be 100'+... Please clarify. there are no station nos. on the site
plan so I cannot determine what is wrong...
The sinuosity based on the slopes provided is about 1.08... This does not
compare well to the reference stream or design plans... Please clarify...
Y¥. Pebble Count
Please provide the pebble count and other sediment analysis data.
Y¥. Sediment Transport Analysis
The sediment transport analysis appears to be flawed. The designer
indicates that they used a bar sample instead of a sub-pavement riffle
sample. Bar samples are to be used in lieu of sub-pavement riffle
samples in areas where they correspond well with riffle samples. To
date, this relationship has not been established in North Carolina. The
largest particle in the bar sample is much smaller than the D50 of the
pavement riffle sample. This shows that there is a problem with the bar
sample.
I of 2 10/3/02 10:07 AM
request for withdrawal
Subject: request for withdrawal
Date: Thu, 24 Oct 2002 11:34:06 -0400
From: Cherri Smith <[e-mail]>
Organization: NC DENR DWQ
To: Todd St John <[e-mail]>
Todd,
Please withdraw the following projects from the permit application
process:
Reedy Branch - Alamance County
Trib. to So. Fork Creek - Alamance County
Thanks. See you Monday at 2:00 pm at your office.
Cherri
1 of 1 10/24/02 11:59 AM
request for withdrawal
Subject: request for withdrawal
Date: Thu, 24 Oct 2002 11:34:06 -0400
From: Cherfi Smith <[e-mail]>
Organization: NC DENR DWQ
To: Todd St John <[e-mail]>
Todd,
Please withdraw the following projects from the permit application
process:
Reedy Branch - Alamance County
Trib. to So. Fork Creek - Alamance County
Thanks. See you Monday at 2:00 pm at your office.
Cherri

1 of 1 10/24/02 12:24 PM
North Carolina
Department of Environment and Natural
Michael F. Easley, Governor
William G. Ross Jr., Secretary
September 30, 2002
MEMORANDUM
To:
From:
Subject:
Todd St. John 1 e "?
Cherri Smith ?S ® J
e_?n
NCDENR
Permit Application for Reedy Branch Stream Restoration, Alamance
County
Please find the enclosed permit application and design for a stream restoration project
on approximately 3,100 linear feet of Reedy Branch in southern Alamance County. The
North Carolina Wetlands Restoration Program (NCWRP) has purchased a conservation
easement that is approximately 300 feet wide on either side of the creek so there were no
constraints to the design for this stream.
Jennifer Frye in the Winston-Salem Regional Office (WSRO) has reviewed the
reference reach used for this project. A copy of her memorandum is included for your
information. I have forwarded a copy of the PCN and design to the WSRO for her review.
If you would like to discuss this project or need additional information, please feel free
to call me at 715-3466. Thank you for your assistance with this project.
cc: Jennifer Frye
Dave Penrose
1601 Mail Service Center, Raleigh, North Carolina 27699-1601
Phone: 919 - 733-4984 \ FAX: 919 - 715-3060 \ Internet: www.enr.state.nc.us/ENR/
AN EQUAL OPPORTUNITY \ AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED / 10% POST CONSUMER PAPER
W A T ?9QG
r
_ ,
o <
August 19, 2002
CERTIFIED MAIL: 7001 1140 0001 7828 2774
Return Receipt Requested
Mr. Kenneth Bridle
EcoLogic Associates, P.C.
218-4 Swing Road
Greensbor6, NC 27409
SUBJECT: Unnamed Tributary to Varnals Creek
WRP Reedy Branch Restoration Project
Alamance County
Dear Mr. Bridle:

a'
This letter is in response to your request for written verification of the suitability of the
subject reference reach. Per the information that you sent to this Office (map, CD-ROM of
photos) and my site visit conducted on June 18, 2002, I believe that this UT to Varnals Creek
will be suitable for use as a reference reach for your project. This reach is appropriate for
restoration designs of comparable stream types within similar valley types. You are reminded
that, when conducting your morphological measurements, the length of the reference reach must
be at least two meander wavelengths or approximately twenty channel widths.
If you have any questions, please contact me at [phone], ext. 275.
Sincerely,

Jennifer Serafin Frye
Environmental Specialist
cc: Cherri Smith, Wetland Restoration Program RECEIVED
Todd St. John, Wetlands/401 Unit Central Office
Central Files AUG 29 2002
WSRO
S
R S ORATION
N. C. Division of Water Quality/Water Quality Section 585 Waughtown Street Winston-Salem, NC 27107 [phone]
Alan W. Klimek, P.E. Director
Division of Water Quality
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
NCDENR
Customer Service
1 800 623-7748
A—..
Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No. .
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: North Carolina Wetlands Restoration Program
Mailing Address: 1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone Number: 919-715-3466 Fax Number: 919-733-5321
E-mail Address: cherri.smithCncmail.net
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: N/A
Company Affiliation:
Mailing Address:
Telephone Number: Fax Number:
E-mail Address:
Page 5 of 12
-ad
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Reedy Branch Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Alamance Nearest Town: Snow Camp
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Take I-85 to the Town of
Graham. Go South on 87. Take right fork onto Snow Camp Rd. Go approximately 1 mile
and take left onto Bethel-South Fork Road. Take a right onto Ouakenbush Road. Cross
Reedy Branch in about 1 mile. Restoration site is upstream of Quakenbush Road.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct water body.)
6. Describe the existing land use or condition of the site at the time of this application:
Reedy Branch is located in an agricultural valley where cattle have access to the creek, have
trampled the banks, and have eliminated vegetation. The lack of vegetation has resulted in
accelerated erosion along the banks.
7. Property size (acres): Conservation easement is 15.53 acres
8. Nearest body of water (stream/river/sound/ocean/lake): Cane Creek
9. River Basin: Cape Fear River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgps/.)
Page 6 of 12

10. Describe the purpose of the proposed work: Stabilize Reedy Branch by restoring the
proper geometry of this creek to improve water quality and reduce sediment load generated
by eroding banks.
11. List the type of equipment to be used to construct the project: Track-hoe and loader.
12. Describe the land use in the vicinity of this project: Agricultural land that is a combination
of animal grazing and row crops.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action. ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
No future permit requests are anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Page 7 of 12
,14.
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 10 acres
Total area of wetland impact proposed:
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: N/A
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Page 8 of 12

Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The temporarv impacts are unavoidable due the nature of stream restoration work. The
construction will be staged and performed in such a manner that the disturbance to the aquatic
system is minimal.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 9 of 12

freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
hqp://h2o.enr.state.nc.us/ncwetlands/stnn-gide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http:Hh2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
3. Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 10 of 12
r"
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify exempt activity )?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; "Lone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
Page 11 of 12

XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A

Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
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[Fwd: [Fwd: Reedy Branch 021572]]
Subject: [Fwd: [Fwd: Reedy Branch 021572]]
Date: Mon, 07 Oct 2002 09:05:44 -0400
From: Jeff Jurek <[e-mail]>
To: "Todd St. John" <[e-mail]>
CC: Cherri Smith <[e-mail]>, Mac Haupt <[e-mail]>,
Jennifer Frye <[e-mail]>
Todd, I agree on your comment in the sediment transport section for this
project, but not generally. If one has a good point bar to collect
samples, sub-pavement may not provide any better of a sample to
determine your proper depths. In this case, you are right. Also,
fencing and easement are immaterial here; we are not asking for
mitigation credit. We will provide answers for the other comments as
soon as possible.
Subject: [Fwd: Reedy Branch 021572]
Date: Thu, 03 Oct 2002 10:20:23 -0400
From: Mac Haupt <[e-mail]>
Organization: NCWRP
To: "jeff.jurek" <[e-mail]>
Did you look at this plan?
Subject: Reedy Branch 021572
Date: Thu, 03 Oct 2002 10:06:56 -0400
From: "Todd St. John" <todd.st [e-mail]>
Organization: DWQ Wetlands Unit
To: [e-mail]
CC: [e-mail], "Todd St. John" <[e-mail]>,
Jennifer Frye <Jennifer.Frye @ ncmail.net>
Cherri, here are some questions regarding the Reedy Branch PRoject:
(Mac I copied you since Cherri is on vacation)
YY. Existing Stream
Cherri, I can't figure out if they are going to do a "priority 1" or a
"priority 2". If they are going to do a "priority 2" does the stream
really need to be relocated? I am hoping Jennifer Frye can take a look
at it...
YY. In Stream Structures and/or Channel Blocks
What materials are proposed for the channel block?
¥¥. Site Plans/Maps
If the design includes excavated flood plains. Please specify these on
the plans. (If the flood plains are to be excavated, it is not clear the
stream needs to be relocated.)
The pool to pool spacing does not correspond to the morphological
measurements provided (see below). There are also some really long
riffles. There were no station nos. on the plans to match to the
longitudinal profile.
1 of 3 10/15/02 12:34 PM
[Fwd: [Fwd: Reedy Branch 021572]]
YY. Riparian Buffers and Planting Plan
Please revise the site plans to include the extent and nature of the
plantings and buffers as wells as the extent of the easement and
fencing.
YY. Morphological Measurements
The pool to pool spacing is given as 631. The plans and long profile
look to be 1001+... Please clarify. there are no station nos. on the site
plan so I cannot determine what is wrong...
The sinuosity based on the slopes provided is about 1.08... This does not
compare well to the reference stream or design plans... Please clarify...
YY. Pebble Count
Please provide the pebble count and other sediment analysis data.
¥¥. Sediment Transport Analysis
The sediment transport analysis appears to be flawed. The designer
indicates that they used a bar sample instead of a sub-pavement riffle
sample. Bar samples are to be used in lieu of sub-pavement riffle
samples in areas where they correspond well with riffle samples. To
date, this relationship has not been established in North Carolina. The
largest particle in the bar sample is much smaller than the D50 of the
pavement riffle sample. This shows that there is a problem with the bar
sample.
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
Jeff Jurek <[e-mail]>
2 of 3 10/15/02 12:34 PM
[Fwd: [Fwd: Reedy Branch 021572]]
Subject: [Fwd: [Fwd: Reedy Branch 021572]]
Date: Mon, 07 Oct 2002 09:05:44 -0400
From: Jeff Jurek <[e-mail]>
To: "Todd St. John" <[e-mail]>
CC: Cherri Smith <[e-mail]>, Mac Haupt <[e-mail]>,
Jennifer Frye <[e-mail]>
Todd, I agree on your comment in the sediment transport section for this
project, but not generally. If one has a good point bar to collect
samples, sub-pavement may not provide any better of a sample to
determine your proper depths. In this case, you are right. Also,
fencing and easement are immaterial here; we are not asking for
mitigation credit. We will provide answers for the other comments as
soon as possible.
Subject: [Fwd: Reedy Branch 021572]
Date: Thu, 03 Oct 2002 10:20:23 -0400
From: Mac Haupt <[e-mail]>
Organization: NCWRP
To: "jeffjurek" <[e-mail]>
Did you look at this plan?
Subject: Reedy Branch 021572
Date: Thu, 03 Oct 2002 10:06:56 -0400
From: "Todd St. John" <[e-mail]>
Organization: DWQ Wetlands Unit
To: [e-mail]
CC: [e-mail], "Todd St. John" <[e-mail]>,
Jennifer Frye <[e-mail]>
Cherri, here are some questions regarding the Reedy Branch PRoject:
(Mac I copied you since Cherri is on vacation)
YY. Existing Stream
Cherri, I can't figure out if they are going to do a "priority 1" or a
"priority 2". If they are going to do a "priority 2" does the stream
really need to be relocated? I am hoping Jennifer Frye can take a look
at it...
Y Y. In Stream Structures and/or Channel Blocks
What materials are proposed for the channel block?
¥¥. Site Plans/Maps
If the design includes excavated flood plains. Please specify these on
the plans. (If the flood plains are to be excavated, it is not clear the
stream needs to be relocated.)
The pool to pool spacing does not correspond to the morphological
measurements provided (see below). There are also some really long
riffles. There were no station nos. on the plans to match to the
longitudinal profile.
1 of 3 10/15/02 12:36 PM
[Fwd: [Fwd: Reedy Branch 021572]]
YY. Riparian Buffers and Planting Plan
Please revise the site plans to include the extent and nature of the
plantings and buffers as wells as the extent of the easement and
fencing.
¥¥. Morphological Measurements
The pool to pool spacing is given as 63'. The plans and long profile
look to be 1001+... Please clarify. there are no station nos. on the site
plan so I cannot determine what is wrong...
The sinuosity based on the slopes provided is about 1.08... This does not
compare well to the reference stream or design plans... Please clarify...
YY. Pebble Count
Please provide the pebble count and other sediment analysis data.
YY. Sediment Transport Analysis
The sediment transport analysis appears to be flawed. The designer
indicates that they used a bar sample instead of a sub-pavement riffle
sample. Bar samples are to be used in lieu of sub-pavement riffle
samples in areas where they correspond well with riffle samples. To
date, this relationship has not been established in North Carolina. The
largest particle in the bar sample is much smaller than the D50 of the
pavement riffle sample. This shows that there is a problem with the bar
sample.
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
..... ....... ................... .......... - - ........ _..... --
Jeff Jurek <[e-mail]
2 of 3 10/15/02 12:36 PM
North Carolina
Department of Environment and Natural
Michael F. Easley, Governor
William G. Ross Jr., Secretary
MEMORANDUM
To: Todd St. John
From:
Subject:
September 30, 2002
Cherri Smith ?5
NCDENK
D'
W 1*30? D?

Permit Application for Reedy Branch Stream Restoration, Alamance
County
Please find the enclosed permit application and design for a stream restoration project
n approximately 3,100 linear feet of Reedy Branch in southern Alamance County. The
North Carolina Wetlands Restoration Program (NCWRP) has purchased a conservation
easement that is approximately 300 feet wide on either side of the creek so there were no
constraints to the design for this stream.
Jennifer Frye in the Winston-Salem Regional Office (WSRO) has reviewed the
reference reach used for this project. A copy of her memorandum is included for your
information. I have forwarded a copy of the PCN and design to the WSRO for her review
If you would like to discuss this project or need additional information, please feel fre
to call me at 715-3466. Thank you for your assistance with this project.
cc: Jennifer Frye
ye Penrose
r

? X672
1601 Mail Service Center, Raleigh, North Carolina 27699-1601
Phone: 919 - 733-4984 \ FAX: 919 - 715-3060 \ Internet: www.enr.state.nc.us/ENR/

AN EQUAL OPPORTUNITY \ AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED / 10% POST CONSUMER PAPER
STREAM RESTORATION
PLAN
REEDY BRANCH
ALAMAMCE COUNTY
for
NCWRP
SEPTEMBER, 2002
;I 61C
EcoLogic Associates, P.C.
218-4 Swing Road
Greensboro, NC 27409
[phone]
[e-mail]
C
i
Reedy Branch
Restoration Design Report
Alamance County, North Carolina
Produced for
North Carolina Wetland Restoration Program
By
EcoLogic Associates, PC
September 17, 2002 1 EcoLogic Associates
Reedy Branch Restoration
6?'?Ib'2
Table of Contents
1. Introduction ................................................................................................................. 3
a. Project Justification .................................................................................................... . 3
2. Goals and Objectives ..................................................................................................... . 3
3. Location Information ..................................................................................................... . 3
a. River Basin ................................................................................................................. . 3
b. USGS Catalog Number .............................................................................................. . 3
c. County ........................................................................................................................ . 4
e. Location ..............................................................................:....................................... . 4
4. General Watershed Information ..................................................................................... . 4
a. Drainage Area ............................................................................................................ . 4
b. Dominant Land Use ................................................................................................... . 4
c. Distribution of Land Use ............................................................................................ . 4
d. Estimation of Future Land Use Change ..................................................................... . 5
5. Description of Existing Conditions ................................................................................ . 5
a. Existing Hydrological Features........... ....................................................................... . 5
c. Existing Plant Communities ....................................................................................... . 6
d. Stream Geometry and Substrate ................................................................................. . 7
1. Level II Classification ............................................................................................ . 7
2. Pavement / Subpavement Analysis ........................................................................ . 8
6. Stream Reference Reach Studies ................................................................................... . 9
b. Reference Dimension, Pattern and Profile .................................................................. 9
c. Reference Stream Vegetative Community ................................................................ 10
7. Stream Restoration Plan ................................................................................................ 11
a. Stream Classification of Restored Site ...................................................................... 11
1. Existing Conditions ............................................................................................... 11
2. Proposed Conditions ............................................................................................. 11
3. Reference Conditions ............................................................................................ 11
c. Scaled Plan View of Current and Proposed Channels .............................................. 11
d. Plan View with Proposed Structures ......................................................................... 11
e. Proposed Longitudinal Profile .................................................................................. 11
f. Sediment Transport Analysis ..................................................................................... 12
8. Stream Performance Criteria and Monitoring Plan ...................................................... 13
9. Sediment and Erosion Control Plan .............................................................................. 14
a. lti arrative ................................................................................................................... . 14
b. Supporting Calculations ............................................................................................ 14
c. Schematics of Structures ........................................................................................... 14
List of Appendices ............................................................................................................ 15
September 17, 2002 2 EcoLogic Associates
Reedy Branch Restoration
1. Introduction
The North Carolina Wetland Restoration Program seeks to restore 3100 linear
feet of Reedy Branch, located in the Cane Creek Watershed in Alamance
County, North Carolina. Reedy Branch is located in the Upper Cape Fear River
Basin. This document summarizes the project's purpose, existing site conditions,
assessment methodologies, and proposed restoration design. Supporting
information is included in the attached appendices.
a. Project Justification
Reedy Branch is located in an agricultural valley where cattle have full access to
the creek, have trampled the banks, and have virtually eliminated the herb, shrub
and juvenile tree populations along its banks. The lack of woody riparian
vegetation has resulted in accelerated erosion in the form of vertical and
undercut banks. The width/depth ratio has increased as a result of bank failures.
The problem is exacerbated because the channel has cut down to bedrock in
many places, forcing excess stream power into unprotected banks.
In addition to bank instabilities, the channel bed lacks proper distribution and
development of riffles and pools. Riffles occur in curves and pools in straight
reaches. Pools are often long, wide and shallow. Furthermore, the channel
substrate alternates between scoured armor and heavy deposition of fines.
2. Goals and Objectives
The design goals of the Reedy Branch restoration project are as follows:
1. Improve water quality by reducing the sediment load generated by eroding
banks and by restoring a riparian buffer;
2. Reestablish stable channel dimension, pattern, and profile;
3. Restore a functioning floodplain;
4. Enhance aquatic and terrestrial habitat in the stream corridor; and
5. Provide at least one stable cattle crossing across the main channel.
3. Location Information
a. River Basin
Reedy Branch drains to Cane Creek, which drains to the Haw River in the Cape
Fear River Basin.
b. USGS Catalog Number
The USGS 8-digit Catalog number of the watershed that includes the restoration
reach is 03030002- Haw River, NC.
September 17, 2002 3 Ecologic Associates
Reedy Branch Restoration
c. County
The site is in south central Alamance County.
. d. Site Map (See Appendix 1, Vicinity Map)
e. Location
The site can be accessed from Quackenbush Road (SR 2354), which crosses
Reedy Branch at the northern end of the project. The landowners for this project
are Deborah and Sam Kiser (1957 Quackenbush Road, Snow Camp, NC,
27349). The project starts at the property line southeast of the landowners'
house, at the point where the creek enters their property, and ends where the
creek passes under Quackenbush Road.
4. General Watershed Information
a. Drainage Area
The Reedy Branch watershed above the restoration reach drains about 1.6
square miles. The creek starts about one-half mile south of the Alamance and
Chatham County line and flows generally north to its confluence with Cane
Creek, about 1.6 miles east of Snow Camp, NC.
b. Dominant Land Use
The watershed consists primarily of woodland and famland. The agricultural land
use is a combination of row crops and animal grazing. The row crops include
silage corn, winter wheat, soybeans and a few others. The primary animal
grazing is cattle. Historically, this region has been a dairy farming area however;
most of the dairy farms converted to beef cattle in recent years.
c. Distribution of Land Use
Cultivated land makes up a significant portion of the watershed, although it has
been declining in the last two decades. The peak occurred in the late 1940's,
with as much as 45 percent of the watershed under cultivation (mostly dairy
farms). Currently, the degree of agricultural landuse has dropped to about 25
percent with just over half of that being cultivated land and the rest pasture and
hay fields. About 20 large poultry farms occur in the area, including the Kiser
farm. Poultry is a growing segment. of the agricultural sector throughout the
region.,
The remainder of the watershed is woodlands, which often are extensively and
routinely logged. There are scattered residential lots throughout the watershed.
September 17, 2002 4 EcoLogic Associates
Reedy Branch Restoration
The amount of residential development is higher in the southern portion of the
watershed, along the Chatham County line. There are no other urban,
commercial or industrial land uses in the project watershed.
d. Estimation of Future Land Use Change
Over the last several years residential development has increased. Increased
residential development will likely lead to increases in the volume of stormwater
discharging into Reedy Branch. Residential and small commercial development
is expected to continue in the watershed in the future.
5. Description of Existing Conditions
The entire project is on the property of one landowner. The landowners are
willing to donate a conservation easement over the entire floodplain following the
restoration work. They have been very helpful and understanding and should
good stewards of this conservation site. The current owners have been on the
property for about 15 years. Current land use in the valley includes pasture and
hayfields and a large poultry house on the hill above the main channel. The
restoration reach runs through a forested but heavily browsed floodplain.
a. Existing Hydrological Features
The Reedy Branch restoration site is located in a relatively low-slope Piedmont
valley in the Carolina Slate Belt. It is a second order tributary to Cane Creek in
the Haw River Basin.
Reedy Branch is listed by the NC DWQ as Class C waters, protected for
secondary recreation, fishing, wildlife, fish and aquatic life propagation and
survival, and agriculture. There are no restrictions on watershed development
activities.
b. Soils (See Appendix 2, Soils Map)
The soils of Alamance County are currently being remapped. The current soils
map was published in 1960 and is known to have significant errors and
discrepancies. Soils classification and re-mapping is currently underway;
published results are expected in about ten years. The soils around Reedy
Branch are currently identified as Herndon silt loam on the upland terraces and
other well-drained, moderately permeable "mixed alluvial" soils on floodplains.
The Herndon series consists of light brownish-gray, very acid, well-drained soils
on uplands. These soils occur in the southern and eastern parts of Alamance
County in the volcanic slate region. The soils of the Kiser farm are found on 2
to15 percent slopes and include several mapped types of Herndon silt loams of
various depths over rocky subsoils. The soils have a moderately permeable
September 17, 2002 5 EcoLogic Associates
Reedy Branch Restoration
texture and a medium capacity to hold water. They have been shown to. be
agriculturally workable and respond well to fertilizer and lime application.
Depending on the slope they are moderately to highly susceptible to erosion, and
the management recommendations of the sloping soil locations include close-
grown pasture and forage crops and forestry uses that minimize soil disturbance.
In the middle of the restoration reach, the soils have eroded away leaving many
areas of exposed bedrock within and along both sides of the stream.
Several areas along the restoration reach are mapped as "stony soils", another
classification that is being updated. The current classification describes stony
soils as having a high proportion of gravel, cobbles and boulders. These soils
are thin and droughty, providing little habitat for deep-rooted species. In many
areas of the thin, stony soils, the trees have suffered dramatically during the
current drought.
The alluvial soils that are mapped along the channel are not specifically named.
The description is of general alluvial deposition, with moderate to high
permeability and high levels of organic matter and sandy inclusions. Both the
Herndon and mixed alluvial soils are noted to be droughty when they are thin and
associated with bedrock outcrops. Our observations of this restoration reach
throughout the dry summer of 2002 confirm this fact. Premature leaf-drop and
senescence of the riparian deciduous trees was evident in early August. By the
end of the month, many mature trees in the floodplain were showing signs of
drought stress and dieback.
Because the stream is incised, long sections of bare, vertical banks are exposed.
Materials eroded from these areas are transported downstream since the stream
has limited access to its floodplain.
c. Existing Plant Communities
Historically, the natural vegetation in the floodplain of Reedy Branch was likely
mixed hardwoods with thick undergrowth of riparian shrubs and herbs. There are
several natural plant communities listed in the Third Approximation of Natural
Communities of North Carolina, which could be found in this area depending on
the local conditions and amount of disturbance.
The current existing vegetation is a mixture of the. remnant natural alluvial
community and introduced agricultural weedy and pasture species, and a few
invasive exotics. The riparian vegetation corridor varies in width from zero to
several hundred feet of successional forest. On average, the buffer width is
probably over 150 feet.
The banks of the creek and the floodplain are vegetated with a medium-aged,
mixed hardwood forest typical of this area. The canopy includes Red Maple,
Sycamores, several Hickory and Oak species, Boxelders, Green Ash, Tulip
September 17, 2002 6 EcoLogic Associates
Reedy Branch Restoration
Trees, Sweet Gum and Virginia and Shortleaf Pines. The understory species
include, Ironwood Dogwood, Sourwood, Red Cedar, Slippery Elm, American
Holly, Hackberry and juveniles of the canopy tree species. The shrubs include
Spicebush, Buckthorn, Multiflora Rose and Strawberry Bush. There are also
several areas with thick growths of Japanese Honeysuckle, Greenbrier, Poison
Ivy and Blackberry Brambles. There are herbs in areas having few trees
including mixtures of native and introduced grasses such as Blue Grass, Orchard
Grass, Timothy, Fescue, bromes, vetches, clover, Wingstem, Japanese Grass,
several sedges, Soft rush, Christmas Fern, Grape Ferns, False Nettle, Asters,
native Sunflower species and Goldenrods.
Cattle pasture makes up most of the land use on adjacent uplands above the
floodplain containing the restoration reach. The cattle currently have access to
the entire floodplain and cross the creek at many locations. They have browsed
most of the trees and shrubs below 5 feet and have alsoeliminated almost all
herbaceous species that are edible. Because the channel was dry this summer,
the cattle walk along the bed in search of the few remaining pools of water,
damaging or eating much of the in-stream and bank vegetation.
d. Stream Geometry and Substrate
1. Levelll Classification
An existing condition survey of Reedy Branch was conducted in July 2002. The
pre-restoration stream length is 3100 linear feet. Based on the Rosgen stream
classification system, the stream is an unstable C4/1 stream type. (Applied
River Morphology, D. Rosgen, 1996, p. 6-5)
The survey of this stream was complicated by the local drought, which resulted in
the stream having very little flow early in the season, and then drying up
completely. As a result, it was very difficult to survey and inspect subtle features
like runs and glides, and it was impossible to get water surface measurements at
all but a few pools.
The cross-section dimensions are typical of this impacted stream type, location
and drainage area (see Appendix 3, Morphology Summary). Due to the loss of
much of the riparian vegetation, the direct impacts from the cattle, and
agricultural alteration of the watershed and the channel, the bankfull width has
increased. In most areas throughout the restoration reach the creek grade is
controlled by exposed bedrock, which deflects the energy of the stream into the
soft, unprotected banks. The lateral movement of the creek through these soft
banks has-undermined many of the well-rooted mature trees, resulting in debris
jams that further destabilize the creek. The incised sections of the creek
exaggerates the stress on the banks since there is less ability to dissipate flood
energy across the floodplain. The majority of the banks are therefore undercut
and failing.
September 17, 2002 7 EcoLogic Associates
Reedy Branch Restoration
Overall sinuosity, at 1.4, is acceptable for a C4 stream type. Generally, a C
stream channel has a sinuosity of 1.2 or greater. However, there are several
areas that are overly straight and other areas that have bends with low and
unstable radii of curvature. The planform geometry is irregular and, combined
with the bedrock outcrops, results in unstable bedform features (riffles, runs,
glides and pools). Almost all of the riffles throughout the reach have been used
as crossing points by cattle, which has resulted in further destabilization of the
banks and bed, acceleration of bank erosion, and the introduction of manure into
the channel.
The Pfankuch rating for this stream is 109, which indicates a Fair to Poor quality
channel for a C4 stream type. A BEHI bank erosion prediction was calculated for
the eroding bank in the middle of the restoration reach. The BEHI analysis
indicates very high erosion potential. We do not have an erosion estimate since
the channel was dry and we have no facet slope data for bank erosion
calculations. The measurement of facet slopes requires flowing waters and
cannot be accurately estimated in dry conditions. Given the soft and sandy
unconsolidated and unprotected nature of the banks, we would expect the
sediment contribution to the watershed from this reach would be very high.
The North Carolina Rural Piedmont Regional Curve and a gage analysis of the
Cane Creek Gage near Orange Grove, NC were used to verify the bankfull stage
identified in the field. By continuity, bankfull discharge is calculated to be 133
cubic feet per second. The velocity comparison calculation gives a calculated
velocity of 3.5 feet per second.
2. Pavement / Subpavement Analysis
The geology of the Slate Belt region strongly influences the morphology of the
stream and the distribution of the bed material. There are several outcrops of
bedrock that cross the channel and, in some cases, confine the channel in a
bedrock chute. As mentioned above, one of the soils classifications for this area
is "stony areas", which seem to occur mostly in the middle of the restoration
reach.
The bedrock distribution controls the bed elevation of most of the creek. The
creek is, therefore, a "threshold channel" that is not free to adjust all its
boundaries and has increased in width since the depth is largely fixed. This
means that the channel will naturally have a, higher width-to-depth ratio than
would be expected under less confining conditions.
The pavement and subpavement of the most diagnostic portions of the stream
were sampled at four different locations throughout the restoration reach. The
typical pavement D50 was about 11.6 mm, with the D84 being 26.1 mm. The
subpavement D50 was 9 mm, with a D84 of 62 mm.
September 17, 2002 8 EcoLogic Associates
Reedy Branch Restoration
Given these samples, a D50 of a bar of 14mm, and a largest particle on the bar
being 35mm, the entrainment calculation results in a depth of 1.22 feet required
to move the largest particle in the bar sample. The calculated slope is 0.0032,
which combined with the depth gives a Bankfull Shear Stress of 0.28 pounds per
square foot. The entrainment calculation indicates the channel is stable and
competent to move its sediment load. The vertical stability of the stream is stable
largely due to the extensive bedrock found throughout the restoration reach.
Refer to Appendix 4, Existing Entrainment and Velocity Forms.
6. Stream Reference Reach Studies
a. Classification of Reference Stream(s)
An unnamed tributary to Varnals Creek was used as a reference reach for design
(see Appendix 5, Reference Vicinity Map). We obtained the location information
from colleagues working in the same area. They surveyed an upstream section
of the creek that had a more confined valley type and steeper slope than would
be appropriate for our restoration. Fortunately, the section just downstream
changed to a wider valley and a shallower slope. The data from both reference
reach sections is shown on the morphological data table. The data from the C4
reach was used as the primary reference.
The gage on Cane Creek near Orange Grove, NC is on a stream reach that also
shows indications of stability and other features of valley type and stream type
that would qualify it as a potential reference reach. We have not officially
requested approval from DWQ to consider this reach as a reference; however,
the data collected from this reach supports our design choices.
The section of Varnals Creek that we chose for our reference reach has a width-
to-depth ratio of 19.3, an entrenchment ratio of 7.2 and a sinuosity of 1.4.
Together these indicate a C type stream. The D50 of the channel material is 8.7,
mm making it a gravel bed stream. There are also significant bedrock outcrops
that appear to control the grade of the stream. The resulting Rosgen Stream
Type is C4/1 (see Appendix 3, Morphology Table).
b. Reference Dimension, Pattern and Profile
The reference reach has a watershed drainage area of about 0.4 square mile.
The measured bankfull width was 11.8 feet, with a mean depth of 0.6 feet. The
calculated cross-sectional area is 7.2 square feet. At the point of our survey, the
stream had access to 85 feet of floodplain at twice the bankfull depth.
The pattern of the reference reach indicated a meander length of 79 feet and a
belt width of 23 feet. The average radius of curvature was 17.7 feet. This
September 17, 2002 9 EcoLogic Associates
Reedy Branch Restoration
produced a radius of curvature to bankfull width ratio range of 2.5 to 4.4 and a
meander length to bankfull width ratio of 6.7.
The valley type is similar in the reach surveyed to the valley type of the
restoration reach. The valley slope is 2.5 percent, which is steeper than the
restoration reach valley slope of 0.4 percent. This is typical, since most
reference reaches we have observed are in headwater forested areas, while
most restoration projects occur further down the valley in agriculturally-impacted,
larger floodplains.
The reference reach was a dry channel at the time of our survey. This is
apparently a common feature of Slate Belt streams. The average water surface
slope was' estimated using the slope from the top of a riffle with good bankfull
indicators to the top of the lowest riffle with good bankfull indicators. The
estimated water surface slope of the reference reach was calculated to be 1.8
percent.
The Stream Morphology Table (Appendix 3) contains the numerical details of the
reference reach survey. In addition, to the basic morphological data, the Band
Erosion Hazard Index analysis indicated low bank erosion potential. The
Pfankuch channel stability evaluation indicated good channel stability for this
reach based on stream type C4.
c. Reference Stream Vegetative Community
The reference reach lies in a forested valley northeast of Cane Creek Mountain..
There is some new residential development on the edge of the watershed along
Bass Mountain Road. Like. most forests of the Piedmont, this site has been
logged several times. The growth of the current forest indicates the most recent
logging to have been 30 to 40 years ago.
The vegetation along the creek is a diverse mixture that includes a canopy of
Oaks, Red Maple, Tulip Trees, Hickories, and Green Ash. The sub canopy
includes juveniles of these species plus some Sourwoods, Dogwoods, Redbud,
and Cucumber Magnolia. The shrub layer includes several Vaccinium species
and Clethera along the channel edge. The most significant feature of the
strearnside vegetation is thick colonies of Lady Fern, New York Fern and Royal
Fern. These ferns were conspicuous in spite of the drought that had dramatically
affected the other herbaceous plants along the valley floor. Additional plants
along the riparian edge include Greenbrier, Evergreen Gingers, Blackberry,
Foamflower, Falsenettle, Lamp Rush and Sedges.
September 17, 2002 10 EcoLogic Associates
Reedy Branch Restoration
7. Stream Restoration Plan
a. Stream Classification of Restored Site
The natural channel design procedure relies on the interpretation of all available
information about the site and its watershed. Aerial photographs from 1988 and
1993 are available for this site; however, they are of little use since they don't
show enough detail to provide a good source of historical information on channel
stability, modifications, and adjustment. Based on the current condition, valley
type and slope, as well as the existing dimension, pattern and profile _ of the
channel, the restored channel will be designed to be a stable C4/1.
b. Morphological Table (see Appendix 3)
1. Existing Conditions
2. Proposed Conditions
3. Reference Conditions
c. Scaled Plan View of Current and Proposed Channels
(see Appendix 6)
d. Plan View with Proposed Structures
(see Appendix 7)
Cross vanes, weirs and existing bedrock will be used to control grade at the tops
of riffles. Root wads will be used to protect the outside of meander bends. In the
interest of reducing the bank height ratio, vertical banks will be laid back to create
a bankfull bench and to establish a more stable growing surface. The planform
geometry of the creek will also require adjustment to a more stable meander
pattern that eliminates some over-sharp, eroding curves in the existing channel.
The narrow confines of the valley require that the new channel cross the existing
channel at several locations. These crossing points will require clay channel
plugs to prevent the water flow from seeping into the old channel. These
crossings have been kept to an absolute minimum. Structural details and
specifications will be provided in the final design package.
The tie-in to natural grade will be done at the upper end using a cross vane
located slightly downstream of a bedrock outcrop on the upstream property. The
downstream tie-in will be at a bedrock outcrop just upstream of the bridge on
Quackenbush Road. The natural substrate of the stream will not be altered.
e. Proposed Longitudinal Profile
(see Appendix 8)
September 17, 2002 11 EcoLogic Associates
Reedy Branch Restoration
f. Sediment Transport Analysis
.(see Appendix 9, Proposed Entrainment and Velocity Forms)
The critical shear stress calculated for the proposed channel must be able to
move the largest particle on the point bar. Entrainment calculations based on the
riffle pebble count and a sieved bar sample are included in Appendix 9. Based
on these calculations, the critical dimensionless shear stress calculated for
Reedy Branch is 0.024. This value corresponds to a required mean bankfull
depth of 1.2 feet to move the design particle size. Measured mean depth is 1.4
feet. The bankfull water. surface slope required is 0.0032 ft/ft, which is roughly
equal to the current bankfull slope of 0.0039 ft/ft. Mean depth calculations
indicate a stable stream; with vertical stability controlled by bedrock throughout
the channel.
The calculated bankfull shear stress is 0.28 Ib/ft2. Based on the Shields
diagram, bankfull flow can move a particle 17 mm in diameter. However, using a
revised curve generated by Dave Rosgen based on competence of natural rivers
to move particles, a shear stress of 0.28 Ib/ft2 corresponds to moving a particle
closer to 60 mm in diameter. This is consistent with a 35 mm particle found in
our bar sample.
Estimated channel velocities, based on four calculation methods for existing and
proposed conditions, range from 2.0 to 5.5 feet per second (fps). The estimated
velocities selected are 3.5 and 5.4 fps for existing and proposed conditions
respectively. These velocities were then compared with velocities predicted by
Figure 8.31 on page 8-49 of Stream Corridor Restoration Principals, Processes,
and Practices (1998, The Federal Interagency Stream Restoration Working
Group). The chart predicted basic velocities ranging from 4.25 to 6.75 fps
depending on sediment load. This range supports the selected velocity estimate
for the proposed bankfull flow event.
The stability inventory for the Level 3 assessment indicates that Reedy Branch is
a laterally unstable, bedrock controlled, C4 stream type, which can be restored to
a stable C4/1. Problems arise due to high bank height ratio and high sediment
supply from the cattle crossings, overly sharp bends and failing banks. This is
evident in the amount of fines found in the pools. Therefore, the restoration
design will focus on restoring stable meander geometry and establishing a bank
height ratio of one (1) by creating bankfull benches and laying back banks so that
woody vegetation can be established. These measures will restore stability and
diminish sediment loads delivered into the creek.
The restoration will provide habitat improvement, stabilized bed features, and a
reduced sediment supply. The revegetated riparian zone will improve habitat for
aquatic and terrestrial species, which is of importance to the landowner and NC
WRP.
September 17, 2002 12 EcoLogic Associates
Reedy Branch Restoration
8. Stream Performance Criteria and Monitoring Plan
The purpose of post-construction monitoring is to assess 1) the stability of the
restored channel (physical monitoring of stream geomorphology) and 2) the
survival rate of the vegetation planted during the restoration. Ecologic will
provide as-built plans following construction and prior to the first annual
monitoring. The restoration of Reedy Branch involves changes to dimension,
pattern and profile. Benchmarks for permanent monitoring cross-sections,
reference photo points, and at other locations along the restoration reach profile
will be installed during construction. These benchmarks will be referenced during
all subsequent monitoring visits to allow all monitoring data to be comparable.
The monitoring period will be five (5) years from the end of construction. The
monitoring shall be done annually during the fall and winter following the
completion of construction and preferably following a bankfull event. EcoLogic
staff will conduct the first year of monitoring. NC WRP staff or their designated
contractor will conduct subsequent monitoring. Reports from each monitoring
year will be sent to the NC WRP and EcoLogic.
The minimum requirement for dimension monitoring of one cross-section per 20
bankfull widths can be met with eight (6) cross-sections. The cross-sections will
be located in such a way as to capture the range of cross-sectional geometry
installed at the site. One cross-section will be located in a riffle section in the
middle of the project that will also be the site of monitoring pebble counts and
channel geometry diagnostics like width/depth ratio, entrenchment ratio, low
bank height ratio and bankfull depth. The other cross-sections will be spread
throughout the remainder of the channel to monitor other geomorphic features
and locations.
The pattern of the restored stream will be documented with measurements of
sinuosity, meander width ratio, and radius of curvature on the newly constructed
meanders (first year only).
The longitudinal profile will be monitored throughout the length of the restoration
reach. The profile will measure the bed, water surface, and bankfull indicator
elevations, with careful documentation of bed features. The resultant data will
provide facet slopes of the riffles and pools, average slope, and the spacing and
length of the features documented (e.g., pool-to-pool spacing).
The bed materials will be documented by conducting a pebble count at each
reference location. The D50 and D84 of the riffles and pools will be calculated
and reported. A classification pebble count based on the percentage of riffles
and pools will also be conducted and reported.
Photographs showing the banks and the channel, with a scale included will
document each permanent (reference) cross-section. Photographs will also be
September 17, 2002 13 EcoLogic Associates
Reedy Branch Restoration
taken of in-stream structures, the riparian vegetation, and one or more
longitudinal views of the restoration reach.
Transects or sample blocks will be established for monitoring riparian vegetation.
Seeded areas, transplants, and/or new seedlings will be assessed for
establishment, survival rate and durability. Woody transplants and/or planted
woody stems will be counted and assessed for species survival. Monitoring of
woody vegetation will document attainment of the success criteria of 320 stems
per acre after five years (5) and species diversity.
The monitoring plan may include benthic macroi nverteb rate sampling. This will
be contingent on NC DWQ acceptance of this site for study.
9. Sediment and Erosion Control Plan
(To be completed as part of the final design)
a. Narrative
b. Supporting Calculations
c. Schematics of Structures
September 17, 2002 14 EcoLogic Associates
Reedy Branch Restoration
List of Appendices
1. Site Maps and Photographs
2. Soils Map
3. Geomorphology Table and Typical Cross Sections
4. Existing Channel Velocity and Entrainment
5. Reference Reach Vicinity Map
6. Planview of Existing Conditions
7. Planview of Proposed Channel with Structures
8. Proposed Longitudinal Profile
9. Proposed Channel Velocity and Entrainment
10. Preliminary Planting Plan
September 17, 2002 15 EcoLogic Associates
X"" I%_ Ma ?Vaaad.aal.7
Geomorphology Table and
Typical Cross-sections
List of Appendices
Existing Channel Velocity and
Entrainment
Proposed Longitudinal Profile and
Details
Proposed Channel Velocity and
Entrainment
Soils Map
nl AVERY READY INDEX INDEXING SYSTEM
Reedy Branch Restoration
Appendix 1
Vicinity Map of Reedy Branch
Watershed of Restoration Reach
Kiser Farm from Alamance County GIS
Site Photographs
September 17, 2002 16 EcoLogic Associates
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Date: 5/1/2002 Caption: Reedy Creek WRP Project
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Reedy Branch
Kiser Farm, Snow Camp, Alamance County

September 20, 2002 EcoLogic Associates
Local bank failure where channel is shifting laterally.
Long, straight pool with unstable banks. Note cattle tracks in mud.
Reedy Branch
Kiser Farm, Snow Camp, Alamance County
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Bedrock and boulders on floodplain. Riparian vegetation cleared.
September 20, 2002 EcoLogic Associates
Bedrock constraining bed and bank
Reedy Branch
Kiser Farm, Snow Camp, Alamance County
Substrate alternates between boulders, fines, and bedrock. Note absence of
shrubs and herbaceous species, channel pattern, and 36" to 42" vertical banks.
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One of many cattle crossings

September 20, 2002 EcoLogic Associates
Search Results
Page 1 of 1
Search Criteria: =snow camp
Quads: 2
Major Group Scientific Name (Habitat link) Common Name State Federal State Global Quad
Status Status Rank Rank Status
Natural Community Basic Oak-Hickory Forest - - - S3 G4 Current - SNOW CAMP
Natural Community Upland Depression Swamp _ S2 G3 Current - SNOW CAMP
Forest
NC NHP database updated: July, 2002. Search performed on Friday, September 20, 2002 at 13:23:26
Eastern Standard Time.
Total number of searches since 01/01/02: 1635
Explanation of Codes
Do NOT bookmark this search results page, instead bookmark: www.ncsparks.net/nhp/quad.htnl
http://www.ncsparks.net/nhp/quadstat.fin 9/20/2002
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Reedy Branch Restoration
Appendix 3
Geomorphology Table
Typical Cross Sections
September 17, 2002 18 EcoLogic Associates
Morphological Data, Reedy Branch NCWRP Project
Reference Reference Gaae
Existing to to Cane Proposed
CLASSIFICATION DATA Channel Varnals Vamais Creek Channel
Rosgen Stream Type C411 C4/1 C411 C411
Drainage Area (sq mi) 1.6 0.4 0.24 7.5 1.6
Banldull Width (Wmj (ft) 27.1 11.8 9.75 27.8 18
Bankfull Mean Depth (dwj (R) 1.4 0.6 0.8 2.8 1.2
Bankfull Cross Sectional Area (f 1bkf) (s) 37.9 7.2 7.8 78.7 21.6
Width/Depth ratio (W461 19.4 19.3 7.9 9.8 1500
Maximum depth (ft) 2.5 2.5 1.09 3.7 2.5
Width of flood prone area (W#,) (R) 142 85 26 92 142
Entrenchment ratio (ER) 5.2 7.2 2.7 3.3 7.9
Water surface slops (S) (ft(tt) 0.04 0.007 .0022-.012
Sinuosity stream fentgth(valley length) 1.3 1.4 1.15 1.1 1.2
DIMENSION DATA
Pool Depth (ft) 2.5 1.6 1 3.3 1.5
Riffle Depth (ft) 1.4 0.6 0.8 2.8 1.2
Pool Width (It) 16.5 17.7 12 26.5 20
Rfflis Width (ft) 27.1 11.8 9.75 27.8 18
Pool XS Area (sf) 41.3 15.5 12 88.2 30.0
Riffle XS area (sf) 37.9 7.2 7.8 78.7 21.6
Pool depth(mean rifffe depth 1.8 2.6 1.3 1.2 1.3
Pool width/6111119 Width 0.6 1.5 1.2 1.0 1.1
Pool areahiffle area 1.1 2.2 1.5 1.1 1.4
Max pool depWdbw 3.0 5.1 2.0 1.4 3.0
Low bankheight/max bankf A depth 1.1 1 1.15 1 1
Mean bankf A velocity (V) (fps) 3.5 4.9 4.1 5.4 5.8
Benicia)) discharge Q cfs 125 35 32 424 125
PATTERN DATA
Meander length (L.) (ft) 125 79 59 390 120.6
Radius of curvature (Rc) (ft) 17.1 17.1 13.4 75 43.2
Belt width (Wbj (ft) $0.8 23 15 150 34.2
Meander width ratio (Wu/Wwj 2.98 1.9 1.2-1.9 5.4 1.9
Radius of curvatuurefbankfu l width 1.44 2.5-4.4 0.8-2.3 2.7 2.4
Meander) h/bankfull wklth 3.7 6.7 4.8.6.9 14.0 6.7
PROFILE DATA
Valley slope 0.004 0.025 0.046 0.010 0.004
Average water surface slops 0.0037 0.018 0.040 0.007 0.0037---
Riffle, slops 0.039 0.014 0.0052
Pool slope 0.005 0.0002 0.0001
Pool to pool spacing 84 24 35 94 63
Pool length 26 ft 6.3 55 36
Riffle slopelavg water surface slope 0.0 . 1.0.1.4 2.07 1.4
Pool sbpelavg water surface slope 0.0 0.12 0.02 0.02
Run slope/avg water surface slope 0.5.3.25 2.72 1.7
Run depth/dbw 1.1 1 1.3-1.8 1.40 1.1
Pool ienaWbankfuff width 2.2 0.9 0.7 2.0 2.0
Pool to pool s barrlduff width 5.9 2.0 3.5 3.4 3.5
CHANNEL MATERIALS
D16 0.5 0.5 0.2 6 0.5
D35 3.4 1.3 2.5 37 3.4
D50 21 8.7 8 73 21
084 175 97 92 249 175
095 434 162 1536 876 434
PAVEMENT MATERIALS Bar sample
D16 2.7 0.675 32 2.7
D35 7.6 3.6 50 7.6
D50 11.6 6 55 11.6
D84 26.1 15 90 26.1
095 33.8 21 100 33.8
SUSPAVEMENT MATERIALS 30
D16 1.5 1.5
D35 5 3.5
D50 <1 18 8 9
064 7.1 75 40 62
p95 17.9 85 70
NOTE: No water was flowing at the time of our surrey of Reedy Branch or the UT to Vamals Creek
therefore, facet slopes are unknown

9/24/2002 EcoLogic Associates
Page M

Width
(ft) cross-
Sectional
Area (Sq.ft) Mean
Depth
(ft) Ma*mun
Depth
(ft) Welled
Perimeter
(ft) Hydraulic
Radius
(ft)
20.00 23.50 1.18 250 20.132 1.14
10.00 0.00 0.00 0.00 10.38 0.00
Identifier D (ft) Elevation
(ft) Identifier Distance
tft) Elevation
(ft)
0.0 9200
10.0 90.00
2D.0 90.00
low 25.0 88.90
30.0 87.50
Few 35.0 88.90
rbf 40.0 90.00
50.0 90.00
80.0 9200

93
92
.. 91
0 90
m
W 88
87
86
0
-Bed Surface
Bankfull Series
- - - Water Surface
10 20 30 40 50
Distance (ft)
60 70
STREAM: Reedy Branch
WidtfuDePill ID NUMBER: proposed riffle
Ratio DATE 8190/2002
Page 4w

Wkkh
(ft) Cross-
Sectional
Area (Sq.ft) Mean
Depth
(ft) Mai mLffn
Depth
(ft) wetted
Perimeter
(ft) HydmAc
Radius
(ft)
20.00 25.50 128 2.90 20.87 122
10.00 0.00 0.00 0.00 10.63 0.00
Identifier Distance (ft) EWmfion
(n) Ident ier Distance
(ft) Elevation
(ft)
0.0 W-00
10.0 90.00
lbf 20.0 90.00
low 25.0 88.90
30.0 87.10
35.0 88.90
rbf 40.0 90.00
. 50.0 90.00
60.0 9200

93
92
.. 91
C 90
89
m
ul 88
-Bed Surface
Bankfull Series
- - - Water Surface
87
88
0 10 20 30 40 50 w ' 70
Distance (ft)
STREAM: Reedy Branch
Vi KNUDepth ID NUMBER: proposed run
Ratio DATE WOO=
Page "w

YVk lh
(ft) Cross-
Sectional
Area (Sq.ft) Mean
Depth
(ft) fMaDftm
Depth
(ft) Wetted
Pedrneter
(ft) Hydraulic
Radius
(ft)
20.00 30.80 1.54 3.60 21.55 1.43
11.00 0.00 0.00 0.00 1229 0.00
kWffw Distance (ft) Elevation
(ft) Identifier Distance
(ft) Elevation
(ft)
0.0 92.00
10.0 90.00
20.0 90.00
24.0 88.90
27.0 86.40
35.0 88.90
40.0 90.00
50.0 90.00
60.0 92.00

93
92
91
a
89
S
W 88
87
86
0
-Bed Surface
Bankfull Series
- - - Water Surface
10 20 30 40 50 60 70
Distance (ft)
STREAM: Reedy Branch
Wldth/Depth ID NUMBER: proposed pod
Ratio DATE 8/30!2002
Page 419

Width
(ft) Cross-
Sectional
Mee (Sq.ft) Mean
Depth
(ft) Wociff rm
Depth
(ft) Welted
Perimeter
(ft) Hydraulic
Radius
(ft)
20.00 27.50 1.38 3.00 2D.96 1.31
11.00 0.00 0.00 0.00 11.68 0.00
Identifier Distance (ft) Elevation
(ft) Identifier Distance
(ft) Elevation
(ft)
0.0 92.00
10.0 90.OD
Ibf 20.0 90.00
low 24.0 88.90
28.0 87.00
FGW 35.0 88.90
rbf 40.0 90.00
50.0 90.0
60.0 92.00

93 -Bed Surface
92 - Bankfull Series
- - -Water Surface
,. 91
0 90
89 ----
0
W 88
87
86
0 10 20 30 40 50 60 70
Distance (ft)
STREAM: Reedy Bunch
WidlhlDepih ID NUMBER: proposed glide
Ratio DATE SI30/2002
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Reedy Branch Restoration
Appendix 4
Existing Channel Velocity and Entrainment
September 17, 2002 19 EcoLogic Associates
Velocity Comparison Form
Fidsdn Condition
Date Team
Stream Location
Input Variables Out ut Variables
Cross bank= mean Depth
Sectional Area (ABxF) DBKF = (ABKF/WBKF) 1.3
Wetted Perimeter (WP)
Banldiill Width (WBxF) (---(2*DBxF)+WBKF) 30.1
D84 (Riffle) mm mm/304.8 0.35
Banldi ll Slope (S) Hydraulic Radius
11/ft (ABlar/WP) 1.2
Gravitational R/D84 (use D84 in
Acceleration 32.2 FEE 3.45
WD84 u/a* Mannin n
u/u• (using ROM see Reference Reach Field Book 188, River Field Book 233) 5.90
Maud a: (Reference Reach Field Book: 189, River Field Book. p236)
V . (f m MM*, Matim: u-1.49e3'4/n) 2.7
u/u"=2.83+5.710
u•: u+ )°' 0.39
v . u-u+ 2.83+5. 84) 2.3
Mannin n b Stream Type
swam Wit` .
Mann a: (Refamw Reach Field Book: 187, River Field Book: 23 018'
vet . (from Mwnb4s equation: u-1.498 *S"/n) - 5.9
Continuity Equadon
Qww (cfk) from reeonal curve or swam coUbmtlon X130'. ,
Velockr (u-Q/A or flora skaam hydraulic peometn) 3.5
After Wildland Hydrology 2001
9/3/2002 EcoLogic Associates
ENTRAINMENT CALCULATION FORM
Stream: a Reach:
Team: Date: 12 .: .
Information Input Area
D50 Riffle bed material D50 (mm)
D"60 Bar sample D50 (mm)
D, Largest particle from bar sample (mm) 0.11 (feet) 304.8 mmlfoot
S. Existing bankfull water surface slope (ft/ft)
d, Existing bankfull mean depth (ft)
R Hydraulic Radius of Riffle Cross Section ft
1.65 y, Submerged specific weight of sediment

Calculation of Critical Dimensionless Shear Stress
4.21 D30/D"50 If value is between 3-7 Equation 1 will be used: T"a, = 0.0834(D50/D"60)-0872
0.59 D,/D50 If value is between 1.3-3.0 Equation 2 will be used: -r.1 = 0.0384(DMw)'0-887
0.0238 T *11 Critical Dimensionless Shear Stress Equation used: 1

Calculation of Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample

1.22 dr Required bankfull mean depth (ft) dr = T ,,y,D,
S.

1.15 d,/dr Existina mean bankfull depth
Required mean bankfull depth Stable
(d,/dr = 1) Aegrading
(d,/dr<1) Degrading
(d,/dr>l)
Degrading Vertical Stability of Stream

Calculation of BKF Wa ter Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0032 Sr Required bankfull water surface slope (ft) Sr = T ?yaDl
d,

1.15 S,/Sr Existing water surface sloe
Required water surface slope Stable
(SO/Sr = 1) Aggrading
(S,/Sr < 1) Degrading
(So/Sr > 1)
Degrading Vertical Stability of Stream

Sediment Transport Validation
0.28 Bankfull Shear Stress TQ =-/RS (Ib/ft2) y = Density of water = 62.4 ibs/ft3

17 to 50 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190

0.19 to 0.55 Predicted shear stress required to Initate movement of D, (mm) (see Shields Diagram: Blue field
book: 238 . Red field book: 190
9/23/2002 EcoLogic Associates
Reedy Branch Restoration
Appendix 5
Reference Reach Vicinity Map
September 17, 2002 20 EcoLogic Associates
j?Gi: ERE Lr-E REAC44 Vic.l N lTy MAP

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s-D l opoQuacla copyright rfl 1999 DeLorme Yarmouth, ME 04096 Source Date: USGS 0 ----- 1950 ft Seale: 1 : 24,000 Detail: 13-1 Datum: WG.S84
9/3/2002 EcoLogic Associates
Reedy Branch Restoration
Appendix 6
Planview of Existing Conditions
September 17, 2002 21 EcoLogic Associates
Reedy Branch Restoration
Appendix 7
Planview of Proposed Channel with.Structures
September 17, 2002 22 Ecologic Associates
Reedy Branch Restoration
Appendix 8
Proposed Longitudinal Profile
September 17, 2002 23 EcoLogic Associates
Reedy Branch Restoration
Appendix 9
Proposed Channel Velocity and Entrainment
September 17, 2002 24 EcoLogic Associates
Velocity Comparison Form
Proposed Conditions
Date Team
Strewn M, 'MOM Location low,
Inputariables Output Variables
Bankffill Cross
Sectional Area (AB1a) Bankftdl Mean Depth
DBX = (ABKF/Wmar)
1.2

Banlfull Width (WBlar) Wetted Perimeter (WP)
(~(2*DBxF)+WBxF)
22.4
D84 (Rift mm nm /304.8 0.35
BwMull Slope (S)
ft/ft Hydraulic Radius
, .9. (AB1ar/WP)
1.1
Gravitational
Acceleration R/D84 (use D84 in
32.2 FEE
3.02
R/D84 u/u* Mannin n
u/u* (ui R/D84: we Refuence Reach Field Book: 188, River Field Book 233) 5.57
MOnnlnp n: erwee Reach Fiekl Book: 189, River Field Book: 236)
Velocity: (from Marm4s "ation: u-1.49R7eS 4/n) 2.3
u/u*-2.83+5.71 84
u*: U* -WY" 0.37
Velocity: u-u*(2.83+5. 84) 2.0
Mannlin n b Stream Type
Stream 1?ype ::i`C4' to
Manninp n: (Reference Reach Field Book: 187. River Field Book: 237) ?fl.018
Velocity: (from NlwatiiVs equation: u-1.4W*S"/n) 5.4
Continuity Equation
Qmw (cfs) from roooml curve or Amm a calibration ' `S130 ..
Velocity: (u-Q/A or frrom stream hydraulic jemeq) 5.4
After Wildland Hydrology 2001
9/3/2002 EcoLogic Associates
ENTRAINMENT CALCULATION FORM
Stream: Reach: h .

Date:
Team:
KPOW
Information Input Area
D50 Riffle bed material D50 (mm)
D?50 Bar sample D50 (mm)
D, Largest particle from bar sample (mm) 0.11 (feet) 304.8 mm/foot
S. Existing bankfull water surface slope (ft/ft)
d, Existing bankfull mean depth (ft)
jpgjy=', IM R Hydraulic Radius of Riffle Cross Section ft
1.65 y: Submerged specific weight of sediment

Calculation of Critical Dimensionless Shear Stress
4.21 D50/D"80 if value is between 3-7 Equation 1 will be used: -r a = 0.0834(D60/D"60)A.872
0.59 DVD50 If value is between 1.3-3.0 Equation 2 will be used: -rd = 0.0384(D,/D50)'0*887
0.0238 r*., Critical Dimensionless Shear Stress Equation used: 1

Calculation of Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample

1.16 dr Required bankfull mean depth (ft) dr = T?
Se

1.04 d,/dr Existina mean bankfull depth-
Required mean bankfull depth Stable
(d,/dr = 1) Aggrading
(d,/dr<1) Degrading
(d,/dr>1)
Stable Vertical Stability of Stream

Calculation of BKF Wa ter Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0038 Sr Required bankfull water surface slope (ft) Sr = T 0,y,D,
de

1.04 S,/Sr Existina water surface slope
Required water surface slope Stable
(S,/Sr =1) Aggrading
(S,/Sr < 1) Degrading
(S,/Sr > 1)
Stable Vertical Stability of Stream

Sediment Transport Validation
0.28 Bankfuil Shear Stress TQ =yRS (Ib/ft2) y = Density of water = 82.4 Ibs/ft3

17 to 50 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue field
book: 238, Red field book: 190

0.19 to 0.55 Predicted shear stress required to initate movement of D, (mm) (see Shields Diagram: Blue field
book: 238 Red field book: 190
9/23/2002 Ecologic Asscociates
Reedy Branch Restoration
Appendix 10
Preliminary Planting Plan
September 17, 2002 25 EcoLogic Associates
Streamside Vegetation & Planting Plan
Reedy Branch, Alamance County
North Carolina Wetland Restoration Program
Introduction & Site Preparation
The stream restoration vegetation plan will consist of the preservation of suitable existing
vegetation, the reuse (transplanting) of existing woody and herbaceous plants that require
relocation, and the addition of new, native plant material. The work will consist of
preparing the planting areas including the addition of fertilizer and soil amendments,
identifying, extracting, preserving and planting transplants and installing herbaceous seed
mix, live stakes, bareroot seedling trees, mulch, and anchored ground cover materials.
Seed and plant materials will be placed on/in the stream banks, the floodplain (bankfull
bench), access areas and any other areas disturbed by construction.
A serious effort should be made to retain and protect existing native vegetation that is
well-rooted, healthy and appropriately sited alongside the impacted channel. In those
areas, plants suitable for reuse should be flagged by someone familiar with native riparian
flora, then carefully extracted for subsequent transplanting.
Those areas of the site that become or have previously been compacted by construction
equipment, trucks, etc. should be ripped with a subsoiler, raked and left in a rough, loose
condition. Subsoil ripping should also occur on exposed banks and other denuded areas
where trees are to be planted. The surface should be left rough for tree planting, with the
orientation of any furrows being parallel to the stream and perpendicular to the slope.
Following this step, the surface can then be prepared for seeding using rubber tired
equipment or by hand to avoid re-compaction.
Seeding
Seedbed Preparation
On areas where equipment can be operated safely, the seedbed shall be adequately
loosened and smoothed. Foreign material and obstructions should be removed at this
time. Disking and/or cultipacking may be necessary. On sites where equipment cannot
operate, the seedbed should be prepared by hand. All surfaces should be scarified to
produce a surface where seed can stay in place until successful germination. If seeding is
done immediately after construction, seedbed preparation may not be required except on
compacted or freshly cut areas.
Fertilizing
Note that fertilizing areas where native grasses are to be established is not recommended
until the second or third year of growth. In areas outside of the riparian easement where
9-1-2002 EcoLogic Associates, P.C.
Reedy Branch Planting Plan, Cool Season
pasture grasses are to be restored fertilizer and lime are recommended. Evenly distribute
lime and fertilizer over the area to be seeded. Uniformly mix the lime and fertilizer into
the top 3 inches of soil. Apply lime and fertilizer according to soil test results or at the
following rates:
Lime 50-100 lbs./1000 sq. ft. (1-2 tons/acre).
Fertilizer (10-10-10) 9-12 lbs./1000 sq. ft. (400-500 lbs./acre)
Permanent Seeding
Use in combination with woody plantings and transplants on the bankfull bench, on side
slopes and upslope of the channel in the riparian buffer. A mixture of native grasses and
herbs should be used. Competing, sod-forming grasses like fescue and bluegrass should
be removed by either mechanical or chemical methods before planting native mixes.
Seeding should occur before coir fiber mats are placed on the subgrade.
Late summer through early fall is the ideal planting time for many native, perennial
grasses and herbs. Omit the fertilizer when planting native herbaceous species to reduce
weed production. The native grasses and herbs should be used when enhancing wildlife
habitat is a goal of the riparian planting. For Reedy Branch, winter seeding is anticipated.
Cool Season Seedinsz
A grass and herb mix similar to the following is recommended and commercially
available from several sources. Otherwise, a custom blend can be obtained and mixed
locally. Soil temperature must be above 32°F for proper germination. Seed should be
spread on a suitably prepared surface free of obstructions and competing weedy species.
Seed germination can be further enhanced by pressing the seed into the seedbed using a
roller.
Seed mixture for the riparian corridor:
Annual Rye 20%
Virginia Wild Ryegrass 20%
Fowl Bluegrass 20%
Nodding Smartweed 20%
Showy Tickseed 10%
Switchgrass 5%
Hop Sedge 2.5%
Fringed Sedge 2.5%
The recommended rate is 20 lbs./acre.
A mixture similar to this can be purchased from Ernst Conservation Seeds (Seasonally
Flooded Area Annual and Perennial Wildlife Food Mix ERNMX #128)
Additional seed mixes suitable for the floodplain portion of the restoration. Examples of
seed mixes include: the Wildlife Food and Shelter Shrub Mix, (ERNMX #138) which
9-01-2002 EcoLogic Associates, P.C.
Reedy Branch Planting Plan, Cool Season
includes a nice mixture of herb and shrub species that would compliment the hardwood
trees of the floodplain, or the Flood Plain Wildlife Mix (ERNMX #154) which contains
one of the widest ranges of plant diversity in a commercially available mixture, or the
Shaded Roadside Mix, (ERNMX #140) which can be planted around and under the
existing trees and will help establish an herb layer appropriate to the developing
hardwood forest.
The designers preference would be to plant a mixture suitable for occasional flooding
(#128) within the channel and along any additional low spots in the floodplain. A
different shade adapted plant mix (#140) should be planted in disturbed areas under
existing mature trees and along the forest edge where full sunlight might be
problematical. The remaining open floodplain should be planted with a combination of a
wildlife herb and grass mixture (#154) with inclusions of small patches of a wildlife
shelter shrub mixture (#138). This combination of seed mixes will provide the most
chance of establishment of a successful, diversified and ecologically functional riparian
restoration.
Mulchinu
Mulching shall be performed at the time of seed sowing or within 48 hours of that time.
Weed-free grain straw shall be applied on seeded areas at a rate of 3 bales per 1000
square feet or 1.5 tons per acre. Mulch shall be applied uniformly, preferably with a
straw blower. Mulch shall then be anchored with a mulch crimper, asphalt tackifier,
organic tackifier, or held in place with appropriate mulch netting.
Sod Mats
Strip and stockpile mats of existing desirable herbaceous vegetation. Ensure that several
inches of soil remains attached to the vegetation. The root system should be kept moist
and protected from direct sunlight and drying winds while the vegetation is stockpiled.
These mats can be placed on the bankfull benches and lower slopes of the stream banks
and anchored in place with stakes. Native sedges, rushes, grasses and riparian herbs are
preferred for use as sod mats. Fescue and other sod-forming grass species may be
acceptable only if they can be transplanted in areas where they will not compete with the
establishment of native grasses or native perennial trees and shrubs.
Woody Plant Installation (Trees and Shrubs)
Care and Handling
All planting stock shall be handled in such a manner as to promote the health and vigor of
the plant material and reduce the stress of transplanting and reestablishment. This means
that all woody planting shall occur in the plant's dormant season, normally from about
November 15 to March 3 L. Planting stock shall be stored in a cool and moist
environment and protected from direct sun and drying winds. Roots of bare root stock
shall be kept moist before and during planting operations. Stock shall be kept moist at all
times. Live stakes shall be prevented from drying and kept in a dormant condition, which
may require daily moisture addition and refrigeration if the weather is warm. Damaged
roots or shoots should be pruned appropriately before or during installation..
9-01-2002 - EcoLogic Associates, P.C.
Reedy Branch Planting Plan, Cool Season
Salvage of Existing Vegetation
There are elderberry, silky dogwood, river birch and tag alders that occur along the
channel that will transplant well during construction. These plants should be dug in such
a way as to maximize the rootball and set immediately in the new location. The top of
the plant should be pruned to remove at least one half of the plants stem mass.
Plantin
New woody plant material shall be installed in the restoration corridor as shown on the
plans to enhance biodiversity, which improves both ecological function and aesthetics.
This also allows the introduction of species that would not reestablish on their own and
provides for site selection to enhance plant performance and restoration success. Planting
stock may include containerized, bare root or balled and burlaped trees and shrubs. Bare
root seedlings should be planted using a spade or dibble. Rooted plants should be planted
in holes sized to match the existing container or root ball.
Plant bare root and rooted stock in a vertical position with the root collar even with the
soil surface. The planting trench or hole must be deep enough and wide enough to permit
the roots to spread out and down without bending the primary root structures. Care
should be taken to prevent breaking or damaging the roots or "J" planting of taproot
structures. Make sure that the roots are in contact with soil and no air pockets remain
after the soil has been packed and firmed around the plant. Dormant plantings should be
inserted to a depth that allows them to reach adequate soil moisture.
Species Selection
It is important to plant as much diversity as is available to enhance the wildlife value,
aesthetics and resilience of the riparian corridor restoration. A minimum of 4 to 8 tree
and shrub species should be selected to enhance the species diversity that occurs naturally
at the site. The density, effectiveness and ecological function of the woody plantings will
be enhanced by combining canopy trees, understory trees and shrubs in a mixture that
approximates a natural riparian forest that would occur at an undisturbed site.
Bare root and containerized woody species should be planted on the upper portion of the
bank and within the upslope riparian corridor. Live stakes and transplanted material
should be planted on the bankfull benches and just above the toe of the banks.
Planting Density
Tree Species Plant Spacing = 8 feet
Shrub Species Plant Spacing = 5 feet
Target density of plantings at maturity:
680 plants/acre initial stock density
1740 plants/acre initial stock density
320 trees/acre and 1200 shrubs/acre.
Tree Species Suitable for Reedy Branch Restoration
Black Willow, Green Ash, Sugar Maple, Sycamore, American Chestnut, Hackberry,
River Birch, Bitternut or Pignut Hickory, Persimmon, Black Walnut, Black Gum,
9-01-2002 EcoLogic Associates, P.C.
Reedy Branch Planting Plan, Cool Season
Sourwood, Black Cherry, Red Oak, Water Oak, Black Locust, American Elm, Pawpaw,
Dogwood, Redbud, American Holly and Fringetree.
Shrub Species Suitable for Reedy Branch Restoration
Buttonbush, Hazelnut, Elderberry, Red Chokeberry, Silky Dogwood, Spicebush,
Serviceberry, Hawthorne, Highbush Blueberry, Tag Alder, Witch Hazel, Sweet Shrub,
Sweet Pepperbush, Winterberry, Blackhaw and Yellowroot.
Recommended Species for Reedy Branch Restoration
Based on observations of the natural riparian communities in the Alamance County
region, there are several plant species that are recommended. It can be assumed that Red
Maple and Tulip Tree will establish themselves voluntarily in the restoration reach as
they are well represented in the adjacent forests.
The added woody plants may include Sycamore, Southern Red Oak, Schmard Oak,
Pignut Hickory, Green Ash and Black Willow as eventual canopy species. Subcanopy
species may include Dogwood, Redbud, American Holly, Fringetree and Sourwood.
Shrub species may include Elderberry, Tag Alder, Highbush Blueberry, Silky Dogwood,
Red Chokeberry and Hawthorne.
This mixture will maximize the vertical diversity for wildlife, produce a wide range of
fruit and seed types, and provide the human neighborhood with seasonal displays of
flower, fruit and leaf color.
Live stakes
Some of the species recommended above can best be propagated as live stem cuttings
called live stakes. Live stakes and other cuttings should be dormant at the time of
installation. They are typically'/2 to 1 inch in diameter and 2 to 3 feet long. They should
have a pointed end at the bottom to facilitate driving into the bank. The live stakes can
be purchased, harvested off site, or occasionally harvested on site from dormant trees and
shrubs.
The stakes shall be planted on a 3-foot center-to-center spacing in staggered rows as
shown on the plans. The number and location of live stake rows will be determined in
the field by the size and shape of the bank and the location of transplants, sod mats and
existing woody vegetation.
Stakes shall be driven into the ground perpendicular to the slope with a dead-blow
hammer. Two-thirds of the stake's length should be driven into the ground unless the
stake "refuses" in dense soil or on a rock or root or other buried obstacle. If less than 12
inches of penetration is achieved, the stake should be removed, discarded if damaged, and
a replacement stake should be driven nearby. Damage from hammering should be cut off
promptly with sharp loppers, leaving a clean, angled cut less than 6 inches above the
ground surface.
9-01-2002 EcoLogic Associates, P.C.
Reedy Branch Planting Plan, Cool Season
Live Stake Species Recommended for Reedy Branch Restoration
The live staking should include a mixture of at least three of the following species, with
no more than 40% and no less than 15% of any one species.
Black Willow, Silky Dogwood, Redosier Dogwood
Woody Plant Protection
The use of tree shelters, bark wrap, fencing or chemical deterrents may be necessary at
Reedy Branch to prevent damage by deer. The shelters can be used on the more valuable
material and the most slow-growing and hard to establish species. These shelters will
also accelerate the growth of the woody plants so that they can withstand herbivore
attack. Anti-browsing chemical deterrents may also be needed to train the animals to
avoid the plantings until they become established.
9-01-2002 EcoLogic Associates, P.C.
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facer SPECIMEN 1REE -SIZE MID TYPE - ~s, ~ s~ ~ ~ ~ i ~ ti PLAN ~s, I
, , SPIOT ELEYAl1AIV \ ~ . - A ~ ~ ~ ~ VIEW -
~ j
_ , ROCKY ARFa _ _ _ i l
N ~ / ~ 1
=4' ~ ~ SCALE: 1 0
eARSe~ WIRE ~TVCE ~sawE ELECTRIC) ~ ~ ~ ~ DATE:9/03/02 ~ ~ ~ ~
CROSS SANE ~ DRN, BY: KDH i
~ ~ ' - ~ CHECKED BY: ~ ~ ,
~ a N
ROOT WAO `°"'r' PROJECT 0, 1 sa ,v
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STING THALWEG EXI
OSED THALWEG - - - _ PROP
2500 512.D7 570.52
2075 573.0 569.41 2517 572.04 570.64 E 5 573.01 572.D1 57D.81 573.5 CROSS V
514.25 572.95 2090 572.9' 1510 0 572.98 571.43 2527 0.75 4 571.54 2535 512.00 57 NO. DESCRIPTION DATE
575.31 574.06 D 514.21 570.61 2105 572.9 1027 153 572.61 113 572.9 5 572.9 CROSS VANE 92 571.72 574 254D 571.99 570.69 VISIONS 3 572. RE
0.02 578.82 581 CROSS VANE 1037 575.29 573.99 1550 574.16 2 471 58 572.9 571.66 2550 571.96 568.36 ~D 572.91
00 515.21 571.67 1570 574.12 512.72 2120 KF EL TW Elev Top Bank Structure 480 580.00 579 1047 .68 B 3 74.09 572.89 576 CROSS VAN 2125 572.9 Station CROSS VANE 519.99 578.90 1067 575.23 57 1583 5 571.60 2560 571.94 57D.39 .5 572.90
0 58120 580 5~ 486 515.18 573.76 1603 574.05 572.80 2130 572.8 569.29 2576 571.91 570.51 ANE i0 572.69 571.89 570.69 573 CR05S V
.12 579.87 496 579.96 578.70 1081 578 CROSS VANE 33 581 575.16 573.96 1615 574.02 572.72 2145 572.E ~5 572.85 571.30 2581 571.42 2815 571.82 510.57 ;D 572.82 CROSS VANE 571.78 570.48
1,08 579.79 511 519.92 518.80 1097 7 43 ~ 575.12 573.8 1630 573.99 510.39 2160 572.E 1.07 577.47 526 579.89 578.60 VAhE 1115 39 572.80 571.6D 575 2635
53 58 581 CROSS 575.10 573.80 650 573.94 572.39 2169 572.f 81.02 579.47 536 519.77 578.51 Id 1125 1 572.49 73 5 boulderfie 575.08 571.48 73 5]3.89 2180 572.~~ 571.53 2650 571.74 568.14 gD 572.78 571.70 570.15
.97 579.57 580 579.24 571.90 1135 16 580 field 86 572.66 576.5 CR05SVANE 2185 512• 93 82 CROSS VANE 579.00 578.30 boulder 1150 575.04 573.49 1688 573. 5 572.77 571.47 2670 .26 8 571.66 570
103 580.94 579.74 5 600 boulder field 575.01 573.61 573.82 572.57 572. 8.40 517.50 1165 E 1708 2195 572.74 569.14 2690 3 572 CROSSVANE 95 571.63 570.4
580.80 579.65 650 57 boulder field CROSS VAN 120 DD 574.99 573.79 578 1128 573.77 572.47 2210 572. 572.71 571.16 2702 End project 10 27 2750 571.52
580.88 579.58 695 577.86 577 der field 1172 73.73 130 575.50 bout 80 574.98 5 1738 573.75 570.15 2230 572. 580.85 577.25 7q1 577.31 CROSS VANE 11 30 572.67 571. ROSS VANE 572.65 571.45 574 C '36
140 75.50 579 574.96 573.66 1158 573.71 572.16 2236 512. 580.81 579.26 766 576.71 5 1190 33 155 575.40 574.93 571. 1778 573.66 572.26 2280 512. X80 572.56 571.31
5$0.77 579.37 791 576.63 1200 .34 3 3.64 572.44 515 CR05S VAN 305 512. 171 583 CROSS VANE 576.51 575.30 12P0 574.89 57 57 2 i05 572.50 571.20
0.75 579.55 807 1788 572 181 58 575.10 574.85 573,45 573.58 572.33 576.39 1240 Vp,NE 1815 2320 i20 572.41 568.87 INAL LOGITUD
195 580.71 579.46 817 bedrodcoutcrop CROSS 512 574.90 47 514.83 573.63 578 1820 573.57 512.27 2345 345 572.41 570.86 7 570.91 PROFILE
~ 580.70 579.40 837 576.15 12 20 574.45 70 574.78 573.53 573.55 569.95 2365 572 580.66 577.06 857 575.91 ANE 12 1830 365 572.3 CROSS VANE 379 572.34 571.14 573
216 514.00 518 CROSS V 514.74 573.44 573.50 571.95 2379 572 580.61 579.06 887 575.79 1290 1850 236 574.39 574.69 571.09 573.46 512.06 2990 572 390 572.32 571.07
580.56 579.16 ggD 575.64 1310 1810 6 10 3.43 572.23 514 CR05SVANE 5 57i 25 CROSS VANE 574.65 573. 57 239 95 572.30 571.00 3
580.54 579.34 582 865 575.63 574.33 1330 1883 266 572.02 574.60 573.20 573.33 572.08 57i 79.25 575.62 1350 Vp,NE 1928 2405 405 572.28 568.68 .1' = 20'
280 5 890 573.29 571.99 4.03 514.57 573.37 576.5 CROS 1948 2420 51; 580.48 579.18 905 575.58 57 1363 572.25 570.70 SCALE. 42D 9/03/02
~ 5 574.15 574.55 573.30 573.24 569.64 57 576.84 575.5 1375 1968 2433 306 580.44 820 574.33 518 CROSS VANE '433 572.22 570.82 DATE: 571.00 573 CROSS VANE ~q41 572.20 DRN. BY: KDH
53 0 574.52 573.22 1 ggg 573.18 571.63 2441 5l gP6 580.39 578.84 927 575. 139 ~ 572.16 570.91 CHECKED BY: .460
9 574.24 p 574.47 570.87 2018 573.13 571.73 E 2460 571 848 580.34 578.94 947 575.4 141 88 572 573.09 571.89 574 CROSSV 70 57 ~47D 572.14 570.84
0.31 579.11 581 CROSS VANE 57 575.47 574.17 1430 574.43 2036 24 356 58 9 5.45 571.85 455 574.37 572.97 2055 513.05 571.80 2480 57 X480 572,12 568.52 PROJECT N0:
386 58021 579.00 967 57 1 .3q 573.14 576 CROSS VANE 573.03 571.73 580.20 578.90 9B7 575.40 573.85 1470 5]4 2065 400
16 578.70 575.36 573.96 1490 574.30 573.05 416 580. 1001 574.14 578 CROSS VANE
436 580.11 578.80 1017 575.34 SHEET 8 4F 16
456 580.116 578.60 DRAWING

oO~DE£ ~~00 y n w
NNUU ~~~L v
1 I y ~\UU a
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z. ETAI Li PLUG DETAIL ~ ~ ~ a CHANNEL o
-VANE ~ 1 1 ; CROSS DETAIL
ROOT WAD U d ~
o ~ ~
INSTALLATION PLAN VIEW ~ N aQ
~a FLAW o~Z
A TRENCH S1-1ALL BE DUG IN SUCH A MANNER THAT
THE FOOTER ROCKS, CRASS HEADER RACKS AND A a Q H
MINIMUM OF 1/3 OF THE WING HEADER ROCKS ARE 8 n ~~ao ~ ~
FLOW a M BED SURFACE ELEVATION, AN R 24 X24 X24 BURIED BENS ATH THE BOULDE NTAINS A z A' ° ~ W A _ o~W
EXCAVATOR, WITH A BUCKET THAT CO - - ~~a WNl7
HYDRAULIC THUMB, SHALL BE USED TO PLACE ROCKS
WITH THE SUPERVISION OF THE ENGINEER, HEADER SHALL BE APPROX. 36"X36"X24'
AND FOOTER ROCKS WITH THE MINIMUM DIMENSIONS BEING 24' ALONG ANY
AXIS, THE UPPER LIMIT OF BOULDERS SHALL BE EXISTING CHANNEL =
APPDRVED BY THE ENGINEER PRIOR TO INSTALLATION B ~ z
MIN, ROOT WAD FOOTER ROCKS SHALL BE PLACED M DF THE STRUCTURE z o a ~
E T E R 12 F RST WITH HEADER ROCKS PLACED ON TOP PRIOR TD DIAM I ~aa
FILLING OF THE TRENCH, IN THE CENTER OR ROOT WAD BACK R CKS mw~ ~O
SS PORTION OF THE CHANNEL THE HEADER 0 TH 12-20 CRD THE TOP LEND IN SUCH A MANNER THAT F-
SHALL BE PLACED DF THE HEADER ROCK IS AT AN ELEVATION EQUAL 0~~
T THE PROPOSED BED ELEVATION. ANON-WOVEN CHANNEL w w PROPGSED ~ w ~ U ~
PLAN VIEW D AND GEOTEXTILE SHALL BE PLACED IN THE TRENCH W '1
WRAPPED OVER THE TOP OF THE HEADER ROCKS WITH
APPROX. 2' OF OVERLAP. ROCK FILL MATERIAL SHALL
E BACK FILLED AROUND THE FABRIC AND TAMPED DOWN, B N
THE HEADER ROCKS ON THE SIDE OR WING PDRTID
SHALL BE PLACED IN SUCH A MANNER AS THEY SLOPE UP FROM THE BED ELEVATION AT THE CROSS PORTION, PLUGS TO BE LOCATED AS SHOWN ON THE
TO THE BANK AT APPROX. 15% SLOPE AND MEET THE LCHANNEL R CTED BY ~ ANS AND AT ETHER LOCATIONS AS DI E PL Q
BANK AT A 20 DEGREE ANGLE. HEADER AND FOOTER THE ENGINEER, ~
ROCKS AT BOTH BANKS SHALL BE TIED IN SECURELY FOOTER LOG AT ELIMINATES THE OPE THAT IS ADJACENT TU PROPUSED STREAM U 2.SIDE SL N THAT REGION,
a TO THE BANK IN SUCH A WAY TH N DS TD MATCH PROPOSED CROSS SECTION I O EE IRECTED BY ~
DIAMETER 10-24 P SSIBILITY OF WATER DIVERTING AROUND THEM, A CROSS-SECTION D ,THIS STRUCTURE SHALL BE PLACED AS D 3 ~
R CK SILL SHALL BE CONSTRUCTED PERPENDICULAR a THE ENGINEER, a HANNEL PLUG INTO THE BED AND BANK A MINIMUM Z Z
FROM THE STREAMBANK. A TRENCH SHALL BE DUG CH THAT THE TOP OF THE ROCKS ARE JUST BELOW SU THEN 4,KEY THE C FOOT, O C]F 1 ~
THE BANKFULL ELEVATION. THE TRENCH WILL
BE BACKFILLED WITH SOIL, ROCKS LESS THAN 24 ~a a ~
INSTALLATION ANY DIMENSION DR ROCKS NDT ACCEPTABLE ALONG U O
FOR USE IN OTHER STRUCTURES MAY BE UTILIZED H = U1
HALL BE DUG ALONG THE TOE OF THE N CONSTRUCTION OF THE SILL AND TO FILL IN GAPS A TRENCH S T R I w
A DEPTH DF THE DIAMETER OF THE F00 E TWEEN HEADER AND FOOTER ROCKS AS APPROVED BANK TD BE ~ ~ A_A~ o
A PRUNED FOOTER LOG (DIA 10-24 > SHALL BY THE ENGINEER. LOG N THE PLACED AT THE TOE OF THE CHANNEL A D SECTION z
BE ~ H 12-20') OT WAD (MIN. BASAL DIAMETER 12 ,LENGT RO H ROOT 0
A L BE PLACED DIRECTLY ABOVE IT. T E SH L THAT THE SIL L PRGPOSED H z 6 TGPSGIL ~ a
MASS SHALL BE ORIENTED IN SUCH A WAY BANKFULL S ° ~ CHANNEL ~
CITY VECTORS OF THE WATER ARE ALIGNED VELD PLAN VIEW A w 1 W
TH THE TRUNKS LOGITUDINAL AXIS AND WILL A WI REE ANGLE, ~ ~
INTERSECT THE ROOT MASS AT A 90 DEG -I 1 W
SHALL BE NO VOID BEWEEN THE ROOT MASS THERE THE CHANNEL, a
AND THE BANK DN THE UPSTREAM SIDE OF OULDER MAY BE PLACED ON THE DOWNSTREAM A B AM SIDE CHANNEL B~TT~M
DN TDP OF, AND ON THE UPSTRE 1/ 3 SIDE, K TO PROVIDE _ - _
BETWEEN THE ROOT MASS AND THE BAN - ,
NTROL AS DIRECTED BY THE ENGINEER. ' _ _ EROSION CO 1/3 ~ ~ \
RS FOR THE ROOT WAD STRUCTURES SHALL ~ _ BOULDE X 4X24 )
BE LARGER THAN 0,66 TON (OR APPRO _ _ _
AS APPROVED BY THE ENGINEER, 1/3 ~+ces ea-~o o~
PREFFERED METHOD FDR INSTALLATION DF A THE TRUNK DF N0. pE$DkIPTiON DAiE
RDDT WAD IS TO DRIVE THE SHARPENED
ROOT WAD INTO THE STREAMBANK USING AN THE TOE OF SLOPE SECTION B-B' REVISIONS
VATDR CONTAINING A HYDRAULIC THUMB. IF EXCA THE TRUNK KEY INTO
T IS DEEMED NOT POSSIBLE TO DRIVE I G IN THE BANK INTO THE BANK, A TRENCH SHALL BE DU
THE TRUNK SHALL BE PLACED IN THE TRENCH. AND PACTED, ~ BANK AND BED MIN, 1
HALL BE BACKFILLED AND COM SECTION A-A THE TRENCH S
ALL DISTURBED OR FILL MATERIAL SHALL BE PROPOSED
COMPACTED TO A DENSITY COMPARABLE TO THE N CHANNEL BANKFULL
AL UNLESS IN CROSS I ADJACENT UNDISTURBED MATERI
APPROVED BY THE ENGINEER. H ADER RO KS PROPOSED BED OTHERWISE
T RIALS FOR THIS STRUCTURE SHALL BE ELEVATION ALL MA E T INSTALLATION.
APPROVED BY THE ENGINEER PRIER D TING STREAM BOTTOM EXIS
FOOTER ROCKS T WADS SHALL BE AS SHOWN ON THE PLANS OR
STATIONING OF ROO THE ENGINEER. THE ACTUAL NUMBER OF ROOT AS DIRECTED BY T FAN DETAILS
RY WILL DEPEND ON THE SIZE OF THE ROO HEADER AND FOOTER ROCKS WADS NECESSA OF 'X24'
TUAL CONDITION DF THE SITE AT THE TIME APPROX. 36 X36 AND THE AC
CONSTRUCTION, b`~ ~i~- 6 a W , . ~ n ~
;,y. ~ xRs~.
SECTION B-B' a, ~ " ~ ~ ~ SCALE: NU SCALE
DATE: 9/03/02
DRN. BY: KDH
2-15 1 PROPOSED BED CHECKED BY:
- BANK ON ELEVATI PROJECT N0:
GEOTEXTILE SCOUR HOL
SHEET 9 OF 16
DRAWING

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AdtA CP N0. CONTROL POINTS ~ ~ ~ ~ i ( fE CONTROL POINT CHART) I i ~q qi .A> , ~ ~ ~ (i
TREE L!N ~YY1 e 1 ~ ~ ~ N / ~ ~ i Z ~ ~ ~ ~ ~ I -p UI ~6q - ~b ~ ! ~ ~ ~ ? Q
I t O 0 ~ I C ~v ~ ~ ~y~', 0,
~ SPECIMEN TREE -SIZE AND T1PE I l ~ ~ ~ ~ 1, 1 ~ ` ~ i ~ ~ ~ ~ - _ ~ ~ I,
~ SPOT ELEVATION \ ~ I ~ ~ a ~ ? ~ ~ ~ ~ ~ ~ . ~ ~ , z~~~
~ ~ ~ ~ ~ ~ ~ ~ r-~ 1 ~
~ ROCKY ~ jf_ AREA A u ~ ~ ~ F ~ ~i i - a ~ I ,
a ~ ~ ~~r, E, ~
DISTURBED/PLAN11N6 AREA ~a .
r,r; i ~ ~ , V ~f ~ k~ - ~ 1 ~
&IRBED WERE FENCE (SOME ELECTRIC) 1 i ,
iti ~ i ~ y 5 ~ j
CROSS VANE
~i i - ' ~ I -
tt~
ROOT WAD N0. DESCRIPTION DATE
~ ~ , ~ REVISIONS
40 z0 0 40 80 120 v~,a
,es - ~ , _ y
i
1''
o.
i
069_. 7
~I
PROPOSED
VIEW
w _z
J i 590
I
~ ~ ~ (g~ ~ 9 v ~ R ~ ~ P n N /
~ w ~ Q g ~ ~ ^ ~ ~ ~ ~ ~ ~ n ~ ~ " ~ a ~ ~ ~ ~ ~ ~ ~ a ~ ~ SCALE, l = 40 j n ~n a a 580 n ~ ~ ~ ~ F ~ ~ F 6 ~ ~ ~ .9/03/02
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AAA CP N0. CONTROL POINT (SEE CONTROL POINT CHART) ~ ~ \ ~ ~E N, , ~ ~ ~
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facer SPECIMEN 1REE -SIZE MID TYPE - ~s, ~ s~ ~ ~ ~ i ~ ti PLAN ~s, I
, , SPIOT ELEYAl1AIV \ ~ . - A ~ ~ ~ ~ VIEW -
~ j
_ , ROCKY ARFa _ _ _ i l
N ~ / ~ 1
=4' ~ ~ SCALE: 1 0
eARSe~ WIRE ~TVCE ~sawE ELECTRIC) ~ ~ ~ ~ DATE:9/03/02 ~ ~ ~ ~
CROSS SANE ~ DRN, BY: KDH i
~ ~ ' - ~ CHECKED BY: ~ ~ ,
~ a N
ROOT WAO `°"'r' PROJECT 0, 1 sa ,v
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SHEET 4 OF 16 ~s~
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STING THALWEG EXI
OSED THALWEG - - - _ PROP
2500 512.D7 570.52
2075 573.0 569.41 2517 572.04 570.64 E 5 573.01 572.D1 57D.81 573.5 CROSS V
514.25 572.95 2090 572.9' 1510 0 572.98 571.43 2527 0.75 4 571.54 2535 512.00 57 NO. DESCRIPTION DATE
575.31 574.06 D 514.21 570.61 2105 572.9 1027 153 572.61 113 572.9 5 572.9 CROSS VANE 92 571.72 574 254D 571.99 570.69 VISIONS 3 572. RE
0.02 578.82 581 CROSS VANE 1037 575.29 573.99 1550 574.16 2 471 58 572.9 571.66 2550 571.96 568.36 ~D 572.91
00 515.21 571.67 1570 574.12 512.72 2120 KF EL TW Elev Top Bank Structure 480 580.00 579 1047 .68 B 3 74.09 572.89 576 CROSS VAN 2125 572.9 Station CROSS VANE 519.99 578.90 1067 575.23 57 1583 5 571.60 2560 571.94 57D.39 .5 572.90
0 58120 580 5~ 486 515.18 573.76 1603 574.05 572.80 2130 572.8 569.29 2576 571.91 570.51 ANE i0 572.69 571.89 570.69 573 CR05S V
.12 579.87 496 579.96 578.70 1081 578 CROSS VANE 33 581 575.16 573.96 1615 574.02 572.72 2145 572.E ~5 572.85 571.30 2581 571.42 2815 571.82 510.57 ;D 572.82 CROSS VANE 571.78 570.48
1,08 579.79 511 519.92 518.80 1097 7 43 ~ 575.12 573.8 1630 573.99 510.39 2160 572.E 1.07 577.47 526 579.89 578.60 VAhE 1115 39 572.80 571.6D 575 2635
53 58 581 CROSS 575.10 573.80 650 573.94 572.39 2169 572.f 81.02 579.47 536 519.77 578.51 Id 1125 1 572.49 73 5 boulderfie 575.08 571.48 73 5]3.89 2180 572.~~ 571.53 2650 571.74 568.14 gD 572.78 571.70 570.15
.97 579.57 580 579.24 571.90 1135 16 580 field 86 572.66 576.5 CR05SVANE 2185 512• 93 82 CROSS VANE 579.00 578.30 boulder 1150 575.04 573.49 1688 573. 5 572.77 571.47 2670 .26 8 571.66 570
103 580.94 579.74 5 600 boulder field 575.01 573.61 573.82 572.57 572. 8.40 517.50 1165 E 1708 2195 572.74 569.14 2690 3 572 CROSSVANE 95 571.63 570.4
580.80 579.65 650 57 boulder field CROSS VAN 120 DD 574.99 573.79 578 1128 573.77 572.47 2210 572. 572.71 571.16 2702 End project 10 27 2750 571.52
580.88 579.58 695 577.86 577 der field 1172 73.73 130 575.50 bout 80 574.98 5 1738 573.75 570.15 2230 572. 580.85 577.25 7q1 577.31 CROSS VANE 11 30 572.67 571. ROSS VANE 572.65 571.45 574 C '36
140 75.50 579 574.96 573.66 1158 573.71 572.16 2236 512. 580.81 579.26 766 576.71 5 1190 33 155 575.40 574.93 571. 1778 573.66 572.26 2280 512. X80 572.56 571.31
5$0.77 579.37 791 576.63 1200 .34 3 3.64 572.44 515 CR05S VAN 305 512. 171 583 CROSS VANE 576.51 575.30 12P0 574.89 57 57 2 i05 572.50 571.20
0.75 579.55 807 1788 572 181 58 575.10 574.85 573,45 573.58 572.33 576.39 1240 Vp,NE 1815 2320 i20 572.41 568.87 INAL LOGITUD
195 580.71 579.46 817 bedrodcoutcrop CROSS 512 574.90 47 514.83 573.63 578 1820 573.57 512.27 2345 345 572.41 570.86 7 570.91 PROFILE
~ 580.70 579.40 837 576.15 12 20 574.45 70 574.78 573.53 573.55 569.95 2365 572 580.66 577.06 857 575.91 ANE 12 1830 365 572.3 CROSS VANE 379 572.34 571.14 573
216 514.00 518 CROSS V 514.74 573.44 573.50 571.95 2379 572 580.61 579.06 887 575.79 1290 1850 236 574.39 574.69 571.09 573.46 512.06 2990 572 390 572.32 571.07
580.56 579.16 ggD 575.64 1310 1810 6 10 3.43 572.23 514 CR05SVANE 5 57i 25 CROSS VANE 574.65 573. 57 239 95 572.30 571.00 3
580.54 579.34 582 865 575.63 574.33 1330 1883 266 572.02 574.60 573.20 573.33 572.08 57i 79.25 575.62 1350 Vp,NE 1928 2405 405 572.28 568.68 .1' = 20'
280 5 890 573.29 571.99 4.03 514.57 573.37 576.5 CROS 1948 2420 51; 580.48 579.18 905 575.58 57 1363 572.25 570.70 SCALE. 42D 9/03/02
~ 5 574.15 574.55 573.30 573.24 569.64 57 576.84 575.5 1375 1968 2433 306 580.44 820 574.33 518 CROSS VANE '433 572.22 570.82 DATE: 571.00 573 CROSS VANE ~q41 572.20 DRN. BY: KDH
53 0 574.52 573.22 1 ggg 573.18 571.63 2441 5l gP6 580.39 578.84 927 575. 139 ~ 572.16 570.91 CHECKED BY: .460
9 574.24 p 574.47 570.87 2018 573.13 571.73 E 2460 571 848 580.34 578.94 947 575.4 141 88 572 573.09 571.89 574 CROSSV 70 57 ~47D 572.14 570.84
0.31 579.11 581 CROSS VANE 57 575.47 574.17 1430 574.43 2036 24 356 58 9 5.45 571.85 455 574.37 572.97 2055 513.05 571.80 2480 57 X480 572,12 568.52 PROJECT N0:
386 58021 579.00 967 57 1 .3q 573.14 576 CROSS VANE 573.03 571.73 580.20 578.90 9B7 575.40 573.85 1470 5]4 2065 400
16 578.70 575.36 573.96 1490 574.30 573.05 416 580. 1001 574.14 578 CROSS VANE
436 580.11 578.80 1017 575.34 SHEET 8 4F 16
456 580.116 578.60 DRAWING

oO~DE£ ~~00 y n w
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z. ETAI Li PLUG DETAIL ~ ~ ~ a CHANNEL o
-VANE ~ 1 1 ; CROSS DETAIL
ROOT WAD U d ~
o ~ ~
INSTALLATION PLAN VIEW ~ N aQ
~a FLAW o~Z
A TRENCH S1-1ALL BE DUG IN SUCH A MANNER THAT
THE FOOTER ROCKS, CRASS HEADER RACKS AND A a Q H
MINIMUM OF 1/3 OF THE WING HEADER ROCKS ARE 8 n ~~ao ~ ~
FLOW a M BED SURFACE ELEVATION, AN R 24 X24 X24 BURIED BENS ATH THE BOULDE NTAINS A z A' ° ~ W A _ o~W
EXCAVATOR, WITH A BUCKET THAT CO - - ~~a WNl7
HYDRAULIC THUMB, SHALL BE USED TO PLACE ROCKS
WITH THE SUPERVISION OF THE ENGINEER, HEADER SHALL BE APPROX. 36"X36"X24'
AND FOOTER ROCKS WITH THE MINIMUM DIMENSIONS BEING 24' ALONG ANY
AXIS, THE UPPER LIMIT OF BOULDERS SHALL BE EXISTING CHANNEL =
APPDRVED BY THE ENGINEER PRIOR TO INSTALLATION B ~ z
MIN, ROOT WAD FOOTER ROCKS SHALL BE PLACED M DF THE STRUCTURE z o a ~
E T E R 12 F RST WITH HEADER ROCKS PLACED ON TOP PRIOR TD DIAM I ~aa
FILLING OF THE TRENCH, IN THE CENTER OR ROOT WAD BACK R CKS mw~ ~O
SS PORTION OF THE CHANNEL THE HEADER 0 TH 12-20 CRD THE TOP LEND IN SUCH A MANNER THAT F-
SHALL BE PLACED DF THE HEADER ROCK IS AT AN ELEVATION EQUAL 0~~
T THE PROPOSED BED ELEVATION. ANON-WOVEN CHANNEL w w PROPGSED ~ w ~ U ~
PLAN VIEW D AND GEOTEXTILE SHALL BE PLACED IN THE TRENCH W '1
WRAPPED OVER THE TOP OF THE HEADER ROCKS WITH
APPROX. 2' OF OVERLAP. ROCK FILL MATERIAL SHALL
E BACK FILLED AROUND THE FABRIC AND TAMPED DOWN, B N
THE HEADER ROCKS ON THE SIDE OR WING PDRTID
SHALL BE PLACED IN SUCH A MANNER AS THEY SLOPE UP FROM THE BED ELEVATION AT THE CROSS PORTION, PLUGS TO BE LOCATED AS SHOWN ON THE
TO THE BANK AT APPROX. 15% SLOPE AND MEET THE LCHANNEL R CTED BY ~ ANS AND AT ETHER LOCATIONS AS DI E PL Q
BANK AT A 20 DEGREE ANGLE. HEADER AND FOOTER THE ENGINEER, ~
ROCKS AT BOTH BANKS SHALL BE TIED IN SECURELY FOOTER LOG AT ELIMINATES THE OPE THAT IS ADJACENT TU PROPUSED STREAM U 2.SIDE SL N THAT REGION,
a TO THE BANK IN SUCH A WAY TH N DS TD MATCH PROPOSED CROSS SECTION I O EE IRECTED BY ~
DIAMETER 10-24 P SSIBILITY OF WATER DIVERTING AROUND THEM, A CROSS-SECTION D ,THIS STRUCTURE SHALL BE PLACED AS D 3 ~
R CK SILL SHALL BE CONSTRUCTED PERPENDICULAR a THE ENGINEER, a HANNEL PLUG INTO THE BED AND BANK A MINIMUM Z Z
FROM THE STREAMBANK. A TRENCH SHALL BE DUG CH THAT THE TOP OF THE ROCKS ARE JUST BELOW SU THEN 4,KEY THE C FOOT, O C]F 1 ~
THE BANKFULL ELEVATION. THE TRENCH WILL
BE BACKFILLED WITH SOIL, ROCKS LESS THAN 24 ~a a ~
INSTALLATION ANY DIMENSION DR ROCKS NDT ACCEPTABLE ALONG U O
FOR USE IN OTHER STRUCTURES MAY BE UTILIZED H = U1
HALL BE DUG ALONG THE TOE OF THE N CONSTRUCTION OF THE SILL AND TO FILL IN GAPS A TRENCH S T R I w
A DEPTH DF THE DIAMETER OF THE F00 E TWEEN HEADER AND FOOTER ROCKS AS APPROVED BANK TD BE ~ ~ A_A~ o
A PRUNED FOOTER LOG (DIA 10-24 > SHALL BY THE ENGINEER. LOG N THE PLACED AT THE TOE OF THE CHANNEL A D SECTION z
BE ~ H 12-20') OT WAD (MIN. BASAL DIAMETER 12 ,LENGT RO H ROOT 0
A L BE PLACED DIRECTLY ABOVE IT. T E SH L THAT THE SIL L PRGPOSED H z 6 TGPSGIL ~ a
MASS SHALL BE ORIENTED IN SUCH A WAY BANKFULL S ° ~ CHANNEL ~
CITY VECTORS OF THE WATER ARE ALIGNED VELD PLAN VIEW A w 1 W
TH THE TRUNKS LOGITUDINAL AXIS AND WILL A WI REE ANGLE, ~ ~
INTERSECT THE ROOT MASS AT A 90 DEG -I 1 W
SHALL BE NO VOID BEWEEN THE ROOT MASS THERE THE CHANNEL, a
AND THE BANK DN THE UPSTREAM SIDE OF OULDER MAY BE PLACED ON THE DOWNSTREAM A B AM SIDE CHANNEL B~TT~M
DN TDP OF, AND ON THE UPSTRE 1/ 3 SIDE, K TO PROVIDE _ - _
BETWEEN THE ROOT MASS AND THE BAN - ,
NTROL AS DIRECTED BY THE ENGINEER. ' _ _ EROSION CO 1/3 ~ ~ \
RS FOR THE ROOT WAD STRUCTURES SHALL ~ _ BOULDE X 4X24 )
BE LARGER THAN 0,66 TON (OR APPRO _ _ _
AS APPROVED BY THE ENGINEER, 1/3 ~+ces ea-~o o~
PREFFERED METHOD FDR INSTALLATION DF A THE TRUNK DF N0. pE$DkIPTiON DAiE
RDDT WAD IS TO DRIVE THE SHARPENED
ROOT WAD INTO THE STREAMBANK USING AN THE TOE OF SLOPE SECTION B-B' REVISIONS
VATDR CONTAINING A HYDRAULIC THUMB. IF EXCA THE TRUNK KEY INTO
T IS DEEMED NOT POSSIBLE TO DRIVE I G IN THE BANK INTO THE BANK, A TRENCH SHALL BE DU
THE TRUNK SHALL BE PLACED IN THE TRENCH. AND PACTED, ~ BANK AND BED MIN, 1
HALL BE BACKFILLED AND COM SECTION A-A THE TRENCH S
ALL DISTURBED OR FILL MATERIAL SHALL BE PROPOSED
COMPACTED TO A DENSITY COMPARABLE TO THE N CHANNEL BANKFULL
AL UNLESS IN CROSS I ADJACENT UNDISTURBED MATERI
APPROVED BY THE ENGINEER. H ADER RO KS PROPOSED BED OTHERWISE
T RIALS FOR THIS STRUCTURE SHALL BE ELEVATION ALL MA E T INSTALLATION.
APPROVED BY THE ENGINEER PRIER D TING STREAM BOTTOM EXIS
FOOTER ROCKS T WADS SHALL BE AS SHOWN ON THE PLANS OR
STATIONING OF ROO THE ENGINEER. THE ACTUAL NUMBER OF ROOT AS DIRECTED BY T FAN DETAILS
RY WILL DEPEND ON THE SIZE OF THE ROO HEADER AND FOOTER ROCKS WADS NECESSA OF 'X24'
TUAL CONDITION DF THE SITE AT THE TIME APPROX. 36 X36 AND THE AC
CONSTRUCTION, b`~ ~i~- 6 a W , . ~ n ~
;,y. ~ xRs~.
SECTION B-B' a, ~ " ~ ~ ~ SCALE: NU SCALE
DATE: 9/03/02
DRN. BY: KDH
2-15 1 PROPOSED BED CHECKED BY:
- BANK ON ELEVATI PROJECT N0:
GEOTEXTILE SCOUR HOL
SHEET 9 OF 16
DRAWING