20021729 Ver 1_Complete File_20021008

North Carolina
2.?02???2
Department of Environment and Natural
Michael F. Easley, Governor
William G. Ross Jr., Secretary
October 7, 2002
MEMORANDUM
To: Todd St. John
From:
Cherri Smith
Subject:

ern
NCDENR

Permit Application for Tributary to South Fork Creek Stream Restoration,
Alamance County
Please find the enclosed permit application and design for a stream restoration project
on approximately 6,100 linear feet of a Tributary to South Fork Creek in southern
Alamance County. The North Carolina Wetlands Restoration Program (NCWRP) has
negotiated a conservation easement that is at least 50 feet wide on either side of the stream
and is over 100 feet on either side of the stream for most of the lower half of project area.
Jennifer Frye in the DENR-DWQ Winston-Salem Regional Office has reviewed the
reference reaches used for this project. A copy of her memorandum is included for your
information. In addition, a copy of the permit application and restoration plan has been
sent to the region 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
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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
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ARCAD IS
Infrastructure, buildings, environment communications
RESTORATION DESIGN REPORT
UNNAMED TRIBUTARY TO
SOUTH FORK CREEK
ALAMANCE COUNTY, NORTH CAROLINA
September 2002

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Restoration Design Report
Unnamed Tributary to
South Fork Creek,
Alamance County
Prepared for.
North Carolina Department of
Environment and Natural Resources,
Wetlands Restoration Program
Prepared by:
ARCADIS G&M of North Carolina, Inc.
2301 Rexwoods Drive
Suite 102
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
Our Ref.:
NC602013.0000
Date:
September 2002
This document is intended only for the use
of the individual or entity for which it was
prepared and may contain information that
is privileged, confidential, and exempt from
disclosure under applicable law. Any
dissemination, distribution, or copying of
this document is strictly prohibited.

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1. Introduction
1.1 Project Description
1.2 Purpose
1.3 Goals and Objectives
1.4 Methodology
2. Existing Site Conditions
2.1 Site Description and Land Use
2.2 Stream Classification
2.3 Physical and Natural Resources
2.3.1 Water Resources
2.3.2 Biotic Resources
2.3.3 Soils
2.3.4 Protected Species
3. Reference Reach Conditions
3.1 Site Description and Land Use
3.2 Stream Classification
3.3 Physical and Natural Resources
3.3.1 Water Resources
3.3.2 Biotic Resources
4. Stream Restoration Design
4.1 Subreach #1
4.2 Subreach #2
4.3 Subreach #3
4.4 Subreach #4
4.5 Planting Plan
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Table of Contents
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5. References
Tables
1 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #1
2 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #2
3 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #3
4 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #4
5 Shear Stress Values for Unnamed Tributary to South Fork Creek,
Alamance County, North Carolina]
6 Proposed Vegetation
Figures
1 Vicinity Map, UT to South Fork Creek
2 Vicinity Map, UT to Varnals Creek and UT to Wells Creek
Appendices
A Site Photographs
B Reference Reach Site Photographs
C Pfankuch Channel Stability Evaluation
D Letter of Verification of Suitability
E Regional Curves for Rural Piedmont North Carolina
F Protected Species for Alamance County, North Carolina
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Table of Contents

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1. Introduction
1.1 Project Description
ARCADIS G&M of North Carolina, Inc. (ARCADIS), was retained by the North
Carolina Department of Environment and Natural Resources (NCDENR), Wetlands
Restoration Program (WRP) to conduct stream restoration using natural channel design
methodologies on an unnamed tributary (UT) to South Fork Creek (Figure 1). The
project area encompasses two parcels of land, one owned by James Hadley and the
other by Charles Newlin.
1 1.2 Purpose
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The purpose of this report is to provide information consistent with the natural channel
design process for the restoration of approximately 6,100 linear feet of stream on a UT
to South Fork Creek.
1.3 Goals and Objectives
The goal of this stream restoration project is to improve water quality in the Cape Fear
River Basin. The unnamed tributary to South Fork Creek at this project site is typical
of other streams within this and surrounding watersheds, exhibiting instability and
degradation in response to current and historic land use practices. The goal of
improving water quality will be accomplished by reestablishing a stream with stable
dimension, pattern, and profile, which has the capacity to effectively transport water
and sediment without agrading or degrading in the current climate. Stabilization of the
streambed and banks will reduce the amount of sediment entering the river basin. In
addition, reestablishment of a permanent vegetated riparian buffer consisting of native
species will help decrease nutrient input. This buffer will also provide shading to the
stream in turn reducing water temperatures and providing additional wildlife habitat to
I¦h the site.
1.4 Methodology
Qualified biologists and engineers from ARCADIS conducted field investigations and
surveys along the project in late April and early May of 2002. Field investigations
were also conducted along two reference reaches, an unnamed tributary to Wells Creek
and an unnamed tributary to Varnals Creek June 2002, upon verbal confirmation of the
suitability for use as a reference reach from the NCDENR, Division of Water Quality

Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
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(NCDWQ) (Appendix D). Pedestrian surveys were undertaken to confirm both
physical and natural resource conditions and to document existing land use. In
addition, field surveys of the existing stream and reference reaches were conducted to
collect fluvial geomorphological data. The methodology and stream classification
system developed by Dave Rosgen, Wildland Hydrology, Inc., was used as the basis
for collecting and analyzing this data (Rosgen 1993, 1994, 1996, and 1997)(Rosgen
and Silvey 1998).
Published information regarding the project area and region was derived from a
number of resources, including United States Geological Survey (USGS) 7.5-Minute
topographical quadrangle maps (Snow Camp, North Carolina and Silk Hope, North
Carolina). Water resources information was obtained from the NCDWQ Basinwide
Information Management System (BIMS). In addition, ARCADIS utilized a
Geographic Information Database (GIS) featuring such layers as USGS topographic
quadrangle maps, hydric soils, land use, aerial photography, water quality
classifications, roadways, property boundaries, etc. Regional curve data from North
Carolina State University's (NCSU) Water Quality Group Stream Restoration Institute
was utilized during the collection of the geomorphological data (Harman, et al. 1999).

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Restoration Design
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Unnamed Tributary to
South Fork Creek,
Alamance County
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2. Existing Site Conditions
2.1 Site Description and Land Use
The UT to South Fork Creek Site lies north of Silk Hope, North Carolina in Alamance
County. Specifically, the project reach begins at Greenhill Road (SR 2345) and flows
southwest approximately 2,500 feet, then northwestward past Lindley Mill Road (SR
1003) approximately 2,200 feet. The property is characterized by moderately sloping
terrain, with various levels of valley confinement. The UT to South Fork Creek along
with several small tributaries drain the project watershed. Elevations at the study area
range from a high of approximately 570 feet above mean sea level (MSL) on the ridge
tops, to a low of approximately 520 feet MSL in the floodplain (Figure 1). The
primary land use within the watershed is agriculture, specifically active cattle
pastureland as well as fields used for hay and silage production. The land use within
the project study area is consistent with that within the watershed. Only minimal
forestland exists in the form of a riparian buffer along portions of the stream at this site.
The unnamed tributary of South Fork Creek at the project site is typical of other
streams observed within the watershed, exhibiting degradation and instability due to
historic and current land used practices.
The unnamed tributary to South Fork Creek within the project limits was divided into
different subreaches based on their individual classification and condition. Subreach
one begins at Greenhill Road (SR 2345) and ends at the wood line/fence line on the
Newlin property. Subreach two flows from the wood line/fence line to the confluence
of the first small tributary. Subreach three begins at the confluence and ends at Lindley
Mill Road (SR 1003). The remainder of the stream, from Lindley Mill Road
downstream, was labeled as subreach four. Subreaches one, two, and three are all
situated on Charles Newlin's property, while subreach four is located entirely on James
Hadley's property.
2.2 Stream Classification
The existing stream subreaches were classified using the classification system and
methodology developed by Dave Rosgen of Wildland Hydrology, Inc. This method
uses the stream's pattern, profile, dimension, and substrate as parameters. All of the
subreaches were classified as E4/1 stream types. The E4/1 streams are riffle/pool
streams with gentle gradients of less than 2%. The E4/1 streams are gravel dominated
but bedrock influenced with very low width-to-depth ratios and well-developed flood
plains. Each of the subreaches exhibited some level of instability and degradation
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Unnamed Tributary to
South Fork Creek,
Alamance County
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(Appendix C). All data is presented in the morphological characteristics tables (Tables
1-4).
2.3 Physical and Natural Resources
2.3.1 Water Resources
South Fork Creek and its tributaries are part of the Cape Fear River Basin. The Cape
Fear River Basin is contained entirely within North Carolina's borders, stretching from
the southern portion of Rockingham and Caswell Counties to New Hanover County
where the Cape Fear empties into the Atlantic Ocean. The Cape Fear River is formed
by the confluence of the Haw and Deep Rivers near the Chatham-Lee County border.
The project study area is situated in the Haw River portion of the basin, in NCDWQ
subbasin 03-06-04 and USGS Cataloging Unit 03030002 (NCDENR, 2000). -
The tributary enters the study area from the east and flows northwest to its confluence
with Cane Creek, which drains into the Haw River. The surface water classification of
South Fork Creek and its tributaries is Class C, with a supplemental classification of
nutrient sensitive waters (NSW). Class C waters denote freshwaters protected for
aquatic life propagation/protection and secondary recreation. A supplemental
classification of NSW denotes freshwaters that are nutrient sensitive, which require
limits on nutrient loading. No High Quality Waters (HQW), Water Supplies (WS-1 or
WS-II), or Outstanding Resource Waters (ORW) occur at or near the project area
i (NCDENR 2000).
23.2 Biotic Resources
This section describes the existing vegetation that occurs within the project study area.
The vegetative community defined at the site is based on current and historic land use,
topography, soils, hydrology, and disturbance. Scientific nomenclature and common
names (when applicable) are provided for each plant species listed. Subsequent
references to the same organism include only the common name.
The ARCADIS field survey team observed the following two plant communities
occurring on the site: Piedmont alluvial forest (Schafale and Weakley 1990) and
maintained pastureland. The Piedmont alluvial forest community occurs along river
and stream floodplains in the Piedmont and in lower elevation mountain valleys.
Distinguishing features include the location in a floodplain, presence of alluvial
species, and the presence of levees, sloughs, and ridges that are generally small. The
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maintained pastureland occurs mainly along the uplands of the project study area and
encompasses the majority of the site. Distinguishing features include the dominance of
herbaceous vegetation such as perennial wildflowers, grasses, weeds, and low woody
shrubs and vines.
The dominant canopy vegetation observed at the project study area included white oak
(Quercus alba), green ash (Fraxinus pennsylvanica), sweetgum (Liquidambar .
styraciua), persimmon (Diospyros virginiana), sycamore (Platanus occidentalis),
American elm (Ulmus americana), hackberry (Celtis laevigata), blackgum (Nyssa
sylvatica), willow oak (Quercus phellos), and honeylocust (Gleditsia triacanthos).
Understory trees included red maple (Acer rubrum), blackgum (Nyssa sylvatica), tag
alder (Alnus serrulata), box elder (Acer negundo), redbud (Cercis candensis), and
Eastern redcedar (Juniperus virginiana). The shrub and vine layer consisted of silky
dogwood (Corpus amomum), muscadine grape (Vitis rotundifolia), spice bush (Lindera
benzoin), elderberry (Sambucus canadensis), multiflora rose (Rosa multiora),
American holly (Ilex opaca), Japanese honeysuckle (Lonicera japonica), tree of
heaven (Ailanthus altissima), blackberry (Rubus argutus), and greenbrier (Smilax
rotundifolia). The dominant herbaceous vegetation included various sedges (Carex
spp.) and rushes (Juncus spp.).
The vegetation in the maintained areas was dominated by herbaceous species,
including several types of rush, sedges, fescue (Festuca spp.), panic grass
(Microstegium vimineum), dog fennel (Eupatorium spp.), and asters (Aster spp.).
2.3.3 Soils
For the purposes of this study, soil associations and soil mapping units are based
primarily on the Soil Conservation Service (SCS) soil survey for Alamance County
(Kantor 1960). Two primary soil associations are mapped within the Hadley-Newlin
stream restoration area. These include the Georgeville-Herndon-Alamance and
Orange-Efland-Herndon soil associations. A soil association generally includes
several of the dominant soil series that occupy a distinct section of the topograph
The Georgeville-Herndon-Alamance association constitutes approximately 14 pe
of Alamance County and is found predominantly in the southern and eastern parts
county (Kantor 1960). The association is generally found on slopes ranging from
25 percent. The Georgeville soils are the most widespread soils in the associatio
the most eroded. Georgeville soils are found on the steepest slopes (25 percent),
whereas the Herndon soils generally lie on much gentler slopes. Alamance soils
one or
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occupy the smallest portion of the association, typically occurring on and along ridges.
Chewacla, Congaree, Starr, and local alluvial soils occupy the areas along drains and
streams within the association. Smaller areas of Orange and Efland soils are sometimes
found within this association.
The Orange-Efland-Hemdon soil association constitutes 7 percent of the soils found in
the county. Soils in this association are found in the southern portions of the county on
slopes of less than 10 percent. The Efland soils are the most severely eroded and occur
on the steeper slopes than Hemdon soils. Orange soils are typically found on nearly
level sites. The valleys and alluvial areas within the association contain Worsham
soils.
Five primary soil series are located within close proximity of the project site. The
upland areas occupied by the Georgeville, Efland, and Orange soil series. Chewacla
r and local alluvial land are found near the stream and floodplains.
The Georgeville series is characterized by reddish brown or yellowish-brown, well-
drained, strongly acid soils, which occupy the upland areas of the site. The soils are
derived from fine-grained. volcanic slate. The soils are fine-textured consisting of silt
loams and silty clay loams. The Georgeville soils occupy the largest portion of the
uplands around the site and cover the widest range of slopes (2 to 15 percent). Certain
phases of the Georgeville soil series occupy severely eroded lands. The Georgeville
series is one of the most important agricultural soils in Alamance County.
Efland soils are light-brown, well-drained, medium acid soils that occur on slopes
ranging from 2 to 15 percent. The Efland soils developed from fine-grained Carolina
slates. Efland soils are characterized by their fine-textures, which are primarily silt
loams and silty clay loams. The soils located near the site occupy eroded to severely
eroded lands. The Efland series is not an important agricultural soil in Alamance
County.
The Orange series consists of light gray to dark grayish-brown, somewhat poorly
drained, acid soils. Orange soils typically occupy slopes of 2 to 6 percent. Orange
soils developed from fine-grained volcanic slates. The Orange series is fine-textured
consisting primarily of silt loams. Most Orange soils occur on nearly level areas
adjacent to floodplains and streams. Orange soils are not agriculturally important soils
in the county.
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The Chewacla series is characterized by its pale-brown, somewhat poorly drained, very
friable, loamy soils. These soils are found along stream bottoms and floodplains.
Chewacla soils are formed from alluvial material that eroded from the upland soils.
These soils are suitable for pasture and certain row crops when properly managed.
Soils along the streams and drains also contain soils described as local alluvial land.
Local alluvial land near the project site is characterized as poorly drained. The soils
are derived from alluvial deposits eroded from upland soils. These soils generally have
high water tables making them unsuitable for agricultural use.
2.3.4 Protected Species
Attached in Appendix F, Protected Species for Alamance County, North Carolina are
the lists for Endangered and Threatened Species for Alamance County from the United
States Fish and Wildlife Service and North Carolina Natural Heritage Program. In
addition the "occurrence list" for the Silk Hope, North Carolina USGG Quadrangle
published by the North Carolina Natural Heritage Program is included. No field
surveys for Threatened or Endangered Species were conducted by ARCADIS.

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1 3. Reference Reach Conditions
3.1 Site Description and Land Use
The first reference reach site, a UT to Varnals Creek, is located north of Snow Camp,
North Carolina,. in the Cane Creek Mountains. Specifically, the reference reach site is
located west of, and nearly adjacent to, Bass Mountain Road (SR 2327). The property
is characterized by moderate to steep sloping terrain, with the width of the valley walls
varying throughout the site. The stream is located on a large tract of forested land with
small residential lots occupying the ridge top adjacent to the property. The survey
began at the confluence of a small tributary and ended with the transition from a
narrow to wide valley type, which caused the stream dimensions to change
accordingly. Elevations at the study area range from a high of approximately 820 ft
above MSL on the ridge tops to the east of the UT to Varnals Creek, to a low of -
approximately 710 feet above MSL in the floodplain. The drainage area encompasses
approximately 0.24 square miles. A vicinity map of the reference reach sites is
presented in Figure 2.
The second reference reach site, a UT to Wells Creek, is located northwest of Snow
Camp, North Carolina, and south of Burlington, North Carolina. Specifically, the
reference reach area is located north of Carl Noah Road (SR 2364) and east of Mount
Herman-Rock Creek Road (SR 2321). The stream valley is characterized by
moderately to steeply sloping terrain. The drainage area of the tributary encompasses
approximately 0.13 square miles of mature forested land with well-developed riparian
buffers along the stream. There is very little development in the drainage area to the
reference reach with only limited residential use (Figure 2).
3.2 Stream Classification
The reference reach -streams were classified using the classification system and
methodology developed by Dave Rosgen of Wildland Hydrology, Inc. This method
uses the stream's pattern, profile, dimension, and substrate as parameters. The UT to
Varnals Creek classified as a Ba/Eb4/1 (gravel bed with bedrock control) stream type.
The UT to Wells Creek classified as a C/E4/1(gravel bed with bedrock control) stream
type. The data is presented in Morphological Characteristics Tables (Table 1-4).
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Restoration Design
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Unnamed Tributary to
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Alamance County
3.3 Physical and Natural Resources
_ 3.3.1 Water Resources
Wells Creek and its tributaries, as well as Varnals Creek and its tributaries, are part of
the Cape Fear River Basin. The Cape Fear River Basin is contained entirely within
North Carolina's borders, stretching from the southern portion of Rockingham and
Caswell Counties to New Hanover County where the Cape Fear empties into the
Atlantic Ocean. The Cape Fear River is formed by the confluence of the Haw and
Deep Rivers near the Chatham-Lee County border. Both reference reaches are situated
in the Haw River portion of the basin. The UT to Wells Creek is in NCDWQ subbasin
03-06-04, and the UT to Varnals Creek is in NCDWQ subbasin 03-06-02. Both
reference reaches are in USGS Cataloging Unit 03030002 (NCDENR 2000).
The UT to Varnals Creek flows from its origin in the Cane Creek Mountain region,
northeast into Varnals Creek. Varnals Creek flows east to its confluence with the Haw
River. The surface water classification of Varnals Creek and its tributaries is Class C,
with a supplemental classification of NSW. No HQWs, WS-I or WS-II, or ORWs
occur at or near the reference reach (NCDENR 2000).
The UT to Wells Creek used for reference reach data flows from its origin in the Cane
reach
locations. The two reference reach sites, UT to Varnals Creek and UT to Wells Creek,
exhibit similar vegetative characteristics. The vegetative community defined at the
sites is based on current and historic land use, topography, soils, hydrology, and
disturbance. The species listed below are found occurring from the stream bank to the
ridge, including the lower portions of the side slopes. Scientific nomenclature and
common names (when applicable) are provided for each plant species listed.
Subsequent references to the same organism include only the common name.
proposed stream restoration site. The surface water classification of Wells Creek and
its tributaries is Class C. No HQWs, WS-I or WS-II, or ORWs occur at or near the
reference reach. This tributary is also classified as NSW (NCDENR 2000).
Creek This section d Mountain describes region, the in a existing southerly vegetation direction that into occurs Wells within Creek the just north reference of the
3.3.2 Biotic Resources
The ARCADIS field survey team observed one plant community at both reference
reach locations; Piedmont mesic mixed hardwood forest (Schafale and Weakley 1990).
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Unnamed Tributary to
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Alamance County

The Piedmont mesic mixed hardwood forest community occurs on lower slopes,
ravines, and occasionally along well-drained, small stream bottoms. Distinguishing
characteristics include the dominance of mesophytic trees such as American beech
(Fagus grandifolia), Northern red oak (Quercus rubra), and yellow poplar
(Liriodendron tulipifera), as well as the lack of bottomland trees.
The dominant canopy vegetation observed at the reference reach sites included
American beech, pignut hickory (Carya glabra), yellow poplar, white oak (Quercus
alba), Northern red oak, green ash (Fraxinus pennsylvanica), mockernut hickory
(Carya tomentosa), chestnut oak (Quercus prinus), and sweetgum (Liquidambar
styraciua). Understory trees included red maple (Ater rubrum), sourwood
(Oxydendum arboreum), flowering dogwood (CornusFlorida), blackgum (Nyssa
sylvatica), and black cherry (Prunus serotina). The shrub and vine layer consisted of
big leaf snowbell (Styrax grandifolia), viburnum (Viburnum nudum), fringe-tree
(Chionanthus virginicus), service berry (Amelanchier arborea), low-sweet blueberry
(Vaccinium vacillans), deerberry (Vaccinium stamineum), strawberry bush
(Euonymous americanus), huckleberry (Gaylussacia frondosa), witch hazel
(Hamamelis virginiana), sassafras (Sassafras albidum), azalea (Rhododendron spp.),
trumpet creeper (Campsis radicans), muscadine grape (Vitis rotundifolia), and
greenbrier (Smilax rotundifolia). The dominant herbaceous vegetation was diverse.
These species included various sedges (Carex spp.), yellowroot (Xanthorhiza
simplicissima), Jack-in-the-Pulpit (Arisaema triphyllum), royal fern (Osmunda regalis
var. spectabilis), cinnamon fern (Osmunda cinnamomea), and wild ginger (Hexastylis
sp.).
4. Stream Restoration Design

Upon initial observations, it was conceived that the majority of the restoration to take
place onsite would involve stabilizing the stream in its current locations and elevations
with only minor relocation. However, the existing stream dimension, pattern and
profile did not fall within the proposed ranges derived from reference reach analysis.
Therefore, the proposed restoration design was developed using the appropriate
reference reach data as described below. Both the unnamed tributary to Varnals Creek
and the unnamed tributary to Wells Creek reference reaches were analyzed and
considered during the design process. Both of these reference reaches were found in
the same valley types as those that exist at the project site. The C/E 4/1 unnamed
tributary to Wells Creek reference reach was used to develop final design for each of
the four subreaches. The "C/E" classification denotes a stream that has width to depth
ratios that vary between less than and greater than 12 along the given reach of stream.
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section for subreach 4 to be narrowed and deepened to increase shear. Staying within
the reference reach ranges, the existing shear stress was increased from 0.30
pounds/square foot to a proposed value of 0.31 pounds/square foot. This proposed
shear stress will entrain a 40-mm particle (Table 5). The existing banks will be cut
back along the reach in order to reduce the bank height ratio to 1.0 and obtain the
required entrenchment ratio. Employing this reference reach also maximizes the.
ability to correct the existing pool to pool spacing, while maintaining the existing
profile to the extent possible. The existing and proposed bankfull cross sectional areas,
widths, and mean depths for this subreach plot within the 95% confidence intervals on
the Regional Curves for Rural Piedmont North Carolina (Appendix E).
4.4 Subreach #4
This reach begins at the downstream end of Subreach 3 at the existing culvert at
Lindley Mill Road and flows downstream to the end of the project reach (Sta. 42+00 to
Sta. 70+37). This reach was determined to be an existing E 4/1 stream exhibiting
instability apparently due to historic and current land use practices. As noted earlier,
the design for this subreach was originally approached from the perspective that the
existing pattern could possibly be maintained, resulting in restoration most similar to a
combination of priority level 2 and priority level 3 type restoration. Possible use of a
"B" type reference reach seemed logical upon initial consideration. This was not
considered feasible once the existing conditions for the subreach were compared to the
data for both of the reference reaches. The unnamed tributary to Wells Creek C/E 4/1
reference reach was determined to be the most appropriate model for restoration of
subreach 4. Using this. reference reach resulted in a proposed design that is most
similar to a combination of priority levels 1 and 2 type restoration. The dimensionless
ratios developed for subreach 4 using the C/E 4/1 reference reach produced a design
that allows some portions of the existing pattern and profile to be retained and provides
the best sediment transport results. The shear stress associated with the existing
conditions along this subreach is inadequate to move the largest particles sampled. To
increase shear stress and meet the proposed ranges for dimension, pattern, and profile,
the stream was narrowed, deepened, and relocated through certain portions. Staying
within the ranges available from the reference reach, the existing shear stress was
increased from 0.43 pounds/square foot to a proposed value of 0.48 pounds/square
foot. This proposed shear stress will entrain a 50-mm particle (Table 5). The channel
will be relocated where necessary in order to stay within the proposed ranges as
described above. Where the existing pattern will be maintained, bank cuts will be
employed to reduce the bank height ratio to 1.0 and obtain the required entrenchment
ratio. The existing pattern will also be maintained in areas where bedrock is present.

Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
1:1ua1602013_hadleytwplhadley finairptdoc 4-6

Restoration Design
Report

Unnamed Tributary to
South Fork Creek,
Alamance County

The existing and proposed bankfull cross sectional areas, widths, and mean depths for
this subreach plot within the 95% confidence intervals on the Regional Curves for
Rural Piedmont North Carolina (Appendix E).
4.5 Planting Plan
Permanent vegetated riparian buffers will be established/enhanced along this stream
restoration project within the proposed buffer limits. The proposed buffer widths will
be 50 feet on the Newlin property. The buffer widths on the Hadley property will vary
from a minimum of 50 feet up to several hundred feet. Existing native vegetation will
be protected during construction. Shrub and tree transplants will be taken from
existing native, naturalized stands within the project area. During construction,
existing exotic vegetation within these buffer limits will either be removed and
destroyed or simply treated with the appropriate herbicide.
The planting plan for this project was developed using a 3 zone planting scheme as
outlined in Table 6. The first zone "Channel" is approximately within the bankfull
channel to approximately 10 feet outside of the bankfull channel. The second zone
"Floodplain" extends from the "channel" zone out to the terrace. The last zone, or
"Terrace" extends from the terrace out to the buffer limits. Native species bareroot
seedlings and/or live stakes , where appropriate, are proposed for all of these plantings.
The planting stock should be from.plant nurseries within the same physiographic
province and within 200 miles of the project site. Permanent seeding using native
species will be employed within the proposed buffer limits (Table 6). Two different
zones are specified for the permanent seeding: Within the bankfull channel/on the
bankfull benches, and from outside of the bankfull channel/bankf ill bench out to the
buffer limits.
11

I:\Va1602013_hadleylwp%adley fihalrptdoc 4-7
t

5. References
Harman, W. H. et al. 1999. Bankfull Hydraulic Geometry Relationships for North
Carolina Streams. AWRA Wildland Hydrology Symposium Proceedings.
Edited By: D. S. Olsen and J. P. Potyondy. AWRA Summer Symposium.
Bozeman, MT.
Kastor. 1960. Soil Survey of Alamance County, North Carolina. Soil Conservation
Service (SCS).
North Carolina Department of Environment and Natural Resources (NCDENR). 1996.
Cape Fear River Basinwide Water Quality Plan. Prepared by the North
Carolina Division of Water Quality, Water Quality Section.
Rosgen, D. L. and H. L. Silvey. 1998. Field Guide for Stream Classification.
Wildland Hydrology, Pagosa Springs, Colorado. 195 pp.
Rosgen, D. L. 1997. A Geomorphological Approach to Restoration of Incised Rivers.
Proceedings of the Conference on Management of Landscapes Disturbed by
Channel Incision. ISBN 0-937099-05-8.
Rosgen, D. L. 1996. Applied River Morphology. Wildland Hydrology, Pagosa
Springs, Colorado. 400 pp.
Rosgen, D.L. 1994. A Classification of Natural River. Catena, Volume 22: 166-169,
Elsevier Science, B. V. Amsterdam.
Rosgen, D. L. 1993. Applied Fluvial Geomorphology, Training Manual. River Short
Course, Wildland Hydrology, Pagosa Springs, Colorado. 450 pp.
Schafale, M. P. and A. S. Weakley. 1990. Classification of the Natural Communities of
North Carolina, A Third Approximation. North Carolina Natural Heritage
Program, Division of Parks and Recreation, Department of Environment, Health
and Natural Resources, Raleigh, NC.
United States Geological Survey. 7-5 Minute topographical quadrangle maps. 1978.
Snow Camp, North Carolina and Silk Hope, North Carolina.
F
Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
I:kra\602013_hadleywvplhadley finalrptdoc 5-1

North Carolina Natural Heritage Program. 2002. Element Occurrence List for Alamance
County, North Carolina. North Carolina Division of Parks and Recreation, Raleigh,
North Carolina.
United States Fish and Wildlife Service. 2002. Alamance County Endangered Species,
Threatened Species and Federal Species of Concern. United States Department of
Interior.
t
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Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
I:XtraW02013_hadley\wplhadley_finalrptdoc 5-2

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Tables

MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
Restoration Site:
USGS Gage Station:
Reference Reach:

i
1
i
1
1
1
1
(Adapted from Rosgen, 1996)
UT to South Fork Creek - Subreach #1, Alamance County
0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
UT to Wells Creek, Cane Creek Mountains, Alamance County
U.Sus Gage
Variables E)dstingChannel ' Proposed Reach -Reference' Reach Station
L Stream Type E4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq. mi) 0.15 s q. mi. 0.15 s q. mi. 0.13 s . mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 3.2 ft Mean: 9.4 it Mean: 8 ft Mean: 29 ft
Range: 3 - 3.4 ft Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.0 ft Mean: 0.6 ft Mean: 0.7 ft Mean: 2.0 ft
Range: 1.0 - 1.1 ft Range: - Range: 0.4 - 1.0 ft Range: 2.0 - 2.1 ft
5. Width/Depth Ratio (Wbk ldbkf) Mean: 3.0 Mean: 15 Mean: 13.5 Mean: 14
Range: - Range: - Range: 7.0 - 26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area. Mean: 3.2 sq. ft. Mean:. 5.9 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: 2.9 - 3.6 sq. Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
ft. ft sq. ft
7. Bankfull Mean Velocity (Vbkf) fps: Mean: 4.4 fps Mean: 3.4 fps Mean: 5.3 fps Mean:
Range: 2.3 - 7.8 fps Range: 2.5 - 5.5 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbkf) Mean: 14.1 cis Mean: 20.1 cfs Mean: 25.2 cis Mean: 376.94 cis
Range:.7.4 - 25.0 Range: 14.7 - 32.4 Range:19.6 - 41.9 Range:
cis cfs cis
9. Maximum Bankfull Depth (dmax) Mean: 1.4 ft Mean: 1.0 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.0 -1.8 ft Range: 0.8 -1.3 ft Range: 0.9 -1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 1.8 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull Depth (Bhlow/dmax) _ Range: 0.6 - 3.1 Range: - Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area Mean: 10 ft Mean: >33.0 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: - Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft
12. Entrenchment Ratio (WfpalWbkf) Mean: 3.1 Mean: > 2.2 Mean: 2.4 Mean: 2.4
Range: 2.9 - 3.3 Range: Range: 2.0 - 3.4 Range: 1.3 - 3.6
13. Meander Length (Lm) ft Mean: 136.7 ft. Mean: 59.3 ft Mean: 50.0 ft Mean:
Range: 21.0 - 282.0 Range: 41.4 - 82.8 Range: 35.0 - 70.0 Range:
ft ft ft
14. Ratio of Meander Length to Mean: 42.7 Mean: 6.3 Mean: 6.3 Mean:
Bankfull Width (Lm/Wbkf) Range: 6.6 - 88.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature; (Rc) ft Mean: 26.1 ft Mean: 15.1 ft Mean: 13.5 ft Mean:
Range: 7.0 -100.0 Range: 2.8 - 37.6 ft Range: 2.3 - 31.8 ft Range:
ft
16. Ratio of Radius of Curvature to Mean: 8.1 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (RcAVbkf) Range: 2.2 - 31.2 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt) ft Mean: 48.9 ft Mean: 24.5 ft Mean: 20.9 ft Mean:
Range: 22.0 - 122.0 Range: 12.2 - 41.4 Range: 10.0 - 35.0 Range:
ft ft ft
18. Meander Width Ratio Mean: 15.3 Mean: 2.6 Mean: 2.6 Mean:
(WblV bkf) Range: 6.9 - 38.1 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.22 Mean: 1.26 Mean: 1.4 Mean:
distance) (k) Range: Range: - Range: Range:
20. Valley Slope (ft/ft) Mean: 0.0120 ft/ft Mean: 0.0120 ft/ft Mean: 0.028 ft/ft Mean:
Range: Ran e: - Ran e: Ran e:
21. Average Water Surface Slope or Mean: 0.0100 ft/ft Mean: 0.0095 ft/ft Mean: 0.0197 ft/ft Mean: 0.0016 ft/ft
Bankful Slope for Reach,(Sbkf or Range: Range: Range: Range:
Savg)=(Svalley/k) ft / ft
22. Pool Slope (Spool) ft/ ft Mean: 0.0041 ft/ft Mean: 0.0019 Wit Mean: 0.0031 ft/ft Mean:
Range: 0.0003 - Range: 0.0 - 0.0038 Range: 0.0 - 0.078 Range:
0.0110 ft/ft ft/ft f ft
9/23/2002
Dimensioniessratiosreach#1.xis
TABLE 1
1 of 3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
Restoration Site:
USGS Gage Station:
Reference Reach:

1

1

(Adapted from Rosgen, 1996)
UT to South Fork Creek - Subreach #1, Alamance County
0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
UT to Wells Creek, Cane Creek Mountains, Alamance County
USGS Gage
Variables Existing Channel Proposed Reach Reference Reach' Station
23. Ratio of Pool Slope to Average Mean: 0.4 Mean: 0.2 Mean: 0.2 Mean:
Slope (Spool/Sbkf) Range: 0.03 -1.1 Range: 0.0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpool) ft Mean: 1.9 ft Mean: 1.5 ft Mean: 1.7 ft Mean:
Range: 1.4 - 2.9 ft Range: 1.4 -1.7 ft Range: 1.6 - 1.9 ft Range:
25. Ratio of Maximum Pool Depth to Mean: 1.9 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpool/dbkf) _ Range: 1.4 - 2.7 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26, Pool Width (Wpooi) ft Mean: 4.4 ft Mean: 10.3 ft Mean: 8.7 ft Mean:
Range: 2.9 - 6.0 ft Range: 6.6 -11.3 ft Range: 6.0 -10.0 ft Range:
27. Ratio of Pool Width to Bankfull Mean: 1.4 Mean: 1.1 Mean: 1.1 Mean:
Width (WpooUWbkf) Range: 0.9 -1.9 Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28.'Bankfull Cross-sectional Area at Mean: 6.5 sq. ft. Mean: 8.8 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sq;ft Range: 5.1 - 7.9 sq. Range: 7.1 -10.0 Range: 6.2 - 8.9 sq Range:
ft sq. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 2.0 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abkf) Range: 1.6 - 2.4 Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ft Mean: 75.4 ft Mean: 43.3 ft Mean: 36.5 ft Mean:
Range: 23.2-165.6 Range: 19.8 - 74.3 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 23.5 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width l(p-p/Wbkf) Range: 7.2 - 51.7 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. Pool Length (L,p) ft Mean: 11.7 ft Mean: 16.9 ft Mean: 14.5 ft Mean:
Range: 3.8 - 27.6 ft Range: 8.5 - 32.0 ft Range: 7.0 - 27.0 ft Range:
33. Ratio of Pool Length to Bankfull Mean: 3.7 Mean: 1.8 Mean: 1.8 Mean:
Width (Lp/Wbkf) Range: 1.2 - 8.6 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0220 ft/ft Mean: 0.0228 Wit Mean: 0.0389 Wit Mean:
Range: 0.0130 - Range: 0.0085 - Range: 0.0173 - Range:
0.0260 ft/ft 0.0380 ft/ft 0.0783 ft/ft
35. Ratio of Riffle Slope to Average Mean: 2.2 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 1.3 - 2.6 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (driff) ft Mean: 1.4 ft Mean: 1.0 ft Mean: 1.1 ft Mean:
Range: 1.0 -1.8 ft Range: 0.8 -1.3 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.4 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driff/dbkf) Range: 1.0 -1.7 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slope (Srun) ft! ft Mean: 0.0098 ft/ft Mean: 0.0152 ft/ft Mean: 0.0307 ft/ft Mean:
Range: 0.0 - 0.0220 Range: 0.0038 - Range: 0.008 - Range:
ft/ft 0.0342 ft/ft 0.0712 Wit
39_ Ratio of Run Slope to Average Mean: 1.0 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkf) Range: 0.0 - 2.2 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun) ft Mean: 1.4 ft Mean: 1.1 ft Mean: 1.3 ft Mean:
Range: 1.3 - 1.5 ft Range: - Range: - Range:
4 L Ratio of Run Depth to Bankfull Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf) Range: 1.2 -1.4 Range: - Range: - Range:
42. Slope of Glide (Sgi) ft / ft Mean: 0.0006 ft/ft Mean: 0.0057 ft/ft Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0035 Range: 0.0 - 0.0152 Range: 0.0 - 0.0325 Range:
Wit ft/ft ft/ft
43: Ratio of Glide Slope to Average ' Mean: 0.1 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0.0 - 0.3 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgl) ft Mean: 1.8 ft Mean: 1.1 ft Mean: 1.2 ft Mean:
Range: 1.5 - 2.4 ft Range: - Range: - Range:
145. Ratio of Glide Depth to Bankfull Mean: 1.7 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth;(dgl/dbkf) Range: 1.5 - 2.3 Range: - Range: - Range:
J/LV/LV VL
TABLE 1
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #1, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

age
Variables Existing!Ghannel Proposed' Reach. Reference Reach Station'
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 ft/ft Mean:
Range: Range: Range: 0.1375 - Range:
0.285 ft/ft
47. Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water' Surface' Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) - Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Range: Range: Range: 1.0 -1.1 ft Range:
49. Ratio of Step Depth to Bankfull Mean: N/A Mean: N/A Mean: 1.5 Mean:
Mean Depth (dst/dbkf) Range: Range: Range: 1.4 -1.6 Range:
1
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Materials:
Particle Size Distribution of
Channel Material mm
D16 N/A Expected to 0.1 mm
D35 3.4 mm Coarsen 0.6 mm
D50 13 mm 4.5 mm
D84 44 mm 53.0 mm
095 135 mm 96.0 mm
Particle size DTs Tr TM on o ar
Material
016 6.0 mm 0.2 mm Expected to 0.1 mm
D35 s 8.9 mm 2.1 mm Coarsen 0.3 mm
050 12 mm 5.0 mm 0.7 mm
D84 27 mm 18.0 mm 7.0 mm
095 40 mm 30.0 mm 12.0 mm
Largest Size Particle on Bar 50 mm 20.0 mm
Sediment Transport:
Sediment Transport Validation,
(Based on Bankfull Shear Stress) Existing Proposed
Calculated value mm from curve 50 mm 30 mm
Value from Shields Curve Ib/ft2 0.56 Ib/ft2 0.48 Ib/ft2
Critical dimensionless shear stress 0.039 0.039
Minimal mean dbkf (ft) ca culated
using critical dimensionless shear
stress equations

1.1 It

1.1 It
9/23/2002
Dimensionlessratiosreach#1.xls
TABLE 1
3of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1

1

1
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age
Variables Existing' Channel ProposedReach 'Reference Reach" .Station'
t. Strearn Type - E4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq. mi) 0.18 s mi 0.18 s mi 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width,(Wbkf) ft Mean: 9.0 ft Mean: 12.2 ft Mean: 8 ft Mean: 29 ft
Range: - Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.1 ft Mean: 0.8 ft Mean: 0.7 ft Mean: 2.0 It
Range: - Range: - Ran e: 0.4 -1.0 ft Ran e: 2.0 - 2.1 ft
5. Width/Depth Ratio (Wbkf/dblf Mean: 8 Mean: 15 Mean: 13.5 Mean: 14
Range: - Range: - Ran e: 7.0 - 26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area Mean: 10.2 sq ft . Mean: 10.0 sq ft Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: - Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
It sq. ft
7. Bankfull Mean Velocity (Vbkf) fps Mean: 4.4 fps Mean: 3.5 fps Mean: 5.3 fps Mean:
Range: 2.5 - 5.2 fps Range: 2.6 - 4.1 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbkf) Mean: 44.9 cfs Mean: 35.0 cis Mean: 25.2 cfs Mean:
Range: 25.5 - 53.0 Range: 26.0 - 41.0 Range:19.6 - 41.9 Range:
cis cfs cfs
9. Maximum Bankf ill Depth (dmax) Mean: 1.5 ft Mean: 1.3 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.0 - 2.1 ft Range: 1.0 -1.6 ft Range: 0.9 -1.4. ft Range: 2.7 - 3.0 ft
.10. Ratio of Low Bank ;Height to Mean: 1.7 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull Depth (Bhlow/dmax) Range: - Range: Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area ' Mean: 68 ft Mean: > 26.8 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: - Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft
12. Entrenchment Ratio (Wfpa/Wbkf Mean: 7.6 Mean: > 2.2 Mean: 2.4 Mean: 2.4
Range: - Range: Range: 2.0 - 3.4 Range: 1.3 - 3.6
13. Meander Length (Lm) ft Mean: 87.9 ft Mean: 77.2 It Mean: 50.0 ft Mean:
Range: 40.0 - 172.0 Range:53.9 -107.8 Range: 35.0 - 70.0 Range:
ft ft ft
14. Ratio of Meander Length to Mean: 9.8 Mean: 6.3 Mean: 6.3 Mean:
BankfulI Width (LmfWbkf) Range: 4.4 -19.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft Mean: 28.0 ft Mean: 19.6 It Mean: 13.5 ft Mean:
Range: 5.0 - 140.0 Range: 3.7 - 49.0 ft Range: 2.3 - 31.8 ft Range:
ft
16. 'Ratio of Radius of Curvature to Mean: 3.1 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (Rc/Wbkf) Range: 0.5 -15.5 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt),ft Mean: 45.7 ft Mean: 31.8 ft Mean: 20.9 It Mean:
Range: 12.0 -114.0 Range: 15.9 - 53.9 Range: 10.0 - 35.0 Range:
ft ft ft
18. Meander Width Ratio Mean: 5.1 Mean: 2.6 Mean: 2.6 Mean:
(Wblt/Wbk0 Range: 1.3 -12.7 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.27 Mean: 1.58 Mean: 1.4 Mean:
distance) (k) Range: - Range: - Range: - Range:
20. Valley Slope (ft/ft) Mean: 0.0190 ft/ft Mean: 0.0190 ft/ft' Mean: 0.028 ft/ft Mean:
Range: - Ran e: - Range: - _ Range:
21. Average Water Surface Slope or Mean: 0.0150 ft/ft Mean: 0.0120 ft/ft Mean: 0.0197 ft/ft Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkf or Range: - Range: - Range: - Range:
Savg)=(Svalley/k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: 0.0027 Wit Mean: 0.0024 ft/ft Mean: 0.0031 ft/ft Mean:
Range: 0.0 - 0.0150 Range: 0.0 - 0.0048 Range: 0.0 - 0.078 Range:
ft/ft ft/ft ft/ft
9/23/2002 Dimensionlessratiosreach#2.xls 1 of 3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
f
(Adapted rom Rosgen, 19961
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
' Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
USGS 1
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age
Variables Existing Channel Proposed Reach Reference Reach Station
23. `Ratio of Pool Slope to Average Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope_(Spooi/Sbkf) Range: 0.0 -1.0 Range: 0.0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpool) ft Mean: 2.0 ft Mean: 1.9 ft Mean: 1.7 ft Mean:
Range: 1.4 - 2.8 ft Range: 1.8 - 2.2 ft Range: 1.6 -1.9 ft Range:
25. Ratio of Maximum Pool Depth to Mean: 1.8 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpool/dbkf) Range: 1.2 - 2.5 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: 10.0 ft Mean: 13.5 ft Mean: 8.7 ft Mean:
Range: - Range: 8.6 -14.7 ft Range: 6.0 -10.0 ft Range:
27. Ratio of Pool Width to Bankull Mean: 1.1 Mean: 1.1 Mean: 1.1 Mean:
Width (WpoolWbkf) Range: - Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 11.4 sq ft Mean: 15.0 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apooi) sq ft Range: - Range: 12.0 - 17.0 Range: 6.2 - 8.9 sq Range:
s q. ft. ft
29. ;Ratio of Pool Area to'Baakfuli Mean: 1.12 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abld) Range: Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. - Pool to Pool Spacing (p-p) ft Mean: 35.4 ft Mean: 56.3 ft Mean: 36.5 ft Mean:
Range: 12.9 - 75.9 Range:25.7 - 96.8 ft Range: 17.0 - 63.0 Range:
ft ft
3 L Ratio of Pool-to-Pool Spacing to Mean: 3.9 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 1.4 - 8.4 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. 'Pool Length (Lp) ft Mean: 12.4 ft Mean: 22.0 ft Mean: 14.5 ft Mean:
Range: 3.8 - 27.6 ft Range: 11.0 - 41.6 Range: 7.0 - 27.0 ft Range:
ft
33. Ratio of Pool Length to Bankfull Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Width'(Lp/Wbkf) Range: 0.4 - 3.1 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Srift) ft / ft Mean: 0.032 ft/ft Mean: 0.0288 ft/ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0830 Range: 0.0100 - Range: 0.0173 - Range:
ft/ft 0.0480 ft/ft 0.0783 ft/ft
35. Ratio of Riffle Slope to Average Mean: 2.1 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 0.0 - 5.5 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (drift) ft Mean: 1.5 ft Mean: 1.3 ft Mean: 1.1 ft Mean:
Range: 1.0 - 2.1 ft Range: 1.0 -1.6 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.4 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driff/dbkf) Range: 0.9 -1.9 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slope (Srun) ft/ ft Mean: 0.0200 ft/ft Mean: 0.0192 ft/ft Mean: 0.0307 ft/ft Mean:
Range: 0.0 - 0.0790 Range: 0.0048 - Range: 0.008 - Range:
f lift 0.0430 ft/ft 0.0712 ft/ft
39. Ratio of Run Slope to Average Mean: 1.3 Mean: 1.6 Mean: 1.6 Mean:
Slope' (Srun/Sbkf) Range: 0.0 - 5.3 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (dnm) ft Mean: 1.6 ft Mean: 1.4 ft Mean: 1.3 ft Mean:
Range: 1.3 -1.9 ft Ran e: - Ran e:. - Range:
41, Ratio of Run Depth to Bankfull Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkt)' Range: 1.2 -1.8 Range: - Range: - Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0092 ft/ft Mean: 0.0072 ft/ft Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0330 Range: 0.0 - 0.0192 Range: 0.0 - 0.0325 Range:
ft/ft ft/ft ft/ft
43. Ratio of Glide Slope to Average Mean: 0.6 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0.0 - 2.2 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgl) ft Mean: 2.0 ft Mean: 1.4 ft Mean: 1.2 ft Mean:
Range: 1.7 - 3.5 ft Range: - Range: - Range:
45. Ratio of Glide Depth to Bankfull Mean: 1.85 Mean: 1.7 Mean: 1.7 Mean:
Mean, Depth (dgl/dbkf) Range: 1.5 - 3.1 Range: - Range: - Range:
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
' Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1
1
1
age
USUS
Variables Existing Channel Proposed Reach Reference Reach' Station;
46. _Step Slope (Sst) _ Mean: N/A Mean: N/A Mean: 0.2112 ft/ft Mean:
Range: Range: Range: 0.1375 - Range:
0.285 ft/ft
47. Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water Surface Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48, Maximum Step Depth (dst) ` Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Range: Ran e: Range: 1.0 -1.1 ft Ran e:
49. Ratio of Step Depth to Bankfull Mean: N/A Mean: N/A Mean: 1.5 Mean:

Mean Depth (dst/dbkf)
Ranger
Range:
Range: 1.4 -1.6
Range:
1
Materials:
Particle Size Distribution of
Channel Material mm
D16 N/A E ected to 0.1 mm
D35 '. 3.4 mm Coarsen 0.6 mm
050 13.0 mm 4.5 mm
D84 44.0 mm 53.0 mm
D95 135.0 mm 96.0 mm
Particle Size s r u ion o ar
Material (Pavement) P SP
D16 6.0 mm 0.2 mm Expected to 0.1 mm
D35 8.9 mm 2.1 mm Coarsen 0.3 mm
D50 12.0 mm 5.0 mm 0.7 mm
D84 27.0 mm 18.0 mm 7.0 mm
D95 -' 40.0 mm 30.0 mm 12.0 mm
Largest Size Particle on Bar 50mm 20.0 mm

1
1
Sediment Transport:
Sediment Transport Validation
(Based on Bankfuil Shear Stress) Existing Proposed
Calculated value mm from curve 85 mm 60 mm
Value from Shields Curve iblft2 0.84 lb/ft2 0.48 Ib/ft2
Critical dimensionless shear stress 0.039 0.039
Minimal mean dbk (ft) calculated
using critical dimensionless shear
Stress equations

0.7 ft

0.9 ft
9/23/2002 Dimensionlessratiosreach#2.xls
3of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 3
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

Gage
Variables Existing Channel Proposed Reach Reference Reach Station'
1. 'Stream Type E4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq. mi) 0.58 s mi 0.58 s mi 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 12.0 ft Mean: 14.0 ft Mean: 8 ft Mean: 29 ft
Range: Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.0 ft Mean: 1.1 ft Mean: 0.7 ft Mean: 2.0 ft
Range: Ran e: - Ran e: 0.4 -1.0 ft Ran e: 2.0 - 2.1 ft
5. Width/Depth Ratio (WbkfJdbkf) Mean: 12 Mean: 13 Mean: 13.5 Mean: 14
Range: Ran e: - Ran e: 7.0 - 26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area Mean: 12.1 sq. ft. Mean: 15.0 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf)sq ft Range: Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
ft sq. ft
7, Bankfull Mean Velocity (Vbkf) fps Mean: 4.0 fps Mean: 3.8 fps Mean: 5.3 fps Mean:
Range: 3.1 - 5.0 fps Range: 3.2 - 4.1 fps Range: 3.7 - 7.9 fps Range:
S, Bankfull Discharge, cfs (Qbkf) Mean: 48.4 cfs Mean: 57.0 cfs Mean: 25.2 cis Mean:
Range: 37.5 - 60.5 Range: 48.0 - 61.5 Range:19.6 - 41.9 Range:
cfs cis cis
9, Maximum Bankfull Depth (dmax) Mean: 1.8 ft Mean: 1.8 ft Mean: 1.1 ft Mean: 2.9 ft
ft Ranger 1.2 - 3.2 ft Range: 1.4 - 2.2 ft Range: 0.9 - 1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 2.4 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull'Depth (Bhlow/dmax) Range: - Range: Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area'- Mean: 25.0 ft Mean: > 30.8 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft
12. Entrenchment Ratio (Wfp&Wbkf) Mean: 2.1 Mean: >2.2 Mean: 2.4 Mean: 2.4
Range: Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. Meander Length (Lm) ft Mean: 80.4 ft Mean: 88.0 ft Mean: 50.0 ft Mean:
Range: 60.0 -109.0 Range: 62.0 -123.0 Range: 35.0 - 70.0 Range:
ft ft ft
14. Ratio of Meander Length to Mean:. 6.7 Mean: 6.3 Mean: 6.3 Mean:
BankfulI Width (Lm/Wbkf) Range: 5.0 - 9.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft ' Mean: 22.2 ft Mean: 22.0 ft Mean: 13.5 ft Mean:
Range: 11.0 - 46.0 Range: 4.0 - 56:0 ft Range: 2.3 - 31.8 ft Range:
ft
16. 'Ratio of Radius of Curvature to Mean: 1.8 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (Rc/Wbkf) Range: 0.9 - 3.8 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width(Wblt) ft Mean: 39.7 ft Mean:.36.0 ft Mean: 20.9 ft Mean:
Range: 19.0 - 77.0 Range: 18.0 - 62.0 Range: 10.0 - 35.0 Range:
ft ft ft
18. Meander Width Ratio Mean: 3.3 Mean: 2.6 Mean: 2.6. Mean:
(Wblt/Wbkf) f Range: 1.6 - 6.4 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. 'Sinuosity (Stream length/valley Mean: 1.16 Mean: 1.16 Mean: 1.4 Mean:
distance) (k) Range: Range: - Range: Range:
20. Valley Slope (ft/ft) Mean: 0.0061 ft/ft Mean: 0.0061 ft/ft Mean: 0.028 ft/ft Mean:
Range: Ran e: - Rance: Range:
21. Average Water Surface Slope or Mean: 0.0053 ft/ft Mean: 0.0053 ft/ft Mean: 0.0197 ft/ft Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkf or Range: - Range: - Range: Range:
Savg)=(Svalley/k) ft/ ft-
22, Pool Slope (Spool) ft / ft Mean: 0.0008 ft/ft Mean: 0.0011 ft/ft Mean: 0.0031 ft/ft Mean:
Range: 0.0 - 0.0042 Range: 0.0 - 0.0021 Range: 0.0 - 0.078 Range:
ft/ft ft/ft ft/ft
9/18/2002 Dimensionlessratiosreach#3.xis
1 of 3
' MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 3
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
UsEns 1
1
1
1
1
1
1
1
1
1
1
1
1
age
Variables Existing Channel Proposed .Reach Reference Reach: Station
23. Ratio of Pool Slope to Average Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope (SpoolfSbkf) Range: 0.0 - 0.8 Range: 0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpoo) ft Mean: 2.5 it Mean: 2.6 ft Mean: 1.7 it Mean:
Range: 1..9 - 3.1 ft Range: 2.5 - 3.0 ft Range: 1.6 - 1.9 ft Range:
25. Ratio of Maximum Pool Depth to Mean: 2.5 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpooUdbkf) Range: 1.9 - 3.1 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: - 8.0 ft Mean: 15.5 ft Mean: 8.7 ft Mean:
Range: - Range: 9.8 -16.8 ft Range: 6.0 -10.0 ft Range:
27. 'Ratio of Pool Width to Bankfull ' Mean: 0.7 Mean: 1.1 Mean: 1.1 Mean:
Width (WpooVWbkf) Range: - Range: 0.7 -1.2 Range: 0.7 - 1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 9.1 sq it Mean: 23.0 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sq ft Range: - Range: 18.0 - 26.0 Range: 6.2 - 8.9 sq Ranger
sq. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 0.7 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abkf) Range: - Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ft Mean: 73.2 ft Mean: 64.0 ft Mean: 36.5 ft Mean:
Range: 37.8 -103.9 Range: 29.0 - 111.0 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 6.1 Mean: 4.6 Mean: 4.6 Mean:
BankfulI Width (p-p/Wbkf) Range: 3.1 - 8.7 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. Pool Length (Lp) ft, Mean: 35.3 ft Mean: 25.0 ft Mean: 14.5 ft Mean:
Range: 9.4 - 59.2 ft Range: 13.0 - 48.0 Range: 7.0 - 27.0 ft Range:
ft
33. Ratio of Pool Length to Bankfull Mean: 2.9 Mean: 1.8 Mean: 1.8 Mean:
Width (LpJWbkf) Range: 0.8 - 4.9 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0200 ft/ft Mean: 0.0127 ft/ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0500 Range: 0.0048 - Range: 0.0173 - Range:
Wit 0.0212 Wit 0.0783 Wit
35.; Ratio of Riffle Slope to Average Mean: 3.8 Mean: 2.4 Mean: 2.4 Mean:
Slope; (SriffJSbkf) Range: 0.0 - 9.4 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (drift) ft Mean: 1.8 ft Mean: 1.8 ft Mean: 1.1 ft Mean:
Range: 1.2 - 3.2 ft Range: 1.4 - 2.2 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.8 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driffldbkf) Range: 1.2 - 3.2 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slopei(Srun) ft l ft Mean: 0.0190 ft/ft Mean: 0.0085 ft/ft Mean: 0.0307 ft/ft Mean:
Range: 0.0019 - Range: 0.0021 - Range: 0.008 - Range:
0.0640 ft/ft 0.0191 Wit 0.0712 Wit
39. Ratio of Run Slope to Average Mean: 3.6 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkf) Range: 0.4 -12.1 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun), ft Mean: 1.8 ft Mean: 2.0 ft Mean: 1.3 ft Mean:
Range: 1.2 - 2.2 ft Range: - Ran e: - Range:
41. Ratio of Run Depth to Bankfull Mean: 1.8 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf) Range: 1.2 - 2.2 Range: - Range: - Range:
42. Slope of Glide (Sgl),ft J ft Mean: 0.0068 Wit Mean: 0.0032 Wit Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0200 Range: 0.0 - 0.0850 Range: 0.0 - 0.0325 Range:
Wit Wit fit
43. Ratio of Glide Slope to. Average Mean: 1.3 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (SgUSws) Range: 0.0 - 3.8 Range: 0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgi) ft Mean: 2.0 ft Mean: 1.9 ft Mean: 1.2 ft Mean:
Range: 1.5 - 2.4 ft Range: - Range: - Ran e:
45. Ratio of Glide Depth to Bankfull Mean: 2.0 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth (dgFdbkf) Range: 1.5 - 2.4 Range: - Range: - Range:
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 3
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
i

1

USGS Gage
Variables Existing Channel Proposed Reach Reference Reach'. Station
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 Wit Mean:
Range: Range: Range: 0.1375 - Range:
0.285 Wit
47. Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water' Surface' Slope (Sst/Savg) , Range: Range: Range: 7.0 -14.5 Range:
48, Maximum Step Depth (dst) Mean: N/A Mean: WA Mean: 1.1 It Mean:
Range: Range: Ran e: 1.0 -1.1 ft Range:
49. Ratio of Step Depth to Bankfull Mean: N/A Mean: N/A Mean: 1.5 Mean:
Iviean'.Depth (dst/dbkf) Range: Range: Range: 1.4 -1.6 Range:
Materials:
Particle Size Distribution of
Channel Material mm
D16 N/A Expected to 0.1 mm
035 3.6 mm Coarsen 0.6 mm
D50 13.0 mm 4.5 mm
D84 45.0 mm 53.0 mm
D95 137.0 mm 96.0 mm
Particle Size Distribution o ar
Material (Pavement) S P
016 6.0 mm 0.2 mm Expected to 0.1 mm
D35 8.9 mm 2.1 mm Coarsen 0.3 mm
D50 12.0 mm 5.0 mm 0.7 mm
D84. 27.0 mm 18.0 mm 7.0 mm
095 40.0 mm 30.0 mm 12.0 mm
Largest Size Particle on Bar 50.0 mm 20.0 mm
Sediment Transport:
Sediment Transport Validation
(Based on Bankfull Shear Stress) Existing Proposed
Calculated value (mm) from curve 38 mm 40 mm
Value from Shields Curve' ib/ft2 0.48 Ib/ft2 0.48 Ib/ft2
Critical dimensionless: shear stress 0.039 0.039
Minimal mean d calculated
using critical dimensionless shear
stress equations

2.0 ft

2.0 ft
9/18/2002
Dimensionlessratiosreach#3.xis
3of3
' MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 4
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #4, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
Gage
1
i
1
1
i
1
1
1
1
1
1
1
1

Variables Existing Channel Proposed Reach Reference Reach Station
1. Stream Type E 4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq. mi) 1.05 s mi. 1.05 s q. mi. 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 15.7 ft Mean: 14.1 ft Mean: 8 ft Mean: 29 ft
Range: 13.0 -18.0 Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.6 ft Mean: 1.8 ft Mean: 0.7 ft Mean: 2.0 ft
Range: 1.5 -1.8 ft Range: - Ran e: 0.4 -1.0 ft Ran e: 2.0 - 2.1 ft
5. Widtb/Depth Ratio!(Wbkf/dbkf) Mean: 10 Mean: 8 Mean: 13.5 Mean: 14
Ran e: 9 -11 Range: - Range: 7.0 - 26.0 Range: 13 -15
6. Bankfull Cross-Sectional Area Mean: 25.1 sq. ft. Mean: 25.0 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: 19.4 - 33.0 Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
sq. ft. ft sq. ft
7. Ba ikfull Mean Velocity (Vbkf) fps' Mean: 4.2 fps Mean: 4.4 fps Mean: 5.3 fps Mean:
Range: 4.0 - 4.5 fps Range: 3.7 - 4.9 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbkf) Mean: 96.6 cfs Mean: 110.0 cis Mean: 25.2 cfs Mean:
Range: 92.0 - 103.5 Range: 92.5 -122.5 Range:19.6 - 41.9 Range:
cis cfs cfs
9. Maximum Bankfull Depth (dmax) Mean: 1.9 ft Mean: 2:8 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.6 - 2.9 ft Range: 2.3 - 3.5 ft Range: 0.9 - 1.4 ft Range: 2.7 - 3.0 ft
10. 'Ratio of Low Bank Height to Mean: 1.9 Mean: 1.0 Mean: 1.8 Mean:
Max.'Bankfull Depth (Bhlow/dmax) Range: 0.6 - 2.1 Range: Range: 1.4 - 2.5 Range:
11. ' Width of Flood Prone Area Mean: 82.0 ft Mean: > 31.0 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: 21.0 - 200.0 Range: Range: 16.0 - 22.0 Range: 40 -100 ft
1 ft
12. ;Entrenchment Ratio (Wfpa Vbkf) Mean: 4.4 Mean: >2.2 Mean: 2.4 Mean: 2.4
Range: 1.6 - 11.1 Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. Meander Length (Lm) ft Mean: 127.3 ft Mean: 89.1 ft Mean: 50.0 ft Mean:
Range: 45.0 - 340.0 Range:62.2 - 124.4 Range: 35.0 - 70.0 Range:
ft ft ft
14. ?Ratio of Meander Length to - Mean: 8.1 Mean: 6.3 Mean: 6.3 Mean:
Bankf ill Width (Lm/Wbkf) Range: 2.9 - 21.7 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft Mean: 29.3 ft Mean: 22.6 ft Mean: 13.5 ft Mean:
Range: 5.0 -138.0 Range: 4.2 - 56.6 ft Range: 2.3 - 31.8 ft Range:
ft
16. Ratio of Radius of Curvature to Mean: 1.9 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (Rc/Wb1d) Range: 0.3 - 8.8 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width' (Wblt) ft Mean: 56.1 ft Mean: 36.8 ft Mean: 20.9 ft Mean:
Range: 27.0 - 151.0 Range:18.4 - 62.2 ft Range: 10.0 - 35.0 Range:
ft ft
18. Meander Width Ratio Mean: 3.6 Mean: 2.6 Mean: 2.6 Mean:
(WblvWbkf) Range: 1.7 - 9.6 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.23 Mean: 1.23 Mean: 1.4 Mean:
distance) (k) Range: - Range: - Range: - Range:
20. Valley Slope (ft/ft) Mean: 0.0066 ft/ft Mean: 0.0066 ft/ft Mean: 0.028 ft/ft Mean:
Range: Range: - Range: Range:
21. Average Water Surface Slope or Mean: 0.0054 ft/ft Mean: 0.0054 ft/ft Mean: 0.0197 Wit Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkfor Range: - Range: - Range: - Range:
Savg)=(Svalley/k) ft/ ft
22. Pool Slope (Spool) ft! ft Mean: 0.0009 ft/ft Mean: 0.0011 Wit Mean: 0.0031 ft/ft Mean:
Range: 0.0 - 0.0063 Range: 0.0 - 0.0022 Range: 0.0 - 0.078 Range:
ft/ft ft/ft ft/ft 9/17/2002

Dimensionlessratiosreach#4.xis
1 of 3
' MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 4
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #4, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
' Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
Gage
USGS 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Variables Existing Channel Proposed Reach Reference Reach Station
23. Ratio of Pool Slope to Average Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope (Spool/Sbkf) Range: 0.0 -1.2 Range: 0 - 0.4 Range: 0.0 - 0.4 Range:
24. 'Maximum Pool Depth (dpool) ft Mean: 3.0 ft Mean: 4.2 ft Mean: 1.7 ft Mean:
Range: 2.0 - 3.9 ft Range: 4.1 - 4.8 ft Range: 1.6 -1.9 It Range:
25. Ratio of Maximum Pool Depth to Mean: 1.9 Mean: 2.4 Mean: 2.4 Mean:
Bankfulf Mean Depth (dpoolldbkt) Range: 1.2 - 2.4 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: 13.0 It Mean: 15.5 ft Mean: 8.7 ft Mean:
Range: 8.0 -16.0 ft Range: 9.9 - 17.0 ft Range: 6.0 -10.0 ft Range:
27. Ratio of Pool Width to Bankfull Mean: 0.8 Mean: 1.1 Mean: 1.1 Mean:
Width '(WpooV Wbkf) Range: 0.5 -1.0 Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28. Bankfull Cross-sectional Area at ` Mean: 28.3 sq. ft. Mean: 37.5 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sg ft Range: 15.9 - 36.0 Range: 30 - 42.5 Range: 6.2 - 8.9 sq Range:
sq. ft. sq. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 1.1 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abkf) Range: 0.6 - 1.4 Range: 1.2 - 1.7 Range: 1.2 - 1.7 Range:
30. Pool to Pool Spacing (p-p) ft Mean: 121.6 ft Mean: 65 ft Mean: 36.5 ft Mean:
Range: 34.6 - 280.6 Range: 29.7 -111.7 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 7.8 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 2.2 - 17.9 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. Pool Length (Lp) t Mean: 67.8 ft Mean: 25.4 ft Mean: 14.5 ft Mean:
Range: 15.9 -197.3 Range: 12.7 - 48.1 Range: 7.0 - 27.0 ft Range:
ft ft
33. Ratio of Pool Length to BankfuIl ; Mean: 4.3 Mean: 1.8 Mean: 1.8 Mean:
Width'(Lp/Wbkf) Range: 1.0 -12.6 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0210 ft/ft Mean: 0.0130 ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0600 Range: 0.0049 - Range: 0.0173 - Range:
Wit 0.0216 ft/ft . 0.0783 ft/ft
35. Ratio of Riffle Slope to Average Mean: 3.9 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 0.0 -11.1 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (driff) ft Mean: 1.9 ft Mean: 2.8 ft . Mean: 1.1 ft Mean:
Range: 1.6 - 2.9 ft Range: 2.3 - 3.5 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.2 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (drify/dbkf) Range: 1.0 -1.8 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slope'(Srun) ft/ ft Mean: 0.0170 Wit Mean: 0.0086 ft/ft Mean: 0.0307 Wit Mean:
Range: 0.0 - 0.0600 Range: 0.0020 - Range: 0.008 - Range:
Wit 0.0190 ft/ft 0.0712 ft/ft
39. Ratio of Run Slope to Average Mean: 3.1 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkf) Range: 0.0 -11.1 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun) ft Mean: 2.0 ft Mean: 3.2 ft Mean: 1.3 ft Mean:
Range: 1.4 - 2.4 ft Ran e: - Range-, - Range:
41. Ratio of Run Depth to Bankfull Mean: 1.2 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf) Range: 0.9 -1.5 Range: - Range: - Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0057 Wit Mean: 0.0032 Wit Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0300 Range: 0.0 - 0.0086 Range: 0.0 - 0.0325 Range:
Wit Wit ft/ft
43. Ratio of Glide Slope to Average Mean: 1.0 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0 - 5.5 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgl) ft Mean: 2.4 Mean: 3.0 ft Mean: 1.2 ft Mean:
Ran e: 1.7 - 3.2 Range: - Range: Range:
45. Ratio of Glide Depth to Bankfull Mean: 1.5 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth (dgl/dbkf) Range: 1.1 - 2.0 Range: - Range: Range:
./ 1 „LV VL
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 4
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #4, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

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USGS age
Variables Existing Channel Proposed Reach : 'Reference Reach Station
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 ft/ft Mean:
Range: Range: Range: 0.1375 - Range:
0.285 ft/ft
47. Ratio of Step Slope to Average Mean: N/A Mean: NiA Mean: 10.7 Mean:
Water' Surface' Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Ran e: Ran e: Range: 1.0 -1.1 ft Ran e:
49. `Ratio of Step Depth to Bankfuli Mean: N/A Mean: N/A Mean: 1.5 Mean:
Mean 'Depth (dst/dbkf) Range: Range: Range: 1.4 -1.6 Range:
Materials:
Particle Size Distribution of
Channel Material mm
D16 N/A Expected to 0.1 mm
D35 0.2 mm Coarsen 0.6 mm
D50 -- 2 mm 4.5 mm
D84 30 mm 53.0 mm
D95 85 mm 96.0 mm
Particle Size Distribution o ar
Material P SP
D16 13.8 mm 18.0 mm Expected to 0.1 mm
D35 25.4 mm 51.0 mm Coarsen 0.3 mm
D50 29.0 mm 59.0 mm 0.7 mm
D84 41.0 mm 82.0 mm 7.0 mm
095 46.0 mm 91.0 mm 12.0 mm
Largest Size' Particle: on Bar 60 mm 20.0 mm
Sediment Transport:
Sediment Transport Validation
(Based on Bankfull Shear Stress) Existing Proposed
Calculated value mm from curve 43 mm 50 mm
Value from Shields Curve ib/ft2 0.55 lb/ft2 0.55 lb/ft2
Critical dimensionless shear stress 0.15 0.15
Minimal mean db (_ calculated
using critical dimensionless shear
stress equations

9.3 ft

9.3 ft
9/17/2002
Dimensionlessratiosreach#4.xls
3of3

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Table 6. Proposed Vegetation
Unnamed Tributary to South Fork Creek, Alamance County, North Carolina
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Trees Grasses and
Herbs
"Channel"(Out to approximately 10 feet beyond
bankfull Within BankfuWBankfull Bench
Black willow Salix ni a Bee Balm Monarda di a
Hi bush blueberry Vaccinium co mbosum Bottle-brush Grass H stria atula
River birch Betula ni a Cardinal Flower Lobelia cardinalis
Silky dogwood Cornus amomum Deertoun a Panicum clandestinum
Tag alder Alnus serrulata Iron Weed Vernonia_s
Yellowroot Xanthorhiza sim licissima Joe- a Weed Eu atorium stulosum
Switch Grass Panicum vir atum
"Floodplain" (From approximately 10 feet beyond
bankfull to terrace River Oats Chasmanthimom
lati olium
American beech Fa s andi olia Tall Coreo sis Coreo sis tri teris
Blackgum N ssa Ivatica Touch me not Im atiens c ensis
Yellowroot Xanthorhiza sim licissima
Elderberry Sambucus canadensis Bankfull to Buffer Limit
Green Ash Fraxinus en Ivanica Big bluestem Andro o on erardii
Hackberry Celtis laevi ata Black-eyed Susan Rudbeckia hirta
Iron Wood Ca inus caroliniana Bur-marigold Bidens aristesa
Swam Chesnut Oak Quercus michauxii Indian grass Sor hastrum nutans
Water oak Quercus nigra Lance-leaved
coreo sis Coreopsis lanceolata
Willow oak Quercus phellos Little bluestem Schizacl yr um
sco arium
Sycamore Platanus occidentalis Narrow-leaved
sunflower Helianthus
an ti olius
"Terrace" From terrace to buffer limit le coneflower Echinacea u urea
Persimmon Disopyros virginia Threadleaf
coreo sis Coreopsis verticillata
Black walnut Ju lans ni a
Chestnut oak Quercus gnus
Flowering dogwood Cornus orida
Northern red oak Quercus rubra
Southern Red Oak Quercus falcata
Eastern Red Cedar Juni erns vir 'niana
Virginia Pine Pinus vir 'niana
White Oak Quercus alba
1.*aW02013_hadIeywpMaWevege doe
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sCALic: l 2e.WO (I'- ZOOM
Uses 7.5 Minute Topographic Map: SNOW CAMP, NC
It„ AS G&M Prepared For: VICINITY MAP Figure No.
of North Carolina Inc
2301 Rexwoods Drive UT TO VARNALS & UT TO WELLS CREEK 2
Post Office Box 31388, Raleigh, NC 27622-1388 NCDENR Tel: [phone] Fax: 919!782-5905 ALANWNCE COUNTY, NORTH CAROLINA

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Appendix A
Site Photographs
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Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties
September 2002
1. Reach #1. Note cattle and high, vertical banks. .
2. Reach #1. Note cattle and high, vertical banks.
1
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Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties
September 2002
3. Reach #2. Note high, undercut banks.
4. Reach #2. Typical section.

Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties September 2002

6. End of Reach 93, beginning of Reach #4.Existing culvert under Silk Hope Lindley Mill Rd to be
maintained.
5. Reach #3. Typical section.
Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties September 2002

7. Reach 94. Note high, undercut banks and exposed roots.
8. Reach #4. Typical Section.

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Appendix B
Reference Reach Site Photographs

Reference Re2cr June 2002
UT to ;arms ,reek, BaiEb 4/11
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Page 1 of 2
1. Downstremn End of Reference Reach, Typical
2. Typical V"allev WaILs and Entrencluacat of Reference Reach
' Reference React use 2002
J 1 ac Vamats reeK. BaIE'4'1
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Page 2of2
4. Typical Bankfull indicator
Reference Pp 0-oA A ay 2GV-
..T to 'Wells "reek. .. •4/1

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Page 1 of 2
2. Typical Pool with Point Baf
?"'efe€•°4?ce- FR?a tle Nlay 7002
1 go Wells Creek. C 4/4

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3. Typical Stream Cross Section
Page 2 of 2

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Appendix C
Pfankuch Channel Stability
Evaluation
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Appendix D
Letter of Verification of Suitability
OF W A T ?R Michael F. Easley, Governor
William G. Ross Jr., Secretary
?O? QG North Carolina Department of Environment and Natural Resources
Uj 7 , Alan W. Klimek, P.E. Director
> Division of Water Quality
14
June 25, 2002
CERTIFIED MAIL: 70011140 00017828 4433
Return Receipt Requested
Arcadis G&M of North Carolina, Inc.
ATTN: Mr. Ben Furr
2301 Rexwoods Drive
Suite 102
Raleigh, NC 27607-3366

SUBJECT: Alamance. County Reference Reaches
Unnamed Tributary to Varnals Creek
Unnamed Tributary to Wells Creek
Alamance County
Dear Mr. Furr:
This letter is in response to your request for written verification of the suitability of the
subject reference reaches. Per our site visit on June 18, 2002, I believe both tributaries to be
stable channels and suitable for use as reference reaches. These reaches are 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
n
cc: Cherri Smith, Wetland Restoration Program
Todd St. John, Wetlands/401 Unit Central Office
Central Files
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Appendix E
Regional Curves for Rural Piedmont
North Carolina

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County, North Carolina

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?0? N NA
T ?RQ Michael F. Easley
?O G Governor
co r William G. Ross, Jr., Secretary
y Department of Environment and Natural Resources
Alan Klimek, PE
Division of Water Quality
November 13, 2002
Ms. Cherri Smith
Wetlands Restoration Program
1619 MSC
Raleigh, NC 27699-1619
Subject: Stream Restoration/Enhancement
Unnamed Tributary to South Fork
Alamance County, NC
DWQ# 021792
Dear Ms. Smith:
This Office is in receipt of the plans for the stream restoration/enhancement project of approximately
6040 feet of an unnamed tributary to South Fork in the Cape Fear Basin resubmitted on November 12, 2002.
DWQ Staff reviewed the plans and determined that stream restoration and/or enhancement would be achieved
as long as the following stipulations are met:
1) The width of the bankfull benches shall be at the bankfull width on Subreaches 3 and 4 unless bed rock or
valuable trees restrict the establishment of the bankfull bench on both sides of the stream.
As long as the above conditions are met, 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, Wetlandl-J.4
Winston-Salem Regional Office
'mile
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)
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 ez,
C
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
1. Owner/Applicant Information
Name: North Carolina Wetlands Restoration Program
Mailing Address: 1619 Mail Service Center
Raleiah. NC 27699-1619
Telephone Number: 919-715-3466 Fax Number: 919-733-5321
E-mail Address: [e-mail]
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:
E-mail Address:
Fax Number:
Page 5 of 12

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: Tributary to South Fork Creek 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: Silk Hope
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 a right onto Lindley Mill Road. Go approximately 6 miles
to the Alamance/Chatham County line where Lindley Mill Road crosses Tributary to South
Fork Creek. The project is bisected by Lindley Mill 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:
Tributary to South Fork Creek is located in an agricultural valley where cattle have
historically and currently 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 approximately 8 acres.
8. Nearest body of water (stream/river/sound/ocean/lake): South Fork Creek
9. River Basin: Cape Fear River Basin
Page 6 of 12
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http:Hh2o.enr.state.nc.us/admin/maps/.)
10. Describe the purpose of the proposed work: Stabilize Tributary to South Fork Creek by
restoring the proper eg ometry 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 hay and silage production.
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
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/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 httn://www.fema.,eov.
*** 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: N/A
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 Im act Perennial or
Intermittent?
( leasespecify)
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.mapquest.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 Waterbod
(if applicable) y 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
r
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
http://h2o.enr. state.nc.us/ncwetl ands/stnngiide.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/wM/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
t
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; Zone 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 211.0500) 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
I C)
Applicant/Agent's Signature Date '
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Hadlq ?:kwlin Revisions per NCDWQ Comments
Subject: Hadley Newlin Revisions per NCDWQ Comments
Date: Thu, 7 Nov 2002 14:24:59 -0700
From: "Hunt, Scott" <[e-mail]>
To: "Cheri Smith (E-mail)" <[e-mail]> 1
Cherri,
Attached below are the most recent comments from Todd St.John (NCDWQ) which
were submitted by him following our meeting with him on Wednesd 0- r;
28, 2002. I have added ARCADIS responses in italics below for c ?tci?t.
Based on the described revisions to the plans, I will forward you revised
plans for resubmittal. For your records, I have also attached the e-mail
chain which includes all of Todd St. John's (NCDWQ) initial questions and
comments and the corresponding responses/explanations from ARCADIS.
Thanks!
William Scott Hunt, III, PE
ARCADIS
801 Corporate Center Drive, Suite 300
Raleigh, NC 27607
Phone: [phone], Ext. 181
Fax: [phone]
Email: [e-mail]
ARCADIS Response: All cross sections and plan sheets for the project reach
were reviewed to evaluate implementation of wider bankfull benches as well
as to insure a bank height ratio of one. Bench widths were increased at all
cross sections, except in areas where site constraints prevented such.
Plans and cross sections have been edited based on these revisions.
-----Original Message-----
From: Todd St. John [mailto:[e-mail]]
Sent: Tuesday, October 29, 2002 8:55 AM
To: Todd St. John; [e-mail]
Cc: john.dorney; [e-mail]; Todd St. John
Subject: Re: Hadley Newlin Comments
Cherri and Scott, (Jeff, FYI - i copied you since we have discussed this
same matter
on other projects)
Thanks for meeting yesterday and putting up with my going on about this...
Anyway,
it seems i get to eat at least some of my words (mmmm.... words)... namely,
my
insistence that the bankfull bench must extend as far as the flood prone
area for
this type of restoration (i.e. C or E)... according to those at the SRI (I
mentioned
no names or specific projects in regards to this matter), there is no good
rule of
thumb for how big the bench should be. However, i did receive gl.idance that
"the
bigger the better" is a good rule of thumb for bankfull benches in most
cases and
that, although some trees and bed rock are acceptable reasons to restrict
bench
size, other reasons, such as lack of spoil areas, are not.
The bottom line to this is that I think it would be better insurance for
1 of 5 11/12/2002 10:49 AM
Aey Newlin Revisions per NCDWQ Comments
future
stability to maximize the bankfull bench width in the lower reaches within
reason. I
did identify what i felt were areas where this could be explored after
reviewing the
cross sections vs the plan view...
in the lowest reach:
44+50 to 53+50,
54+50 to 55+30,
60+30 to 64+00,
66+00 to 67+90,
68+40 to 70+00.
of lesser concern there were a few spots in the upper-lower reach:
36+90 to 37+60,
38+00 or so,
39+00 or so,
39+60 to 40+00,
41+30 to 41+50.
Anyhow, a review of these areas and either plan revisions or explanations
should
resolve the remaining issues. Please let me know, thanks for your patience,
and i
intend quickly expedite the approval as soon as this is resolved.
thanks, todd
"Todd St. John" wrote:
> Cherri,
> in regards to a mitigation project, the designer must add the planting
plan to
> the actual plans. The references to the narrative in the design report is
not
> adequate. In any event, it would be good if the narrative in the design
report
> were ammended to include the information provided in the email.
> Also, in regards to just permit approval, the designer's reference stream
has a
> drainage area of 5 to 10 times smaller, an average slope 4 times steeper
and a
> valley slope 4.6 time steeper than those of the lower reaches of the
design
> stream. As such, it does not necessarily follow that the characteristics
of the
> reference stream should be applied across the board to the design stream.
Since
> no other reason was given for providing an average entrechment ratio of
2.2 to
> the design stream, it is not clear why wider flood prone benches cannot be
> provided to ensure stability, particularly in the lower reaches.
Additionally,
> my review of the plans seem to indicate entrenchment ratios of close to
1.2 to
> 1.3 in a few spots (ie much less than 2.2). This is based on the location
of the
> cut and fill line and the bankfull lines on the plan view compared to the
> typical cross section plans as well as the fact that the two lower reaches
are
> "priority" 2 or 3. As such, I am not ready to recommend approval of the
plans
> without sufficient reason to have such narrow bankfull flood plain
y

11/1212002 10.49 AM
Hadley Newlin Revisions per NCDWQ Comments
benches. In
> regards to stability, it stands to reason that wider bankfull benches are
always
> better, as such, I recommend that the minimum entrenchement ratio at any
point
> be at least 3.0.
> Anyway (again), you can "withdraw" (ask Jeff how that works) your plans
until we
> resolve this one if you'd like or we can put it on hold... please
advise...
> thanks, Todd
> "Hunt, Scott" wrote:
> > Todd & Cherri,
> > I have attached Todd's original e-mail to Cherri below and have added
our
> > responses directly beneath each of his questions/comments. Let me know
if
> > you have any further questions or concerns.
> > Thanks!
> > William Scott Hunt, III, PE
> > ARCADIS
> > 801 Corporate Center Drive, Suite 300
> > Raleigh, NC 27607
> > Phone: [phone], Ext. 181
> > Fax: [phone]
> > Email: [e-mail]
> > Cherri,
> > I had some questions regarding this mitigation plan. The last two items
> > are the most problematic... I'll be out of the office until monday or
> > tuesday... please let me know if those questions make sense... i did the
> > best i could...
> > ¥¥. In Stream Structures and/or Channel Blocks
> > The proposed structures must have liners.
> > ARCADIS RESPONSE: Proposed boulder cross-vanes, boulder j-hook vanes,
> > boulder vanes, and boulder step pools all to be constructed using
non-woven
> > geotextile fabric and stone backfill material as shown on the plans and
> > details. Sections of the existing channel that are to be abandoned will
be
> > plugged at their upstream ends using impervious stream plugs as
indicated on
> > the plans and details. Impervious stream plugs to be constructed using
> > compacted impervious select material. As depicted on the plans, each
plug
> > will be protected using boulder cross-vanes, boulder j-hook vanes,
boulder
> > vanes, or rootwads.
> > ¥¥. Riparian Buffers and Planting Plan
> > The planting plan should include tree planting densities of the
> > appropriate native species that will result iii a survival rate of 320
> > trees per acre after five years. Planting densities were not discussed
3 of 5 11/12/2002 10:49 AM
Hadley Newlin Revisions per NCDWQ Comments
> > in the plans. Please revise the site plans to include the extent and
> > nature of the plantings and buffers.
> > ARCADIS RESPONSE: The proposed planting plan in described in detail in
> > section 4.5 and Table 6 of the Restoration Design Report. All
understory
> > species will be planted on a 7-foot by 7-foot spacing. All canopy
species
> > will be planted on a 10-foot by 10-foot spacing. Permanent seeding will
be
> > performed by planting a mixture of the grasses and herbs specified in
Table
> > 6 at a rate of 25 pounds per acre. Additional detailed discussion of
the
> > technical aspects of the project planting are included in the project
> > technical specification due to their narrative nature. Please refer to
Table
> > 6 of the Restoration Design Plan for proposed vegetation species and the
> > proposed planting zones.
> > ¥¥. Morphological Measurements
> > The reference stream is very similar to a B type stream based on the
> > morphological measurements and based on the apparent valley (from the
> > topographic map). it appears to be much steeper and more confined than
> > may be appropriate for the design of the lower reaches, in particular.
> > As such, it is not clear if it is an appropriate reference stream for
> > the valley type of the design stream in the lower reaches. The design
> > stream in the lower reaches appears to be entrenched at many points with
> > entrenchment ratios of less than 2.2. It is recommended that the minimum
> > entrenchment ratio for the stream be 3.0 at any point. The lower design
> > stream reaches appear to have the characteristics of a Bc type stream.
> > It is not clear why the stream needs to be entrenched and why a wider
> > flood plain cannot be provided. On valley slopes of less than 1.5t to
> > 2$, narrow flood plains may be appropriate for design streams in urban
> > areas where lateral confinement is an issue. However, it rural areas it
> > may be better to excavate a wider flood plain.
> > ARCADIS RESPONSE: The reach of the Unnamed Tributary to Wells Creek
which
> > was used as a reference reach for this project clearly classifies as a
C/E
> > stream based on detailed field surveys (see Restoration Design Report
> > Section 3 for detailed discussion and also the "Reference Reach" columns
of
> > each of the tables titled "Morphological Characteristics of the Exiting
and
> > Proposed Channel with Gage Station and Reference Reach Data" which are
> > included in the Restoration Design Report). ARCADIS conducted detailed
> > field surveys and study of this reference reach. After careful study of
the
> > reference stream reach, ARCADIS determined the Unnamed Tributary to
Wells
> > Creek to be appropriate for the design of this project(See detailed
> > discussion in Section 4 of the Restoration Design Report). The minimum
> > entrenchment ratio "set" for the proposed design was 2.2. It should be
> > noted that this is the MINIMUM value and that it agrees completely with
the
> > data collected from the reference reach and also with the appropriate
> > entrenchment ratio for C and E streams, the target stream type(s) for
> > restoration at this site. The proposed designs for all four subreaches
are
> > designed (and will be constructed) to have entrenchment ratios of
greater

Hadley N-ewlin Revisions per NCDWQ Comments
> > than or equal to 2.2. Scrolling through our cross-sections, it appears
that
> > roughly 60 percent of the cross-sections have an entrenchment ratio of 3
or
> > greater. The entrenchment ratios for this project were designed based
on
> > the ranges determined to be associated with the reference reach. These
> > ranges will appropriately allow excavation quantities to be minimized,
allow
> > favorable existing native vegetation to be saved, while also
concurrently
> > providing the appropriate flood plain.
> > ¥¥. Sediment Transport Analysis
> > Please clarify the procedures used to evaluate the sediment transport.
> > it is not clear if bar samples or the more acceptable method of riffle
> > sub-pavement samples were analyzed. Also, it appears that the bar or
> > sub-pavement samples had larger D50s than the pavement samples which
> > indicates a problem. The table provided also indicated that a bankfull
> > depth of 9.3 feet is needed to transport the sediment in the lowest
> > reach. It appears the sediment transport analysis requires further
> > clarification or review.
> > ARCADIS RESPONSE: Pavement and subpavement samples were collected at
> > representative riffles and were analyzed as the basis for the sediment
> > transport analysis for this project. No depositional bars appropriated
for
> > "bar sampling" were observed at the project site during the field study.
The
> > Sediment Transport results presented in the last row at the end of each
of
> > the tables titled "Morphological Characteristics of the Exiting and
Proposed
> > Channel with Gage Station and Reference Reach Data" (i.e., the row where
the
> > 9.3 feet is presented) are calculated using the critical dimensionless
shear
> > stress equations. These results are typically use to help verify
whether a
> > stream is "stable", "aegrading" or "degrading". The sediment transport
> > (shear stress) analysis results summarized in Table 5 of the Restoration
> > Design Report are used to actually validate the sediment transport
> > competence of the proposed design. All of the shear stress analysis
results
> > are discussed in detail in the Restoration Design Report.
5 of 5 11/12/2002 10:49 AM
Re: Hadley Newlin Comments
Subject: Re: Hadley Newlin Comments
Date: Tue, 29 Oct 2002 08:55:26 -
From: "Todd St. John" <todd.st.joh ncmail.net>
Organization: DWQ Wetlands Unit
To: "Todd St. John" <[e-mail]>, [e-mail]
CC: "john.dorney" <[e-mail]>, [e-mail],
"Todd St. John" <[e-mail]>
Cherri and Scott, (Jeff, FYI - i copied you since we have discussed this same matter
on other projects)
Thanks for meeting yesterday and putting up with my going on about this... Anyway,
it seems i get to eat at least some of my words (mmmm.... words)... namely, my
insistence that the bankfull bench must extend as far as the flood prone area for
this type of restoration (i.e. C or E)... according to those at the SRI (I mentioned
no names or specific projects in regards to this matter), there is no good rule of
thumb for how big the bench should be. However, i did receive guidance that "the
bigger the better" is a good rule of thumb for bankfull benches in most cases and
that, although some trees and bed rock are acceptable reasons to restrict bench
size, other reasons, such as lack of spoil areas, are not.
The bottom line to this is that I think it would be better insurance for future
stability to maximize the bankfull bench width in the lower reaches within reason. I
did identify what i felt were areas where this could be explored after reviewing the
cross sections vs the plan view...
in the lowest reach:
44+50 to 53+50,
54+50 to 55+30,
60+30 to 64+00,
66+00 to 67+90,
68+40 to 70+00.
of lesser concern there were a few spots in the upper-lower reach:
36+90 to 37+60,
38+00 or so,
39+00 or so,
39+60 to 40+00,
41+30 to 41+50.
Anyhow, a review of these areas and either plan revisions or explanations should
resolve the remaining issues. Please let me know, thanks for your patience, and i
intend quickly expedite the approval as soon as this is resolved.
thanks, todd
"Todd St. John" wrote:
> Cherri,
> In regards to a mitigation project, the designer must add the planting plan to
> the actual plans. The references to the narrative in the design report is not
> adequate. In any event, it would be good if the narrative in the design report
> were ammended to include the information provided in the email.
> Also, in regards to just permit approval, the designer's reference stream has a
> drainage area of 5 to 10 times smaller, an average slope 4 times steeper and a
> valley slope 4.6 time steeper than those of the lower reaches of the design
> stream. As such, it does not necessarily follow that the characteristics of the
> reference stream should be applied across the board to the design stream. Since
> no other reason was given for providing an average entrechment ratio of 2.2 to
> the design stream, it is not clear why wider flood prone benches cannot be
> provided to ensure stability, particularly in the lower reaches. Additionally,
> my review of the plans seem to indicate entrenchment ratios of close to 1.2 to
1 of 4 10/29/02 8:56 AN
Re: Hadley Newlin Comments
> 1.3 in a few spots (ie much less than 2.2). This is based on the location of the
> cut and fill line and the bankfull lines on the plan view compared to the
> typical cross section plans as well as the fact that the two lower reaches are
> "priority" 2 or 3. As such, I am not ready to recommend approval of the plans
> without sufficient reason to have such narrow bankfull flood plain benches. In
> regards to stability, it stands to reason that wider bankfull benches are always
> better, as such, I recommend that the minimum entrenchement ratio at any point
> be at least 3.0.
> Anyway (again), you can "withdraw" (ask Jeff how that works) your plans until we
> resolve this one if you'd like or we can put it on hold... please advise...
> thanks, Todd
> "Hunt, Scott" wrote:
> > Todd & Cherri,
> > I have attached Todd's original e-mail to Cherri below and have added our
> > responses directly beneath each of his questions/comments. Let me know if
> > you have any further questions or concerns.
> > Thanks!
> > William Scott Hunt, III, PE
> > ARCADIS
> > 801 Corporate Center Drive, Suite 300
> > Raleigh, NC 27607
> > Phone: [phone], Ext. 181
> > Fax: [phone]
> > Email: [e-mail]
> > Cherri,
> > I had some questions regarding this mitigation plan. The last two items
> > are the most problematic... I'll be out of the office until monday or
> > tuesday... please let me know if those questions make sense... i did the
> > best i could...
> > ¥¥. In Stream Structures and/or Channel Blocks
> > The proposed structures must have liners.
> > ARCADIS RESPONSE: Proposed boulder cross-vanes, boulder j-hook vanes,
> > boulder vanes, and boulder step pools all to be constructed using non-woven
> > geotextile fabric and stone backfill material as shown on the plans and
> > details. Sections of the existing channel that are to be abandoned will be
> > plugged at their upstream ends using impervious stream plugs as indicated on
> > the plans and details. Impervious stream plugs to be constructed using
> > compacted impervious select material. As depicted on the plans, each plug
> > will be protected using boulder cross-vanes, boulder j-hook vanes, boulder
> > vanes, or rootwads.
> > ¥¥. Riparian Buffers and Planting Plan
> > The planting plan should include tree planting densities of the
> > appropriate native species that will result in a survival rate of 320
> > trees per acre after five years. Planting densities were not discussed
> > in the plans. Please revise the site plans to include the extent and
> > nature of the plantings and buffers.
> > ARCADIS RESPONSE: The proposed planting plan in described in detail in
> > section 4.5 and Table 6 of the Restoration Design Report. All understory
> > species will be planted on a 7-foot by 7-foot spacing. All canopy species
2 of 4 10/29/02 8:56 AN
Re: Hadley Newlin Comments
> > will be planted on a 10-foot by 10-foot spacing. Permanent seeding will be
> > performed by planting a mixture of the grasses and herbs specified in Table
> > 6 at a rate of 25 pounds per acre. Additional detailed discussion of the
> > technical aspects of the project planting are included in the project
> > technical specification due to their narrative nature. Please refer to Table
> > 6 of the Restoration Design Plan for proposed vegetation species and the
> > proposed planting zones.
> > ¥¥. Morphological Measurements
> > The reference stream is very similar to a B type stream based on the
> > morphological measurements and based on the apparent valley (from the
> > topographic map). It appears to be much steeper and more confined than
> > may be appropriate for the design of the lower reaches, in particular.
> > As such, it is not clear if it is an appropriate reference stream for
> > the valley type of the design stream in the lower reaches. The design
> > stream in the lower reaches appears to be entrenched at many points with
> > entrenchment ratios of less than 2.2. It is recommended that the minimum
> > entrenchment ratio for the stream be 3.0 at any point. The lower design
> > stream reaches appear to have the characteristics of a Bc type stream.
> > It is not clear why the stream needs to be entrenched and why a wider
> > flood plain cannot be provided. On valley slopes of less than 1.5% to
> > 2%, narrow flood plains may be appropriate for design streams in urban
> > areas where lateral confinement is an issue. However, it rural areas it
> > may be better to excavate a wider flood plain.
> > ARCADIS RESPONSE: The reach of the Unnamed Tributary to Wells Creek which
> > was used as a reference reach for this project clearly classifies as a CIE
> > stream based on detailed field surveys (see Restoration Design Report
> > Section 3 for detailed discussion and also the "Reference Reach" columns of
> > each of the tables titled "Morphological Characteristics of the Exiting and
> > Proposed Channel with Gage Station and Reference Reach Data" which are
> > included in the Restoration Design Report). ARCADIS conducted detailed
> > field surveys and study of this reference reach. After careful study of the
> > reference stream reach, ARCADIS determined the Unnamed Tributary to Wells
> > Creek to be appropriate for the design of this project(See detailed
> > discussion in Section 4 of the Restoration Design Report). The minimum
> > entrenchment ratio "set" for the proposed design was 2.2. it should be
> > noted that this is the MINIMUM value and that it agrees completely with the
> > data collected from the reference reach and also with the appropriate
> > entrenchment ratio for C and E streams, the target stream type(s) for
> > restoration at this site. The proposed designs for all four subreaches are
> > designed (and will be constructed) to have entrenchment ratios of greater
> > than or equal to 2.2. Scrolling through our cross-sections, it appears that
> > roughly 60 percent of the cross-sections have an entrenchment ratio of 3 or
> > greater. The entrenchment ratios for this project were designed based on
> > the ranges determined to be associated with the reference reach. These
> > ranges will appropriately allow excavation quantities to be minimized, allow
> > favorable existing native vegetation to be saved, while also concurrently
> > providing the appropriate flood plain.
> > ¥¥. Sediment Transport Analysis
> > Please clarify the procedures used to evaluate the sediment transport.
> > it is not clear if bar samples or the more acceptable method of riffle
> > sub-pavement samples were analyzed. Also, it appears that the bar or
> > sub-pavement samples had larger D50s than the pavement samples which
> > indicates a problem. The table provided also indicated that a bankfull
> > depth of 9.3 feet is needed to transport the sediment in the lowest
> > reach. It appears the sediment transport analysis requires further
> > clarification or review.
> > ARCADIS RESPONSE: Pavement and subpavement samples were collected at
3 of 4 10/29/02 8:56 AM
Re: Hadley Newlin Comments
> > representative riffles and were analyzed as the basis for the sediment
> > transport analysis for this project. No depositional bars appropriated for
> > "bar sampling" were observed at the project site during the field study. The
> > Sediment Transport results presented in the last row at the end of each of
> > the tables titled "Morphological Characteristics of the Exiting and Proposed
> > Channel with Gage Station and Reference Reach Data" (i.e., the row where the
> > 9.3 feet is presented) are calculated using the critical dimensionless shear
> > stress equations. These results are typically use to help verify whether a
> > stream is "stable", "aegrading" or "degrading". The sediment transport
> > (shear stress) analysis results summarized in Table 5 of the Restoration
> > Design Report are used to actually validate the sediment transport
> > competence of the proposed design. All of the shear stress analysis results
> > are discussed in detail in the Restoration Design Report.
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
4 of 4 10/29/02 8:56 AM
Re: Hadley Newlin Comments
Subject: Re: Hadley Newlin Comments
Date: Wed, 23 Oct 2002 15:22:28 -0400
From: "Todd St. John" <[e-mail]>
Organization: DWQ Wetlands Unit
To: [e-mail]
CC: "Todd St. John" <[e-mail]>
Cherri,
In regards to a mitigation project, the designer must add the planting plan to
the actual plans. The references to the narrative in the design report is not
adequate. In any event, it would be good if the narrative in the design report
were ammended to include the information provided in the email.
Also, in regards to just permit approval, the designer's reference stream has a
drainage area of 5 to 10 times smaller, an average slope 4 times steeper and a
valley slope 4.6 time steeper than those of the lower reaches of the design
stream. As such, it does not necessarily follow that the characteristics of the
reference stream should be applied across the board to the design stream. Since
no other reason was given for providing an average entrechment ratio of 2.2 to
the design stream, it is not clear why wider flood prone benches cannot be
provided to ensure stability, particularly in the lower reaches. Additionally,
my review of the plans seem to indicate entrenchment ratios of close to 1.2 to
1.3 in a few spots (ie much less than 2.2). This is based on the location of the
cut and fill line and the bankfull lines on the plan view compared to the
typical cross section plans as well as the fact that the two lower reaches are
"priority" 2 or 3. As such, I am not ready to recommend approval of the plans
without sufficient reason to have such narrow bankfull flood plain benches. In
regards to stability, it stands to reason that wider bankfull benches are always
better, as such, I recommend that the minimum entrenchement ratio at any point
be at least 3.0.
Anyway (again), you can "withdraw" (ask Jeff how that works) your plans until we
resolve this one if you'd like or we can put it on hold... please advise...
thanks, Todd
"Hunt, Scott" wrote:
> Todd & Cherri,
> I have attached Todd's original e-mail to Cherri below and have added our
> responses directly beneath each of his questions/comments. Let me know if
> you have any further questions or concerns.
> Thanks!
> William Scott Hunt, III, PE
> ARCADIS
> 801 Corporate Center Drive, Suite 300
> Raleigh, NC 27607
> Phone: [phone], Ext. 181
> Fax: [phone]
> Email: [e-mail]
> Cherri,
> I had some questions regarding this mitigation plan. The last two items
> are the most problematic... I'll be out of the office until monday or
> tuesday... please let me know if those questions make sense... i did the
> best i could...
> ¥¥. In Stream Structures and/or Channel Blocks
1 of 3 10/28/2002 12:26 PM
Re: Hadley Newlin Comments
> The proposed structures must have liners.
> ARCADIS RESPONSE: Proposed boulder cross-vanes, boulder j-hook vanes,
> boulder vanes, and boulder step pools all to be constructed using non-woven
> geotextile fabric and stone backfill material as shown on the plans and
> details. Sections of the existing channel that are to be abandoned will be
> plugged at their upstream ends using impervious stream plugs as indicated on.
> the plans and details. Impervious stream plugs to be constructed using
> compacted impervious select material. As depicted on the plans, each plug
> will be protected using boulder cross-vanes, boulder j-hook vanes, boulder
> vanes, or rootwads.
> ¥¥. Riparian Buffers and Planting Plan
> The planting plan should include tree planting densities of the
> appropriate native species that will result in a survival rate of 320
> trees per acre after five years. Planting densities were not discussed
> in the plans. Please revise the site plans to include the extent and
> nature of the plantings and buffers.
> ARCADIS RESPONSE: The proposed planting plan in described in detail in
> section 4.5 and Table 6 of the Restoration Design Report. All understory
> species will be planted on a 7-foot by 7-foot spacing. All canopy species
> will be planted on a 10-foot by 10-foot spacing. Permanent seeding will be
> performed by planting a mixture of the grasses and herbs specified in Table
> 6 at a rate of 25 pounds per acre. Additional detailed discussion of the
> technical aspects of.the project planting are included in the project
> technical specification due to their narrative nature. Please refer to Table
> 6 of the Restoration Design Plan for proposed vegetation species and the
> proposed planting zones.
> ¥¥. Morphological Measurements
> The reference stream is very similar to a B type stream based on the
> morphological measurements and based on the apparent valley (from the
> topographic map). It appears to be much steeper and more confined than
> may be appropriate for the design of the lower reaches, in particular.
> As such, it is not clear if it is an appropriate reference stream for
> the valley type of the design stream in the lower reaches. The design
> stream in the lower reaches appears to be entrenched at many points with
> entrenchment ratios of less than 2.2. it is recommended-that the minimum
> entrenchment ratio for the stream be 3.0 at any point. The lower design
> stream reaches appear to have the characteristics of a Bc type stream.
> it is not clear why the stream needs to be entrenched and why a wider
> flood plain cannot be provided. On valley slopes of less than 1.5-t to
> 2$, narrow flood plains may be appropriate for design streams in urban
> areas where lateral confinement is an issue. However, it rural areas it
> may be better to excavate a wider flood plain.
> ARCADIS RESPONSE: The reach of the Unnamed Tributary to Wells Creek which
> was used as a reference reach for this project clearly classifies as a CIE
> stream based on detailed field surveys (see Restoration Design Report
> Section 3 for detailed discussion and also the "Reference Reach" columns of
> each of the tables titled "Morphological Characteristics of the Exiting and
> Proposed Channel with Gage Station and Reference Reach Data" which are
> included in the Restoration Design Report). ARCADIS conducted detailed
> field surveys and study of this reference reach. After careful study of the
> reference stream reach, ARCADIS determined the Unnamed Tributary to Wells
> Creek to be appropriate for the design of this project(See detailed
> discussion in Section 4 of the Restoration Design Report). The minimum
> entrenchment ratio "set" for the proposed design was 2.2. It should be
> noted that this is the MINIMUM value and that it agrees completely with the
2 of 3 10/28/2002 12:26 PM
Re: Hadley Newlin Comments
> data collected from the reference reach and also with the appropriate
> entrenchment ratio for C and E streams, the target stream type(s) for
> restoration at this site. The proposed designs for all four subreaches are
> designed (and will be constructed) to have entrenchment ratios of greater
> than or equal to 2.2. Scrolling through our cross-sections, it appears that
> roughly 60 percent of the cross-sections have an entrenchment ratio of 3 or
> greater. The entrenchment ratios for this project were designed based on
> the ranges determined to be associated with the reference reach. These
> ranges will appropriately allow excavation quantities to be minimized, allow
> favorable existing native vegetation to be saved, while also concurrently
> providing the appropriate flood plain.
> ¥¥. Sediment Transport Analysis
> Please clarify the procedures used to evaluate the sediment transport.
> it is not clear if bar samples or the more acceptable method of riffle
> sub pavement samples were analyzed. Also, it appears that the bar or
> sub-pavement samples had larger D50s than the pavement samples which
> indicates a problem. The table provided also indicated that a bankfull
> depth of 9.3 feet is needed to transport the sediment in the lowest
> reach. It appears the sediment transport analysis requires further
> clarification or review.
> ARCADIS RESPONSE: Pavement and subpavement samples were collected at
> representative riffles and were analyzed as the basis for the sediment
> transport analysis for this project. No depositional bars appropriated for
> "bar sampling" were observed at the project site during the field study. The
> Sediment Transport results presented in the last row at the end of each of
> the tables titled "Morphological Characteristics of the Exiting and Proposed
> Channel with Gage Station and Reference Reach Data" (i.e., the row where the
> 9.3 feet is presented) are calculated using the critical dimensionless shear
> stress equations. These results are typically use to help verify whether a
> stream is "stable", "aggrading" or "degrading". The sediment transport
> (shear stress) analysis results summarized in Table 5 of the Restoration
> Design Report are used to actually validate the sediment transport
> competence of the proposed design. All of the shear stress analysis results
> are discussed in detail in the Restoration Design Report.
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
3 of 3 10/28/200212:26 PM
Hadley Newlin Comments
Subject: Hadley Newlin Comments
Date: Wed, 23 Oct 2002 09:01:09 -
From: "Hunt, Scott" <[e-mail]>
To: "'[e-mail]"' <[e-mail]>
CC: "Cherri Smith (E-mail)" <[e-mail]>
Todd & Cherri,
I have attached Todd's original e-mail to Cherri below and have added our
responses directly beneath each of his questions/ comments. Let me know if
you have any further questions or concerns.
Thanks!
William Scott Hunt, III, PE
ARCADIS
801 Corporate Center Drive, Suite 300
Raleigh, NC 27607
Phone: [phone], Ext. 181
Fax: [phone]
Email: [e-mail]
Cherri,
I had some questions regarding this mitigation plan. The last two items
are the most problematic... I'll be out of the office until monday or
tuesday... please let me know if those questions make sense... i did the
best i could...
¥Y. In Stream Structures and/or Channel Blocks
The proposed structures must have liners.
ARCADIS RESPONSE: Proposed boulder cross-vanes, boulder j-hook vanes,
boulder vanes, and boulder step. pools all to be constructed using non-woven
geotextile fabric and stone backfill material as shown on the plans and
details. Sections of the existing channel that are to be abandoned will be
plugged at their upstream ends using impervious stream plugs as indicated on
the plans and details. Impervious stream plugs to be constructed using
compacted impervious select material. As depicted on the plans, each plug
will be protected using boulder cross-vanes, boulder j-hook vanes, boulder
vanes, or rootwads.
¥Y. Riparian Buffers and Planting Plan
The planting plan should include tree planting densities of the
appropriate native species that will result in a survival rate of 320
trees per acre after five years. Planting densities were not discussed
in the plans. Please revise the site plans to include the extent and
nature of the plantings and buffers.
ARCADIS RESPONSE: The proposed planting plan in described in detail in
section 4.5 and Table 6 of the Restoration Design Report. All understory
species will be planted on a 7-foot by 7-foot spacing. All canopy species
will be planted on a 10-foot by 10-foot spacing. Permanent seeding will be
performed by planting a mixture of the grasses and herbs specified in Table
6 at a rate of 25 pounds per acre. Additional detailed discussion of the
technical aspects of the project planting are included in the project
technical specification due to their narrative nature. Please refer to Table
6 of the Restoration Design Plan for proposed vegetation species and the
proposed planting zones.
1 of 3 10/23/02 1:17 PM
Hadley Newlin Comments
Y¥. Morphological Measurements
The reference stream is very similar to a B type stream based on the
morphological measurements and based on the apparent valley (from the
topographic map). It appears to be much steeper and more confined than
may be appropriate for the design of the lower reaches, in particular.
As such, it is not clear if it is an appropriate reference stream for
the valley type of the design stream in the lower reaches. The design
stream in the lower reaches appears to be entrenched at many points with
entrenchment ratios of less than 2.2. It is recommended that the minimum
entrenchment ratio for the stream be 3.0 at any point. The lower design
stream reaches appear to have the characteristics of a Bc type stream.
It is not clear why the stream needs to be entrenched and why a wider
flood plain cannot be provided. On valley slopes of less than 1.5% to
2%, narrow flood plains may be appropriate for design streams in urban
areas where lateral confinement is an issue. However, it rural areas it
may be better to excavate a wider flood plain.
ARCADIS RESPONSE: The reach of the Unnamed Tributary to Wells Creek which
was used as a reference reach for this project clearly classifies as a C/E
stream based on detailed field surveys (see Restoration Design Report
Section 3 for detailed discussion and also the "Reference Reach" columns of
each of the tables titled "Morphological Characteristics of the Exiting and
Proposed Channel with Gage Station and Reference Reach Data" which are
included in the Restoration Design Report). ARCADIS conducted detailed
field surveys and study of this reference reach. After careful study of the
reference stream reach, ARCADIS determined the Unnamed Tributary to Wells
Creek to be appropriate for the design of this project(See detailed
discussion in Section 4 of the Restoration Design Report). The minimum
entrenchment ratio "set" for the proposed design was 2.2. It should be
noted that this is the MINIMUM value and that it agrees completely with the
data collected from the reference reach and also with the appropriate
entrenchment ratio for C and E streams, the target stream type(s) for
restoration at this site. The proposed designs for all four subreaches are
designed (and will be constructed) to have entrenchment ratios of greater
than or equal to 2.2. Scrolling through our cross-sections, it appears that
roughly 60 percent of the cross-sections have an entrenchment ratio of 3 or
greater. The entrenchment ratios for this project were designed based on
the ranges determined to be associated with the reference reach. These
ranges will appropriately allow excavation quantities to be minimized, allow
favorable existing native vegetation to be saved, while also concurrently
providing the appropriate flood plain.
YY. Sediment Transport Analysis
Please clarify the procedures used to evaluate the sediment transport.
It is not clear if bar samples or the more acceptable method of riffle
sub-pavement samples were analyzed. Also, it appears that the bar or
sub-pavement samples had larger D50s than the pavement samples which
indicates a problem. The table provided also indicated that a bankfull
depth of 9.3 feet is needed to transport the sediment in the lowest
reach. It appears the sediment transport analysis requires further
clarification or review.
ARCADIS RESPONSE: Pavement and subpavement samples were collected at
representative riffles and were analyzed as the basis for the sediment
transport analysis for this project. No depositional bars appropriated for
"bar sampling" were observed at the project site during the field study. The
Sediment Transport results presented in the last row at the end of each of
the tables titled "Morphological Characteristics of the Exiting and Proposed
Channel with Gage Station and Reference Reach Data" (i.e., the row where the
9.3 feet is presented) are calculated using the critical dimensionless shear
stress equations. These results are typically use to help verify whether a
stream is "stable", "aggrading" or "degrading". The sediment transport
(shear stress) analysis results summarized in Table 5 of the Restoration
2 of 3 10/23/02 1:17 PM
Hadley Newlin Comments
Design Report are used to actually validate the sediment transport
competence of the proposed design. All of the shear stress analysis results
are discussed in detail in the Restoration Design Report.
3 of 3 10/23/02 1:17 PM
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North Carolina
Department of Environment and Natural • o
Michael F. Easley, Governor ____ E'
William G. Ross Jr., Secretary NCDENR
October 7, 2002
MEMORANDUM
To: Todd St. John
From: Cherri Smith C-5
Subject: Permit Application for Tributary to South Fork Creek Stream Restoration,
Alamance County
Please find the enclosed permit application and design for a stream restoration project
on approximately 6,100 linear feet of a Tributary to South Fork Creek in southern
Alamance County. The North Carolina Wetlands Restoration Program (NCWRP) has
negotiated a conservation easement that is at least 50 feet wide on either side of the stream
and is over 100 feet on either side of the stream for most of the lower half of project area.
Jennifer Frye in the DENR-DWQ Winston-Salem Regional Office has reviewed the
reference reaches used for this project. A copy of her memorandum is included for your
information. In addition, a copy of the permit application and restoration plan has been
sent to the region 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
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Infrastructure, buildings, environment communications
,r
RESTORATION DESIGN REPORT
UNNAMED TRIBUTARY TO
SOUTH FORK CREEK
ALAMANCE COUNTY, NORTH CAROLINA
September 2002

1

r
w
Restoration Design Report
Unnamed Tributary to
South Fork Creek,
Alamance County
Prepared for.
North Carolina Department of
Environment and Natural Resources,
Wetlands Restoration Program
Prepared by:
ARCADIS G&M of North Carolina, Inc.
2301 Rexwoods Drive
Suite 102
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
Our Ref.:
NC602013.0000
Date:
September 2002
This document is intended only for the use
of the individual or entity for which it was
prepared and may contain information that
is privileged, confidential, and exempt from
disclosure under applicable law. Any
dissemination, distribution, or copying of
this document is strictly prohibited.
1. Introduction 1-1
1.1 Project Description 1-1
2 Pur
ose
1 1-1
p
.
1.3 Goals and Objectives
th
l
1
4 M
d 1-1
1-1
o
ogy
.
e
o
2. Existing Site Conditions 2-1
2.1 Site Description and Land Use 2-1
2.2 Stream Classification 2-1
2.3 Physical and Natural Resources
2.3.1 Water Resources 2-2
2.3.2 Biotic Resources 2-2
2.3.3 Soils 2-3
2.3.4 Protected Species 2-5
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3.1 Site Description and Land Use
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3.2 Stream Classi -
3.3 Physical and Natural Resources 3-2
3.3.1 Water Resources 3-2
3.3.2 Biotic Resources 3-2
4. Stream Restoration Design 4-3
4.1 Subreach #1 4-4
4.2 Subreach #2 4-4
4.3 Subreach #3 4-5
4.4 Subreach #4 4-6
4.5 Planting Plan 4-7

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5. References
Tables
1 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #1
2 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #2
3 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #3
4 Morphological Characteristics of the Existing and Proposed Channel
with Gage Station and Reference Reach Data, Subreach #4
5 Shear Stress Values for Unnamed Tributary to South Fork Creek,
Alamance County, North. Carolina]
6 Proposed Vegetation
Figures
1 Vicinity Map, UT to South Fork Creek
2 Vicinity Map, UT to Varnals Creek and UT to Wells Creek
Appendices
A Site Photographs
B Reference Reach Site Photographs
C Pfankuch Channel Stability Evaluation
D Letter of Verification of Suitability
E Regional Curves for Rural Piedmont North Carolina
F Protected Species for Alamance County, North Carolina
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I - 1. Introduction
1.1 Project Description
ARCADIS G&M of North Carolina Inc. (ARCADIS), was retained by the North
Carolina Department of Environment and Natural Resources (NCDENR), Wetlands
Restoration Program (WRP) to conduct stream restoration using natural channel design
methodologies on an unnamed tributary (UT) to South Fork Creek (Figure 1). The
project area encompasses two parcels of land, one owned by James Hadley and the
other by Charles Newlin.
1.2 Purpose
The purpose of this report is to provide information consistent with the natural channel
design process for the restoration of approximately 6,100 linear feet of stream on a UT
to South Fork Creek.
1.3 Goals and Objectives
The goal of this stream restoration project is to improve water quality in the Cape Fear
River Basin. The unnamed tributary to South Fork Creek at this project site is typical
of other streams within this and surrounding watersheds, exhibiting instability and
degradation in response to current and historic land use practices. The goal of
improving water quality will be accomplished by reestablishing a- stream with stable
dimension, pattern, and profile, which has the capacity to effectively transport water
and sediment without agrading or degrading in the current climate. Stabilization of the
streambed and banks will reduce the amount of sediment entering the river basin. In
addition, reestablishment of a permanent vegetated riparian buffer consisting of native
species will help decrease nutrient input. This buffer will also provide shading to the
stream in turn reducing water temperatures and providing additional wildlife habitat to
the site.
1.4 Methodology
Qualified biologists and engineers from ARCADIS conducted field investigations and
surveys along the project in late April and early May of 2002. Field investigations
were also conducted along two reference reaches, an unnamed tributary to Wells Creek
and an unnamed tributary to Varnals Creek June 2002, upon verbal confirmation of the
suitability for use as a reference reach from the NCDENR, Division of Water Quality
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Unnamed Tributary to
South Fork Creek,
Alamance County
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(NCDWQ) (Appendix D). Pedestrian surveys were undertaken to confirm both
physical and natural resource conditions and to document existing land use. In
addition, field surveys of the existing stream and reference reaches were conducted to
collect fluvial geomorphological data. The methodology and stream classification
system developed by Dave Rosgen, Wildland Hydrology, Inc., was used as the basis
for collecting and analyzing this data (Rosgen 1993, 1994, 1996, and 1997)(Rosgen
and Silvey 1998).
Published information regarding the project area and region was derived from a
number of resources, including United States Geological Survey (USGS) 7.5-Minute
topographical quadrangle maps (Snow Camp, North Carolina and Silk Hope, North
Carolina). Water resources information was obtained from the NCDWQ Basinwide
Information Management System (BIMS). In addition, ARCADIS utilized a
Geographic Information Database (GIS) featuring such layers as USGS topographic
quadrangle maps, hydric soils, land use, aerial photography, water quality
classifications, roadways, property boundaries, etc. Regional curve data from North
Carolina State University's (NCSU) Water Quality Group Stream Restoration Institute
was utilized during the collection of the geomorphological data (Harman, et al. 1999).

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Restoration Design
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Unnamed Tributary to
South Fork Creek,
Alamance County
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2. Existing Site Conditions
2.1 Site Description and Land Use
The UT to South Fork Creek Site lies north of Silk Hope, North Carolina in Alamance
County. Specifically, the project reach begins at Greenhill Road (SR 2345) and flows
southwest approximately 2,500 feet, then northwestward past Lindley Mill Road (SR
1003) approximately 2,200 feet. The property is characterized by moderately sloping
terrain, with various levels of valley confinement. The UT to South Fork Creek along
with several small tributaries drain the project watershed. Elevations at the study area
range from a high of approximately 570 feet above mean sea level (MSL) on the ridge
tops, to a low of approximately 520 feet MSL in the floodplain (Figure 1). The
primary land use within the watershed is agriculture, specifically active cattle
pastureland as well as fields used for hay and silage production. The land use within
the project study area is consistent with that within the watershed. Only minimal
forestland exists in the form of a riparian buffer along portions of the stream at this site.
The unnamed tributary of South Fork Creek at the project site is typical of other
streams observed within the watershed, exhibiting degradation and instability due to
historic and current land used practices.
The unnamed tributary to South Fork Creek within the project limits was divided into
different subreaches based on their individual classification and condition. Subreach
one begins at Greenhill Road (SR 2345) and ends at the wood line/fence line on the
Newlin property. Subreach two flows from the wood line/fence line to the confluence
of the first small tributary. Subreach three begins at the confluence and ends at Lindley
Mill Road (SR 1003). The remainder of the stream, from Lindley Mill Road
downstream, was labeled as subreach four. Subreaches one, two, and three are all
situated on Charles Newlin's property, while subreach four is located entirely on James
Hadley's property.
2.2 Stream Classification
The existing stream subreaches were classified using the classification system and
methodology developed by Dave Rosgen of Wildland Hydrology, Inc. This method
uses the stream's pattern, profile, dimension, and substrate as parameters. All of the
subreaches were classified as E4/1 stream types. The E4/1 streams are riffle/pool
streams with gentle gradients of less than 2%. The E4/1 streams are gravel dominated
but bedrock influenced with very low width-to-depth ratios and well-developed flood
plains. Each of the subreaches exhibited some level of instability and degradation

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South Fork Creek,
Alamance County
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(Appendix C). All data is presented in the morphological characteristics tables (Tables
1-4).
2.3 Physical and Natural Resources
2.3.1 Water Resources
South Fork Creek and its tributaries are part of the Cape Fear River Basin. The Cape
Fear River Basin is contained entirely within North Carolina's borders, stretching from
the southern portion of Rockingham and Caswell Counties to New Hanover County
where the Cape Fear empties into the Atlantic Ocean. The Cape Fear River is formed
by the confluence of the Haw and Deep Rivers near the Chatham-Lee County border.
The project study area is situated in the Haw River portion of the basin, in NCDWQ
subbasin 03-06-04 and USGS Cataloging Unit 03030002 (NCDENR, 2000). .
The tributary enters the study area from the east and flows northwest to its confluence
with Cane Creek, which drains into the Haw River. The surface water classification of
South Fork Creek and its tributaries is Class C, with a supplemental classification of
nutrient sensitive waters (NSW). Class C waters denote freshwaters protected for
aquatic life propagation/protection and secondary recreation. A supplemental
classification of NSW denotes freshwaters that are nutrient sensitive, which require
limits on nutrient loading. No High Quality Waters (HQW), Water Supplies (WS-1 or
WS-II), or Outstanding Resource Waters (ORW) occur at or near the project area
(NCDENR 2000).
2.3.2 Biotic Resources
This section describes the existing vegetation that occurs within the project study area.
The vegetative community defined at the. site is based on current and historic land use,
topography, soils, hydrology, and disturbance. Scientific nomenclature and common
names (when applicable) are provided for each plant species listed. Subsequent
references to the same organism include only the common name.
The ARCADIS field survey team observed the following two plant communities
occurring on the site: Piedmont alluvial forest (Schafale and Weakley 1990) and
maintained pastureland. The Piedmont alluvial forest community occurs along river
and stream floodplains in the Piedmont and in lower elevation mountain valleys.
Distinguishing features include the location in a floodplain, presence of alluvial
species, and the presence of levees, sloughs, and ridges that are generally small. The
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South Fork Creek,
Alamance County
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maintained pastureland occurs mainly along the uplands of the project study area and
encompasses the majority of the site. Distinguishing features include the dominance of
herbaceous vegetation such as perennial wildflowers, grasses, weeds, and low woody
shrubs and vines.
The dominant canopy vegetation observed at the project study area included white oak
(Quercus alba), green ash (Fraxinus pennsylvanica), sweetgum (Liquidambar
styraciua), persimmon (Diospyros virginiana), sycamore (Platanus occidentalis),
American elm (Ulmus americana), hackberry (Celtis laevigata), blackgum (Nyssa
sylvatica), willow oak (Quercus phellos), and honeylocust (Gleditsia triacanthos).
Understory trees included red maple (Acer rubrum), blackgum (Nyssa sylvatica), tag
alder (Alnus serrulata), box elder (Acer negundo), redbud (Cercis candensis), and
Eastern redcedar (Juniperus virginiana). The shrub and vine layer consisted of silky
dogwood (Corpus amomum), muscadine grape (Vitis rotundifolia), spice bush (Lindera
benzoin), elderberry (Sambucus canadensis), multiflora rose (Rosa multi flora),
American holly (Ilex opaca), Japanese honeysuckle (Lonicera japonica), tree of
heaven (Ailanthus altissima), blackberry (Rubus argutus), and greenbrier (Smilax
rotundifolia). The dominant herbaceous vegetation included various sedges (Carex
spp.) and rushes (Juncus spp.).
The vegetation in the maintained areas was dominated by herbaceous species,
including several types of rush, sedges, fescue (Festuca spp.), panic grass
(Microstegium vimineum), dog fennel (Eupatorium spp.), and asters (Aster spp.).
2.3.3 Soils
For the purposes of this study, soil associations and soil mapping units are based
primarily on the Soil Conservation Service (SCS) soil survey for Alamance County
'(Kastor 1960). Two primary soil associations are mapped within the Hadley-Newlin
stream restoration area. These include the Georgeville-Herndon-Alamance and
Orange-Efland-Hemdon soil associations. A soil association generally includes one or
several of the dominant soil series that occupy a distinct section of the topography.
The Georgeville-Herndon-Alamance association constitutes approximately 14 percent
of Alamance County and is found predominantly in the southern and eastern parts of
county (Kastor 1960). The association is generally found on slopes ranging from 2 to
25 percent. The Georgeville soils are the most widespread soils in the association and
the most eroded. Georgeville soils are found on the steepest slopes (25 percent),
whereas the Herndon soils generally lie on much gentler slopes. Alamance soils

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occupy the smallest portion of the association, typically occurring on and along ridges.
Chewacla, Congaree, Starr, and local alluvial soils occupy the areas along drains and
streams within the association. Smaller areas of Orange and Efland soils are sometimes
found within this association.
The Orange-Efland-Herndon soil association constitutes 7 percent of the soils found in
the county. Soils in this association are found in the southern portions of the county on
slopes of less than 10 percent. The Efland soils are the most severely eroded and occur
on the steeper slopes than Hemdon soils. Orange soils are typically found on nearly
level sites. The valleys and alluvial areas within the association contain Worsham
soils.
Five primary soil series are located within close proximity of the project site. The
upland areas occupied by the Georgeville, Efland, and Orange soil series. Chewacla
and local alluvial land are found near the stream and floodplains.
The Georgeville series is characterized by reddish brown or yellowish-brown, well-
drained, strongly acid soils, which occupy the upland areas of the site. The soils are
derived from fine-grained volcanic slate. The soils are fine-textured consisting of silt
loams and silty clay loams. The Georgeville soils occupy the largest portion of the
uplands around the site and cover the widest range of slopes (2 to 15 percent). Certain
phases of the Georgeville soil series occupy severely eroded lands. The Georgeville
series is one of the most important agricultural soils in Alamance County.
Efland soils are light-brown, well-drained, medium acid soils that occur on slopes
ranging from 2 to 15 percent. The Efland soils developed from fine-grained Carolina
slates. Efland soils are characterized by their fine-textures, which are primarily silt
loams and silty clay loams. The soils located near the site occupy eroded to severely
eroded lands. The Efland series is not an important agricultural soil in Alamance
County.
The Orange series consists of light gray to dark grayish-brown, somewhat poorly
drained, acid soils. Orange soils typically occupy slopes of 2 to 6 percent. Orange
soils developed from fine-grained volcanic slates. The Orange series is fine-textured
consisting primarily of silt loams. Most Orange soils occur on nearly level areas
adjacent to floodplains and streams. Orange soils are not agriculturally important soils
in the county.

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Alamance County
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The Chewacla series is characterized by its pale brown, somewhat poorly drained, very
friable, loamy soils. These soils are found along stream bottoms and floodplains.
Chewacla soils are formed from alluvial material that eroded from the upland soils.
These soils are suitable for pasture and certain row crops when properly managed.
Soils along the streams and drains also contain soils described as local alluvial land.
Local alluvial land near the project site is characterized as poorly drained. The soils
are derived from alluvial deposits eroded from upland soils. These soils generally have
high water tables making them unsuitable for agricultural use.
2.3.4 Protected Species
Attached in Appendix F, Protected Species for Alamance County, North Carolina are
the lists for Endangered and Threatened Species for Alamance County from the United
States Fish and Wildlife Service and North Carolina Natural Heritage Program. In
addition the "occurrence list" for the Silk Hope, North Carolina USGG Quadrangle
published by the North Carolina Natural Heritage Program is included. No field
surveys for Threatened or Endangered Species were conducted by ARCADIS.
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1 3. Reference Reach Conditions
off, 3.1 Site Description. and Land Use
The first reference reach site, a UT to Varnals Creek, is located north of Snow Camp,
North Carolina,. in the Cane Creek Mountains. Specifically, the reference reach site is
located west of, and nearly adjacent to, Bass Mountain Road (SR 2327). The property
is characterized by moderate to steep sloping terrain, with the width of the valley walls
varying throughout the site. The stream is located on a large tract of forested land with
small residential lots occupying the ridge top adjacent to the property. The survey
began at the confluence of a small tributary and ended with the transition from a
narrow to wide valley type, which caused the stream dimensions to change
accordingly. Elevations at the study area range from a high of approximately 820 R
above MSL on the ridge tops to the east of the UT to Varnals Creek, to a low of
approximately 710 feet above MSL in the floodplain. The drainage area encompasses
approximately 0.24 square miles. A vicinity map of the reference reach sites is
presented in Figure 2.
¦ The second reference reach site, a UT to Wells Creek, is located northwest of Snow
Camp, North Carolina, and south of Burlington, North Carolina. Specifically, the
reference reach area is located north of Carl Noah Road (SR 2364) and east of Mount
Herman-Rock Creek Road (SR 2321). The stream valley is characterized by
moderately to steeply sloping terrain. The drainage area of the tributary encompasses
approximately 0.13 square miles of mature forested land with well-developed riparian
buffers along the stream. There is very little development in the drainage area to the
reference reach with only limited residential use (Figure 2).
3.2 Stream Classification
The reference reach streams were classified using the classification system and
methodology developed by Dave Rosgen of Wildland Hydrology, Inc. This method
UT
uses the stream's pattern, profile, dimension, and substrate as parameters. The to
am
Varnals Creek classified as a Ba/Eb4/1 (gravel bed with bedrock control) stre type.
The UT to Wells Creek classified as a C/E4/1 (gravel bed with bedrock control) stream
type. The data is presented in Morphological Characteristics Tables (Table 1-4).
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Unnamed Tributary to
South Fork Creek,
Alamance County
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1 3.3 Physical and Natural Resources
3.3.1 Water Resources
Wells Creek and its tributaries, as well as Varnals Creek and its tributaries, are part of.
the Cape Fear River Basin. The Cape Fear River Basin is contained entirely within
North Carolina's borders, stretching from the southern portion of Rockingham and
Caswell Counties to New Hanover County where the Cape Fear empties into the
Atlantic Ocean. The Cape Fear River is formed by the confluence of the Haw and
Deep Rivers near the Chatham-Lee County border. Both reference reaches are situated
in the Haw River portion of the basin. The UT to Wells Creek is in NCDWQ subbasin
03-06-04, and the UT to Varnals Creek is in NCDWQ subbasin 03-06-02. Both
reference reaches are in USGS Cataloging Unit 03030002 (NCDENR 2000).
The UT to Varnals Creek flows from its origin in the Cane Creek Mountain region,
northeast into Varnals Creek. Varnals Creek flows east to its confluence with the Haw
River. The surface water classification of Vamals Creek and its tributaries is Class C,
with a supplemental classification of NSW. No HQWs, WS-I or WS-II, or ORWs
occur at or near the reference reach (NCDENR 2000).
The UT to Wells Creek used for reference reach data flows from its origin in the Cane
ridge, including the lower portions of the side slopes. Scientific nomenclature and
The ARCADIS field survey team observed one plant community at both reference
reach locations; Piedmont mesic mixed hardwood forest (Schafale and Weakley 1990).
Creek Mountain region, in a southerly direction into Wells Creek just north of the
proposed stream restoration site. The surface water classification of Wells Creek and
its tributaries is Class C. No HQWs, WS-1 or WS-II, or ORWs occur at or near the
reference reach. This tributary is also classified as NSW (NCDENR 2000).
3.3.2 Biotic Resources
This section describes the existing vegetation that occurs within the reference reach
locations. The two reference reach sites, UT to Varnals Creek and UT to Wells Creek,
exhibit similar vegetative characteristics. The vegetative community defined at the
sites is based on current and historic land use, topography, soils, hydrology, and
disturbance. The species listed below are found occurring from the stream bank to the
common names (when applicable) are provided for each plant species listed.
Subsequent references to the same organism include only the common name.

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The Piedmont mesic mixed hardwood forest community occurs on lower slopes,
ravines, and occasionally along well-drained, small stream bottoms. Distinguishing
characteristics include the dominance of mesophytic trees such as American beech
(Fagus grandifolia), Northern red oak (Quercus rubra), and yellow poplar
(Liriodendron tulipifera), as well as the lack of bottomland trees.
The dominant canopy vegetation observed at the reference reach sites included
American beech, pignut hickory (Carya glabra), yellow poplar, white oak (Quercus
alba), Northern red oak, green ash (Fraxinus pennsylvanica), mockernut hickory
(Carya tomentosa), chestnut oak (Quercus prinus), and sweetgum (Liquidambar
styraciua). Understory trees included red maple (Acer rubrum), sourwood
(Oxydendum arboreum), flowering dogwood (Cornus florida), blackgum (Nyssa
sylvatica), and black cherry (Prunus serotina). The shrub and vine layer consisted of
big leaf snowbell (Styrax grandifolia), viburnum (Viburnum nudum), fringe-tree
(Chionanthus virginicus), service berry (Amelanchier arborea), low-sweet blueberry
(Vaccinium vacillans), deerberry (Yaccinium stamineum), strawberry bush
(Euonymous americanus), huckleberry (Gaylussacia frondosa), witch hazel
(Hamamelis virginiana), sassafras (Sassafras albidum), azalea (Rhododendron spp.),
trumpet creeper (Campsis radicans), muscadine grape (Vitis rotundifolia), and
greenbrier (Smilax rotundifolia). The dominant herbaceous vegetation was diverse.
These species included various sedges (Carex spp.), yellowroot (Xanthorhiza
simplicissima), Jack-in-the-Pulpit (Arisaema triphyllum), royal fern (Osmunda regalis
var. spectabilis), cinnamon fern (Osmunda cinnamomea), and wild ginger (Hexastylis
sP)
4. Stream Restoration Design
Upon initial observations, it was conceived that the majority of the restoration to take
place onsite would involve stabilizing the stream in its current locations and elevations
with only minor relocation. However, the existing stream dimension, pattern and
profile did not fall within the proposed ranges derived from reference reach analysis.
Therefore, the proposed restoration design was developed using the appropriate
reference reach data as described below. Both the unnamed tributary to Varnals Creek
and the unnamed tributary to Wells Creek reference reaches were analyzed and
considered during the design process. Both of these reference reaches were found in
the same valley types as those that exist at the project site. The C/E 4/1 unnamed
tributary to Wells Creek reference reach was used to develop final design for each of
the four subreaches. The "C/E" classification denotes a stream that has width to depth
ratios that vary between less than and greater than 12 along the given reach of stream.

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(i.e., some of the cross sections have "C" width to depth ratios of greater than 12 and
some of the cross sections have "E" width to depth ratios of less that 12.) The "4/1"
classification denotes a gravel bed stream with bedrock grade control. Streams
restored using this particular type of reference reach are built as "C-type" streams with
narrower width to depth ratios and point bars: Over time, the stream has the freedom
to "narrow up" (lower its width to depth ratio) through the steepening of the point bars
as vegetation becomes established. The following is a discussion of the proposed
stream restoration for each reach.
4.1 Subreach #1
This is the most upstream reach of the UT to South Fork Creek, stretching from
Greenhill Road to the fence/wood line in the existing cattle pasture owned by IVlr.
Newlin (Sta. 10+00 to Sta. 26+03). This reach was determined to be an existing E4/1
stream exhibiting instability that is apparently attributed to excessive cattle access. The
C/E 4/1 unnamed tributary to Wells Creek reference reach was used to develop the
proposed design for subreach 1. Priority level l restoration will be employed along the
entire length of subreach 1. Restoration along this subreach will involve relocation of
the existing channel, with the proposed dimension, pattern, and profile being adjusted
to meet the proposed ranges. The proposed stream will tie back into the existing
stream at locations along the reach where existing pattern falls within the proposed
ranges, or where existing bedrock limits relocation. A bank height ratio to 1.0 will be
obtained along the entire reach to satisfy the required entrenchment ratio. Using the
reference reach ranges, the shear stress along Subreach 1 was reduced from 0.56
pounds per square foot to 0.33 pounds per square foot. This proposed shear stress will
entrain a 30-mm particle (Table 5). The existing and proposed bankfull cross
sectional areas, widths, and mean depths for this subreach plot within the 95%
confidence intervals on the Regional Curves for Rural Piedmont North Carolina
,r (Appendix E).
4.2 Subreach #2
This reach begins at the fence/woodline at the downstream end of subreach 1 and flows
downstream to its confluence with an unnamed tributary (Sta. 26+03 to Sta. 33+13).
This reach was determined to be an existing E4/1 stream exhibiting instability due to
historic and current land use practices. The C/E 4/1 unnamed tributary to Wells Creek
reference reach was used to develop the proposed design for subreach 2. Subreach 2
was determined to have excessive shear stress. In order to reduce shear stress, the
stream needed a lower bankfull mean depth and increased sinuosity. The additional

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stream length needed to increase sinuosity will be constructed at the beginning of the
reach by relocating the channel from stations 26+03 to 29+00 along a wide meander
bend, tying back into the existing stream where possible. The proposed dimension,
pattern, and profile will be adjusted at this location to satisfy the proposed ranges,
resulting in priority level l type restoration. By relocating the channel, an additional
118 feet of stream were added. Increasing stream length and reducing bankfull mean
depth reduced the shear stress from 0.84 pounds per square foot to 0.54 pounds per
square foot. This proposed shear stress will entrain a 60-mm particle (Table 5).
Much of the existing pattern will be, maintained for the remainder of the subreach,
resulting in priority level 2 type restoration. The existing banks will be cut back alon
this portion of the subreach in order to reduce the bank height ratio to 1.0 and obtain
the required entrenchment ratio. The existing and proposed bankfull cross sectional
areas, widths, and mean depths for this subreach plot within the 95% confidence
intervals on the Regional Curves for Rural Piedmont North Carolina (Appendix E).
4.3 Subreach #3
g
This reach begins at the confluence of the unnamed tributary at the end of Subreach 2
and extends downstream to existing culvert at Lindley Mill Road (Sta. 33+13 to Sta.
42+00). This reach was determined to be an existing E4/1 stream exhibiting instability
apparently due to current and past land use practices. Analysis of the existing
conditions along this subreach indicates that the shear stress is inadequate to entrain the
largest particles sampled. There is a significant project slope break where this reach
begins at the confluence of this stream and the unnamed tributary. The average
bankfull slope in subreaches one and two are steeper, becoming much flatter at this
break and remaining flat throughout subreaches three and four. The slope within
subreach three cannot be increased due to the existing constraints present ( the ,
confluence with the unnamed tributary at the upstream end and the existing roadway
culvert at Lindley Mill Road at the downstream end). Due to the flat slope and the .
influence of backwater from the culvert at Lindley Mill Road, there are many long
pools throughout this subreach. The valley walls are also tighter and steeper
throughout this subreach, preventing significant horizontal relocation of the existing
channel . Considering these constraints and the inadequate shear stress, both the Ba/Eb
4/1 and the C/E 4/1 reference reaches were considered during the design of subreach
three. The C/E 4/1 was determined to be the most appropriate reference reach for the
design of subreach 3. Using this reference reach resulted in a proposed design that is
most similar to combination of priority levels 2 and 3 type restoration. Dimensionless
ratios developed for subreach 4 as a C/E 4/1 provides the best sediment transport
results. In addition, using the C/E 4/1 reference reach allows the proposed cross
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Unnamed Tributary to
South Fork Creek,
Alamance County
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section for subreach 4 to be narrowed and deepened to increase shear. Staying within
the reference reach ranges, the existing shear stress was increased from 0.30
pounds/square foot to a proposed value of 0.31 pounds/square foot. This proposed
shear stress will entrain a 40-mm particle (Table 5). The existing banks will be cut
back along the reach in order to reduce the bank height ratio to 1.0 and obtain the
required entrenchment ratio. Employing this reference reach also maximizes the
ability to correct the existing pool to pool spacing, while maintaining the existing
profile to the extent possible. The existing and proposed bankfull cross sectional areas,
widths, and mean depths for this subreach plot within the 95% confidence intervals on
the Regional Curves for Rural Piedmont North Carolina (Appendix E).
4.4 Subreach #4
This reach begins at the downstream end of Subreach 3 at the existing culvert at
Lindley Mill Road and flows downstream to the end of the project reach (Sta. 42+00 to
Sta. 70+37). This reach was determined to be an existing E 4/1 stream exhibiting
instability apparently due to historic and current land use practices. As noted earlier,
the design for this subreach was originally approached from the perspective that the
existing pattern could possibly be maintained, resulting in restoration most similar to a
combination of priority level 2 and priority level 3 type restoration. Possible use of a
"B" type reference reach seemed logical upon initial consideration. This was not
considered feasible once the existing conditions for the subreach were compared to the
data for both of the reference reaches. The unnamed tributary to Wells Creek C/E 4/1
reference reach was determined to be the most appropriate model for restoration of
subreach 4. Using this reference reach resulted in a proposed design that is most
similar to a combination of priority levels 1 and 2 type restoration. The dimensionless
ratios developed for subreach 4 using the C/E 4/1 reference reach produced a design
that allows some portions of the existing pattern and profile to be retained and provides
the best sediment transport results. The shear stress associated with the existing
conditions along this subreach is inadequate to move the largest particles sampled. To
increase shear stress and meet the proposed ranges for dimension, pattern, and profile,
the stream was narrowed, deepened, and relocated through certain portions. Staying
within the ranges available from the reference reach, the existing shear stress was
increased from 0.43 pounds/square foot to a proposed value of 0.48 pounds/square
foot. This proposed shear stress will entrain a 50-mm particle (Table 5). The channel
will be relocated where necessary in order to stay within the proposed ranges as
described above. Where the existing pattern will be maintained, bank cuts will be
employed to reduce the bank height ratio to 1.0 and obtain the required entrenchment
ratio. The existing pattern will also be maintained in areas where bedrock is present.

Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
I:\traW02013 hadley\wp\hadley_finalrptdoc 4-6

The existing and proposed bankfull cross sectional areas, widths, and mean depths for
this subreach plot within the 95% confidence intervals on the Regional Curves for
Rural Piedmont North Carolina (Appendix E).
4.5 Planting Plan
Permanent vegetated riparian buffers will be established/enhanced along this stream
restoration project within the proposed buffer limits. The proposed buffer widths will
be 50 feet on the Newlin property. The buffer widths on the Hadley property will vary
from a minimum of 50 feet up to several hundred feet. Existing native vegetation will
be protected during construction. Shrub and tree transplants will be taken from
existing native, naturalized stands within the project area. During construction,
existing exotic vegetation within these buffer limits will either be removed and
destroyed or simply treated with the appropriate herbicide.
The planting plan for this project was developed using a 3 zone planting scheme as
outlined in Table 6. The first zone "Channel" is approximately within the bankfull
channel to approximately 10 feet outside of the bankfull channel. The second zone
"Floodplain" extends from the "channel" zone out to the terrace. The last zone, or
"Terrace" extends from the terrace out to the buffer limits. Native species bareroot
seedlings and/or live stakes , where appropriate, are proposed for all of these plantings.
The planting stock should be from plant nurseries within the same physiographic
province and within 200 miles of the project site. Permanent seeding using native
species will be employed within the proposed buffer limits (Table 6). Two different
zones are specified for the permanent seeding: Within the bankfull channel/on the
bankfull benches, and from outside of the bankfull channel/bankfull bench out to the
buffer limits.
I
i
t

Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
1.\tra\602013_hadley\wp\hadley : inalrptdoc 4-7

Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County

5. References
Harman, W. H. et al. 1999. Bankfull Hydraulic Geometry Relationships for North
Carolina Streams. AWRA Wildland Hydrology Symposium Proceedings.
Edited By: D. S. Olsen and J. P. Potyondy. AWRA Summer Symposium.
Bozeman, MT.
Kastor. 1960. Soil Survey of Alamance County, North Carolina. Soil Conservation
Service (SCS).
North Carolina Department of Environment and Natural Resources (NCDENR). 1996.
Cape Fear River Basinwide Water Quality Plan. Prepared by the North
Carolina Division of Water Quality, Water Quality Section.
Rosgen, D. L. and H. L. Silvey. 1998. Field Guide for Stream Classification.
Wildland Hydrology, Pagosa Springs, Colorado. 195 pp.
Rosgen, D. L. 1997. A Geomorphological Approach to Restoration of Incised Rivers.
Proceedings of the Conference on Management of Landscapes Disturbed by
Channel Incision. ISBN 0-937099-05-8.
a Rosgen, D. L. 1996. Applied River Morphology. Wildland Hydrology, Pagosa
Springs, Colorado. 400 pp.
Rosgen, D L. 1994. A Classification of Natural River. Catena, Volume 22: 166-169,
Elsevier Science, B. V. Amsterdam.
Rosgen, D. L. 1993. Applied Fluvial Geomorphology, Training Manual. River Short
Course, Wildland Hydrology, Pagosa Springs, Colorado. 450 pp.
Schafale, M. P. and A. S. Weakley. 1990. Classification of the Natural Communities of
North Carolina, A Third Approximation. North Carolina Natural Heritage
Program, Division of Parks and Recreation, Department of Environment, Health
and Natural Resources, Raleigh, NC.
United States Geological Survey. 7-5 Minute topographical quadrangle maps. 1978.
Snow Camp, North Carolina and Silk Hope, North Carolina.

1.%tra1602013 hadleylwplhadley finalrptdoc 5-1
t

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1
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North Carolina Natural Heritage Program. 2002. Element Occurrence List for Alamance
County, North Carolina. North Carolina Division of Parks and Recreation, Raleigh,
North Carolina.
United States Fish and Wildlife Service. 2002. Alamance County Endangered Species,
Threatened Species and Federal Species of Concern. United States Department of
Interior.
I:\ua1602073_hadley\wp\hadley_finalrptdoc
Restoration Design
Report
Unnamed Tributary to
South Fork Creek,
Alamance County
5-2

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Tables

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MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 1
AND'REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #1, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

ubfjb age
Variables Existing'ChannelJ Proposed Reach Reference'Reach. Station'
1. Stream Type E4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq. mi) 0.15 s q. mi. 0.15 s q. mi. 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 3.2 ft Mean: 9.4 ft Mean: 8 ft Mean: 29 It
Range: 3 - 3.4 ft Range: - Ran e: 6.5 -10.0 ft Range: 28 - 30 ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.0 ft Mean: 0.6 ft Mean: 0.7 ft Mean: 2.0 ft
Range: 1.0 -1.1 ft Range: - Ran e: 0.4 -1.0 ft Ran e: 2.0 - 2.1 ft
5. Width/Depth Ratio (Wblf/dbkf) Mean: 3.0 Mean: 15 Mean: 13.5 Mean: 14
Range: - Range: - Ran e: 7.0 -26.0 Ran e: 13 -15
6. Bankfuil Cross-Sectional Area Mean: 3.2 sq. ft. Mean: 5.9 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: 2.9 - 3.6 sq. Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
ft. ft - sq. ft
7. Bankfull Mean Velocity (Vbkf) fps Mean: 4.4 fps Mean: 3.4 fps Mean: 5.3 fps Mean:
Range: 2.3 - 7.8 fps Range: 2.5 - 5.5 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbkf) Mean: 14.1' cfs Meam-40.1°ft Mean: 25.2 cfs Mean: 376.94 ofs
Range: 7.4 - 25.0 Range: 14.7 - 32.4 Range: 19.6 - 41.9 Range:
" cis cis cfs
9. Maximum Bankfull Depth (dmax) ! Mean: 1.4 ft Mean: 1.0 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.0 -1.8 ft Range: 0.8 -1.3 ft Range: 0.9 -1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 1.8 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull Depth (Bhlow/dmax) Range: 0.6 - 3.1 Range: - Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area Mean: 10 ft Mean: >33.0 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: - Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft ,
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 3.1 Mean: > 2.2 Mean: 2.4 Mean: 2.4
Range: 2.9 - 3.3 Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. Meander Length (Lm) ft Mean: 136.7 ft Mean: 59.3 ft Mean: 50.0 ft Mean:
Range: 21.0 - 282.0 Range: 41.4 - 82.8 Range: 35.0 - 70.0 Range:
ft ft ft
14. Ratio of Meander Length to Mean: 42.7 Mean: 6.3 Mean: 6.3 Mean:
Bankfull Width (LmfWbkf) Range: 6.6 - 88.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Re) ft Mean: 26.1 ft Mean: 15.1 ft Mean: 13.5 ft Mean:
Range: 7.0 -100.0 Range: 2.8 - 37.6 ft Range: 2.3 - 31.8 ft Range:
ft
16. Ratio of Radius of Curvature to " Mean: 8.1 Mean: 1.6 Mean: 1.6 Mean:
Bankfuli Width(Rc/Wblcf) Range: 2.2 - 31.2 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt) ft; Mean: 48.9 ft Mean: 24.5 ft Mean: 20.9 ft Mean:
Range: 22.0 -122.0 Range: 12.2 - 41.4 Range: 10.0 - 35.0 Range:
ft ft ft
18. Meander Width Ratio Mean: 15.3 Mean: 2.6 Mean: 2.6 Mean:
(WbWWbkf) Range: 6.9 - 38.1 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.22 Mean: 1.26 Mean: 1.4 Mean:
distance) (k) Range: Range: - Range: Range:
20, Valley Slope (ft/ft) Mean: 0.0120 ft/ft Mean: 0.0120 ft/ft Mean: 0.028 ft/ft Mean:
Range: Ran e: - Ran e: Ran e:
21. Average Water Surface Slope or Mean: 0.0100 ft/ft Mean: 0.0095 ft/ft Mean: 0.0197 ft/ft Mean: 0.0016 Wit
Bankful Slope for Reach (Sbkf or Range: Range: Range: Range:
Savg)=(Svalley/k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: 0.0041 ft/ft Mean: 0.0019 ft/ft Mean: 0.0031 ft/ft Mean:
Range: 0.0003 - Range: 0.0 - 0.0038 Range: 0.0 - 0.078 Range:
0.0110 ft/ft ft/ft Wit
9/23/2002
Dimensionlessrabosreach#1.xls
1 of 3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
Restoration Site:
USGS Gage Station:
Reference Reach:

1

(Adapted from Rosgen, 1996)
UT to South Fork Creek - Subreach #1, Alamance County
0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
UT to Wells Creek, Cane Creek Mountains, Alamance County
Gage
variables Existing Channel Proposed Reach Reference' Reach Station
23. -Ratio of Pool Slope to Average Mean: 0.4 Mean: 0.2 Mean: 0.2 Mean:
Slope(Spooi/Sbkf) Range: 0.03 -1.1 Range: 0.0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum; Pool' Depth (dpool) ft Mean: 1.9 ft Mean: 1.5 ft Mean: 1.7 ft Mean:
Range: 1.4 - 2.9 ft Range: 1.4 -1.7 ft Range: 1.6 -1.9 ft Range:
25. Ratio of Maximum Pool Depth to Mean: 1.9 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpool/dbkf) Range: 1.4 - 2.7 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width,(Wpool) ft Mean: 4.4 ft Mean: 10.3 ft Mean: 8.7 ft Mean:
Range: 2.9 - 6.0 ft Range: 6.6 -11.3 ft Range: 6.0 - 10.0 ft Range:
27. Ratio of Pool Width to Bankfull Mean: 1.4 Mean: 1.1 Mean: 1.1 Mean:
Width (WpoolfWbkf) Range: 0.9 -1.9 Range: 0.7 -1.2 Range: 0.7 - 1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 6.5 sq. ft. Mean: 8.8 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sq ft Range: 5.1 - 7.9 sq. Range: 7.1 -10.0 Range: 6.2 - 8.9 sq Range:
ft s q. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 2.0 Mean: 1.5 Mean: 1.5 Mean:
Area (ApooUAbkf) Range: 1.6 - 2.4 Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ft; Mean: 75.4 ft Mean: 43.3 ft Mean: 36.5 ft Mean:
Range: 23.2-165.6 Range: 19.8 - 74.3 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 23.5 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 7.2 - 51.7 Range: 2.1 - 7.9 Range: 2.1 = 7.9 Range:
32. Pool Length (Lp) ft Mean: 11.7 ft Mean: 16.9 ft Mean: 14.5 ft Mean:
Range: 3.8 - 27.6 ft Range: 8.5 - 32.0 ft Range: 7.0 - 27.0 ft Range:
33. Ratio of Pool Length to BankfulI Mean: 3.7 Mean: 1.8 Mean: 1.8 Mean:
Width (Lp/Wbkf) Range: 1.2 - 8.6 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft/ ft Mean: 0.0220 ft/ft Mean: 0.0228 ft/ft Mean: 0.0389 ft/ft Mean:
Range: 0.0130 - Range: 0.0085 - Range: 0:0173 - Range:
0.0260 ft/ft 0.0380 ft/ft 0.0783 ft/ft
35. Ratio of Riffle Slope to Average Mean: 2.2 Mean: 2.4 Mean: 2.4 Mean:
Slope'(Sriff/Sbkf) Range: 1.3 - 2.6 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (drift ft Mean: 1.4 ft Mean: 1.0 ft Mean: 1.1 ft Mean:
Range: 1.0 -1.8 ft Range: 0.8 -1.3 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.4 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driff/dbkf) Range: 1.0 -1.7 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
3$. Run Slope (Srun) ft/ ft Mean: 0.0098 ft/ft Mean: 0.0152 ft/ft Mean: 0.0307 ft/ft Mean:
Range: 0.0 - 0.0220 Range: 0.0038 - Range: 0.008 - Range:
ft/ft 0.0342 Wit 0.0712 Wit
39. Ratio of Run Slope to Average Mean: 1.0 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkt) Range: 0.0 - 2.2 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun) ft Mean: 1.4 ft Mean: 1.1 ft Mean: 1.3 ft Mean:
Range: 1.3 -1.5 ft Range: - Range:. - Range:
41. Ratio of Run Depth to Bankfull - Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf) Range: 1.2 - 1.4 Range: - Range: - Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0006 ft/ft Mean: 0.0057 ft/ft Mean: 0.0114 Wit Mean:
Range: 0.0 - 0.0035 Range: 0.0 - 0.0152 Range: 0.0 -.0.0325 Range:
ft/ft ft/ft fvft
43. Ratio of Glide Slope to Average Mean: 0.1 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0.0 - 0.3 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgl) ft Mean: 1.8 ft Mean: 1.1 ft Mean: 1.2 ft Mean:
Ran e: 1.5 - 2.4 ft Ran e: - Range: - Range:
45. Ratio of Glide Depth to Bankfull Mean: 1.7 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth.(dglldbk0 Range: 1.5 - 2.3 Range: - Range: - Range:
WI 011 wv&
TABLE 1
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 1
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #1, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
USGS 1

1

1

_ age
Variables Existing Channel Proposed' Reach . Reference Reach Station
46, Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 Wit Mean:
Range: Range: Range: 0.1375 - Range:
0.285 Wit
47. Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water Surface Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Range: Range: Ran e: 1.0 -1.1 ft Range:
44. Ratio of Step Depth to BankfuH Mean: N/A Mean: N/A Mean: 1.5 Mean:
Mean Depth (dst/dbkf) ' Range: Range: Range: 1.4 -1.6 Range:
Materials:
Particle Size Distribution of
Channel Material mm
D18 N/A Expected to 0.1 mm
D35 3.4 mm Coarsen 0.6 mm
D50 13 mm 4.5 mm
D84 '' 44 mm 53.0 mm
D95 135 mm 96.0 mm
Particle Size Distribution o Bar
Material P SP
D16 6.0 mm 0.2 mm Expected to 0.1 mm
D35 8.9 mm 2.1 mm Coarsen 0.3 mm
D50 12 mm 5.0 mm 0.7 mm
D84 27 mm 18.0 mm 7.0 mm
D95 40 mm 30.0 mm 12.0 mm
Largest Size Particle on Bar 50 mm 20.0 mm
Sediment Transport:
Sediment ranspo a a on
(Based on Bankfuli Shear Stress) Existing Proposed
Calculated value mm from curve - 50 mm 30 mm
Value from Shields Curve ib/ft2 0.56 Ib/ft2 0.48 Ib/ft2
Critical dimensionless shear stress 0.039 0.039
Minimal mean dbk (,) calculated
using critical dimensionless shear
stress equations 1

1.1 ft 1

1.1 It
9/23/2002
Dimensionlessratiosreach#1.xls
3of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

t
1
1
1
1
1
1
1
age
Variables "Existing 'Channel Proposed Reach "Reference Reach Station
1. Stream Type E4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq._mi) 0.18 s mi 0.18 s mi 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 9.0 ft Mean: 12.2 ft Mean: 8 ft Mean: 29 ft
Range: - Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.1 ft Mean: 0.8 ft Mean: 0.7 ft Mean: 2.0 ft
Range: - Range: - Ran e: 0.4 - 1.0 ft Ran e: 2.0 - 2.1 ft
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 8 Mean: 15 Mean: 13.5 Mean: 14
Range: - Range: - Range: 7.0 - 26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area Mean: 10.2 sq ft Mean: 10.0 sq ft Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: - Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
ft sq. ft
7.; Bankfull Mean Velocity (Vbkf) fps Mean: 4.4 fps Mean: 3.5 fps Mean: 5.3 fps Mean:
Range: 2.5 - 5.2 fps Range: 2.6 - 4.1 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbo Mean: 44.9 cfs Mean: 35.0 afs Mean: 25.2 cfs Mean:
Range: 25.5 - 53.0 Range: 26.0 - 41.0 Range:19.6 - 41.9 Range:
cis cis cis
9. Maximum Bankfull'Depth (dmax) Mean: 1.5 ft Mean: 1.3 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.0 - 2.1 ft Range: 1.0 - 1.6 ft Range: 0.9 - 1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 1.7 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull Depth (Bhlow/dmax) Range: - Range: Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area Mean: 68 ft Mean: > 26.8 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: - Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 7.6 Mean: > 2.2 Mean: 2.4 Mean: 2.4
Range: - Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. Meander Length (Lm) ft Mean: 87.9 ft Mean: 77.2 ft Mean: 50.0 ft Mean:
Range: 40.0 -172.0 Range:53.9 -107.8 Range: 35.0 - 70.0 Range:
ft ft ft
14. 'patio of Meander Length to Mean: 9.8 Mean: 6.3 Mean: 6.3 Mean:
Bankfull Width (Lm/Wbki) Range: 4.4 -19.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft Mean: 28.0 ft Mean: 19.6 ft Mean: 13.5 ft Mean:
Range: 5.0 -140.0 Range: 3.7 -.49.0 ft Range: 2.3 - 31.8 ft Range:
ft
16.' 'Ratio of Radius of Curvature to Mean: 3.1 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (Rc/Wbkf) Range: 0.5 -15.5 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt),ft Mean: 45.7 ft Mean: 31.8 ft Mean: 20.9 ft Mean:
Range: 12.0 -114.0 Range: 15.9 - 53.9 Range: 10.0 - 35.0 Range:
ft ft ft
18, Meander Width Ratio Mean: 5.1 Mean: 2.6 Mean: 2.6 Mean:
(Wblt/Wbkf) Range: 1.3 - 12.7 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.27 Mean: 1.58 Mean: 1.4 Mean:
distance) (k) Range: - Range: - Range: - Range:
20. Valley Slope (ft/ft) Mean: 0.0190 ft/ft Mean: 0.0190 ft/ft Mean: 0.028 Wit Mean:
Range: - Ran e: - Ran e: - Ran e:
21. Average Water Surface Slope or r Mean: 0.0150 ft/ft Mean: 0.0120 ft/ft Mean: 0.0197 ft/ft Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkf or Range: - Range: - Range: - Range:
Savg)=(Svalley/k) ft/ R
22. Pool Slope (Spool) ft / ft Mean: 0.0027 ft /ft Mean: 0.0024 ft/ft Mean: 0.0031 ft/ft Mean:
Range: 0.0 - 0.0150 Range: 0.0 - 0.0048 Range: 0.0 - 0.078 Range:
ft/ft ft/ft ft/ft
9/23/2002
Dimensionlessratiosreach#2.xls
1 of 3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

age
Variables Existing Channel Proposed Reach Reference Reach Station'
23. Ratio of Pool Slope to Average -' Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope (Spool/Sbkf) Range: 0.0 -1.0 Range: 0.0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpool) ft Mean: 2.0 ft Mean: 1.9 ft Mean: 1.7 ft Mean:
Range: 1.4 - 2.8 ft Range: 1.8 - 2.2 ft Range: 1.6 -1.9 it Range:
25. Ratio of Maximum Pool Depth to Mean: 1.8 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpool/dbkf) Range: 1.2 - 2.5 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: 10.0 ft Mean: 13.5 ft Mean: 8.7 ft Mean:
Range: - Range: 8.6 -14.7 It Range: 6.0 -10.0 ft Range:
27. Ratio of Pool Width to Bankfull Mean: 1.1 Mean: 1.1 Mean: 1.1 Mean:
Width (WpooVWbkf) Range: - Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 11.4 sq ft Mean: 15.0 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sq ft Range: - Range: 12.0 -17.0 Range: 6.2 - 8.9 sq Range:
s q. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 1.12 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abkf) Range: Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ft Mean: 35.4 ft Mean: 56.3 ft Mean: 36.5 ft Mean:
Range: 12.9 - 75.9 Range:25.7 - 96.8 ft Range: 17.0 - 63.0 Range:
ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 3.9 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 1.4 - 8.4 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. 'Pool Length (Lp) ft Mean: 12.4 ft Mean: 22.0 ft Mean: 14.5 ft Mean:
Range: 3.8 - 27.6 ft Range: 11.0 - 41.6 Range: 7.0 - 27.0 ft Range:
ft
33. Ratio of Pool Length to Bankfuli ; Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Width'(Lp/Wbkf) Range: 0.4 - 3.1 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Srif) ft / ft Mean: 0.032 ft/ft Mean: 0.0288 ft/ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0830 Range: 0.0100 - Range: 0.0173 - Range:
ft/ft 0.0480 ft/ft 0.0783 ft/ft
35. Ratio of Riffle Slope to Average Mean: 2.1 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 0.0 - 5.5 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (ddf) ft Mean: 1.5 ft Mean: 1.3 ft Mean: 1.1 ft Mean:
Range: 1.0 - 2.1 ft Range: 1.0 -1.6 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.4 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (dnff/dbkt) Range: 0.9 -1.9 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slope (Srun) ft/ ft Mean: 0.0200 ft/ft Mean: 0.0192 ft/ft Mean: 0.0307 ft/ft Mean:
Range: 0.0 - 0.0790 Range: 0.0048 - Range: 0.008 - Range:
ft/ft 0.0430 Wit 0.0712 ft/ft
39. Ratio of Run Slope to Average Mean: 1.3 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkf) Range: 0.0 - 5.3 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun) ft Mean: 1.6 ft Mean: 1.4 ft Mean: 1.3 ft Mean:
Range: 1.3 -1.9 ft Range: - Range:, - Range:
41. Ratio of Run Depth. to Bankfull Mean: 1.4 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf) Range: 1.2 - 1.8 Range: - Range: - Range:
42. Slope of Glide (Sgl) ft ! ft Mean: 0.0092 ft/ft Mean: 0.0072 ft/ft Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0330 Range: 0.0 - 0.0192 Range: 0.0 - 0.0325 Range:
ft/ft ft/ft ft/ft
43. Ratio of Glide Slope to Average Mean: 0.6 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0.0 - 2.2 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dg]) ft Mean: 2.0 ft Mean: 1.4 ft Mean: 1.2 ft Mean:
Range: 1.7 - 3.5 ft Ran e: - Range: - Range:
45. Ratio of Glide Depth to Bankfull Mean: 1.85 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth (dgl/dbkf) Range: 1.5 - 3.1 Range: - Range: - Range:
J/LV/ LV VL
VII I101I?IVI II?iJ?I allWl GQVI ITrL.N?
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 2
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #2, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1
1
Usub
Gage
Variables Existing Channel Proposed Reach Reference Reach Station
46. Step Slope (Sst) _ Mean: N/A Mean: N/A Mean: 0.2112 ft/ft Mean:
Range: Range: Range: 0.1375 - Range:
0.285 ft/ft
47. 'Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water Surface Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) ` Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Range: Range: Ran e: 1.0 - 1.1 ft Ran e:
49. Ratio of Step Depth to Bankfull Mean: N/A Mean: N/A Mean: 1.5 Mean:

Mean Depth (dstfdbkf)
Range:
Range:
Range: 1.4 -1.6
Range:
1
Materials:
Particle Size Distribution of
Channel Material mm
D16 N/A Expected to 0.1 mm
D35 3.4 mm Coarsen 0.6 mm
D50 13.0 mm 4.5 mm
D84 44.0 mm 53.0 mm
0.95 135.0 mm 96.0 mm
Particle Size Distribution o Bar
Material (Pavement) P SP
D16 6.0 mm 0.2 mm Expected to 0.1 mm
D35 8.9 mm 2.1 mm Coarsen 0.3 mm
D50 12.0 mm 5.0 mm 0.7 mm
D84 27.0 mm 18.0 mm 7.0 mm
D95 40.0 mm 30.0 mm 12.0 mm
Largest Size particle on Bar 50mm 20.0 mm
E
Sediment Transport:
men ranspo a a on
(Based on Bankfuil Shear Stress) Existing Proposed
Calculated value mm from curve 85 mm 60 mm
Value' from Shields Curve ib/ft2 0.84 Ib/ft2 0.48 Ib/ft2
Critical dimensionless shear stress 0.039 0.039
Minimal mean dbkf (ft) calculated
using critical dimensionless shear
stress equations

0.7 ft 1

0.9 ft
i .
1
1
9/23/2002 Dimensionlessratiosreach#2.xls
S
3of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
Gage
USGS 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Variables "Existing Channel 'Proposed.Reach Reference Reach' Station`
1. Stream Type E4/1 C/E 411 CIE 4/1 B/C
2. Drainage Area (sq.. mi) 0.58 s mi 0.58 s mi 0.13 s q. mi. 7.42 s q. mi.
3. Bankfull Width (Wbkf) ft Mean: 12.0 ft Mean: 14.0 It Mean: 8 ft Mean: 29 It
Range: Range: - Range: 6.5 -10.0 ft Range: 28 - 30 ft
4. BankfuIl Mean Depth (dbkf) ft Mean: 1.0 ft Mean: 1.1 ft Mean: 0.7 It Mean: 2.0 ft
Range: Range: - Ran e: 0.4 -1.0 ft Range: 2.0 - 2.1 ft
5. Width/Depth Ratio (Wbkfldbkf) Mean: 12 Mean: 13 Mean: 13.5 Mean: 14
Range: Range: - Ran e: 7.0 -26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area Mean: 12.1 sq. ft. Mean: 15.0 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf), sq ft Range: Range: - Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
ft sq. ft
7. Bankfull Mean Velocity (Vbkf) fps Mean: 4.0 fps Mean: 3.8 fps Mean: 5.3 fps Mean:
Range: 3.1 - 5.0 fps Range: 3.2 - 4.1 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, cfs (Qbkf) Mean: 48.4 cfs Mean: 57.0 cfs Mean: 25.2 cfs Mean:
Range: 37.5 - 60.5 Range: 48.0 - 61.5 Range: 19.6 - 41.9 Range:
cfs cis cis
91 Maximum Bankfull Depth (dmax) Mean: 1.8 ft Mean: 1.8 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.2 - 3.2 ft Range: 1.4 - 2.2 ft Range: 0.9 -1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 2.4 Mean: 1.0 Mean: 1.8 Mean:
Max. Bankfull Depth (Bhlow/dmax) ` Range: - Range: Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area Mean: 25.0 ft Mean: > 30.8 ft Mean: 18.8 ft Mean: 70 ft
(W fpa) ft Range: Range: Range: 16.0 - 22.0 Range: 40 -100 ft
ft
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 2.1 Mean: >2.2 Mean: 2.4 Mean: 2.4
Range: Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. -Meander Length (Lm) ft Mean: 80.4 ft Mean: 88.0 ft Mean: 50.0 ft Mean:
Range: 60.0 -109.0 Range: 62.0 -123.0 Range: 35.0 - 70.0 Range:
ft ft ft
14. Ratio of Meander Length to Mean: 6.7 Mean: 6.3 Mean: 6.3 Mean:
Bankfull Width (Lm/Wbkf) Range: 5.0 - 9.1 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft Mean: 22.2 ft Mean: 22.0 ft Mean: 13.5 ft Mean:
Range: 11.0 - 46.0 Range: 4.0 - 56.0 ft Range: 2.3 - 31.8 ft Range:
ft
16. Ratio of Radius of Curvature to Mean: 1.8 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width {Rc/Wbla7 Range: 0.9 - 3.8 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt) ft Mean: 39.7 ft Mean: 36.0 ft Mean: 20.9 ft Mean:
Range: 19.0 - 77.0 Range: 18.0 - 62.0 Range: 10.0 - 35.0 Range:
ft ft ft
18. Meander Width Ratio Mean: 3.3 Mean: 2.6 Mean: 2.6 Mean:
(Wblt/Wbkf) Range: 1.6 - 6.4 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.16 Mean: 1.16 Mean: 1.4 Mean:
distance) (k) Range: Range: - Range: Range:
20. Valley Slope (ft/ft) ! Mean: 0.0061 ft/ft Mean: 0.0061 Wit Mean: 0.028 ft/ft Mean:
Range: Range: - Ran e: Range:
21. Average Water Surface Slope or Mean: 0.0053 ft/ft Mean: 0.0053 Wit Mean: 0.0197 Wit Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkf or Range: - Range: - Range: Range:
Savg)=(Svalley/k) ft / ft
22. Pool Slope (Spool)' ft/ ft Mean: 0.0008 Wit Mean: 0.0011 ft/ft Mean. 0.0031 ft/ft Mean:
Range: 0.0 - 0.0042 Range: 0.0 - 0.0021 Range: 0.0 - 0.078 Range:
ft/ft ft/ft ft/ft
9/18/2002
Dimensionlessratiosreach#3.xis
TABLE 3
1 of 3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 3
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
' Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1

1
t
1
1
1
1
1
1
. age
Variables Existing Channel '.Proposed Reach Reference Reach: Station
23. Ratio of Pool Slope to Average Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope (Spool/Sbkf) Range: 0.0 - 0.8 Range: 0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpool) ft Mean: 2.5 ft Mean: 2.6 ft Mean: 1.7 ft Mean:
Range: 1.9 - 3.1 ft Range: 2.5 - 3.0 ft Range: 1.6 -1.9 ft Range:
25. Ratio of Maximum Pool Depth to Mean: 2.5 Mean: 2:4 Mean: 2.4 Mean:
Bankf ill Mean Depth (dpool/dbkf) Range: 1.9 - 3.1 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: 8.0 ft Mean: 15.5 ft Mean: 8.7 ft Mean:
Range: - Range: 9.8 -16.8 ft Range: 6.0 -10.0 ft Range:
27. Ratio of Pool Width to Bankfull Mean: 0.7 Mean: 1.1 Mean: 1.1 Mean:
Width (WpooUWbkf) Range: - Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 9.1 sq ft Mean: 23.0 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sq ft Range: - Range: 18.0 - 26.0 Range: 6.2 - 8.9 sq Range:
s q. ft. ft
29. Ratio of Pool Area to Bankfuli Mean: 0.7 Mean: 1.5 Mean: 1.5 Mean:
Area (ApooUAbkf) Range: - Range: 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ft Mean: 73.2 ft Mean: 64.0 ft Mean: 36.5 ft Mean:
Range: 37.8 -103.9 Range: 29.0 -111.0 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 6.1 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 3.1 - 8.7 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. Pool Length (Lp) ft Mean: 35.3 ft Mean: 25.0 ft Mean: 14.5 ft Mean:
Range: 9.4 - 59.2 ft Range: 13.0 - 48.0 Range: 7.0 - 27.0 ft Range:
ft
33. Ratio of Pool Length to Bankfull Mean: 2.9 Mean: 1.8 Mean: 1.8 Mean:
Width (Lp/Wbkf) Range: 0.8 - 4.9 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0200 ft/ft Mean: 0.0127 ft/ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0500 Range: 0.0048 - Range: 0.0173 - Range:
ft/ft 0.0212 ft/ft 0.0783 ft/ft
35._ Ratio of Riffle Slope to Average Mean: 3.8 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 0.0 - 9.4 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (driff) ft Mean: 1.8 ft Mean: 1.8 ft Mean: 1.1 ft Mean:
Range: 1.2 - 3.2 ft Range: 1.4 - 2.2 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull Mean: 1.8 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driff/dbkf) Range: 1.2 - 3.2 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38, 'Run Slope (Srun) ft/ ft Mean: 0.0190 Wit Mean: 0.0085 f 1ft Mean: 0.0307 ft/ft Mean:
Range: 0.0019 - Range: 0.0021 - Range: 0.008 - Range:
0.0640 ft/ft 0.0191 ft/ft 0.0712 ft/ft
39. Ratio of Run Slope to Average Mean: 3.6 Mean: 1.6 Mean: 1.6 Mean:
Slope (Srun/Sbkf) Range: 0.4 -12.1 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drun) ft Mean: 1.8 ft Mean: 2.0 ft Mean: 1.3 ft Mean:
Range: 1.2 - 2.2 ft Range: - Range:, - Range:
41. Ratio of Run Depth to Bankfull Mean: 1.8 Mean: 1.8 Mean: •1.8 Mean:
Mean Depth (drun/dbkf) Range: 1.2 - 2.2 Range: - Range: - Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0068 ft/ft Mean: 0.0032 ft/ft Mean: 0.0114 ft/ft Mean:
Range: 0.0 - 0.0200 Range: 0.0 - 0.0850 Range: 0.0 - 0.0325 Range:
ft/ft ft/ft ft/ft
43. Ratio of Glide Slope to Average Mean: 1.3 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0.0 - 3.8 Range: 0 -1.6 Range: 0.0 -1.6 Range:
44. 'Maximum Glide Depth (dgl) ft Mean: 2.0 ft Mean: 1.9 ft Mean: 1.2 ft Mean:
Range: 1.5 - 2.4 ft Ran e: - Range: - Range:
45. Ratio of Glide Depth to Bankfull Mean: 2.0 Mean: 1.7 Mean: 1.7 Mean:
Mean Depth (dgl/dbkf) Range: 1.5 - 2.4 Range: - Range: - Range:
?/ IV/GVVG
2of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #3, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County
USGS Gage
1
1

1
1

Variables Existing Channel Proposed.Reach ': :Reference Reach Station,
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 Wit Mean:
Range:. Range: Range: 0.1375 - Range:
0.285 ft /ft
47. Ratio of Step Slope to Average Mean: N/A Mean: N/A Mean: 10.7 Mean:
Water Surface Slope (Sst/Savg) Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: 1.1 It Mean:
Range: Ran e: Range: 1.0 -1.1 It Range:
49. Ratio of Step Depth to Bankfull Mean: N/A Mean: N/A Mean: 1.5 Mean:
Mean Depth (dst/dbkf) Range: Range: Range: 1.4 -1.6 Range:
Materials:
Particle Size Distribution of
Channel Material mm
D16 - N/A Expected to 0.1 mm
D35 3.6 mm Coarsen 0.6 mm
D50 13.0 mm 4.5 mm
D84 - 45.0 mm 53.0 mm
1395 137.0 mm 96.0 mm
Particle Size Distribution o Bar
Material (Pavement) S P
1316 6.0 mm 0.2 mm Expected to 0.1 mm
D35 8.9 mm 2.1 mm Coarsen 0.3 mm
D50 12.0 mm 5.0 mm 0.7 mm
D84 27.0 mm 18.0 mm 7.0 mm
D95 -- 40.0 mm 30.0 mm 12.0 mm
Largest Size Particle on Bar 50.0 mm 20.0 mm
Sediment Transport:
Sediment Transport Validation
(Based on Bankfull Shear Stress) Existing ; - Proposed
Calculated value mm from curve 38 mm 40 mm
Value 'from lShields Curve ib/ft2 0.48 Ib/ft2 0.48lb/ft2
Critical dimensionless` shear stress 0.039 0.039
Minimal mean -dbk (ft) ;calculated
using critical dimensionless shear
stress equations

2.0 ft

2.0 ft
i
1
1
1
1
9/18/2002
Dimensionlessrabosreach#3.xls
TABLE 3
3of3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 4
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #4, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
' Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1
1
t
1
1
1
1
1
1
SGS
Gage
Variables Existing Channel Proposed Reach. Reference Reach Station
1. Stream Type E 4/1 C/E 4/1 C/E 4/1 B/C
2. Drainage Area (sq.'mi) 1.05 s mi. 1.05 s q. mi. 0.13 s q. mi. 7.42 s q. mi.
1 Bankfull Width (Wbkf) ft Mean: 15.7 ft Mean: 14.1 It Mean: 8 ft Mean: 29 ft
Range: 13.0 -18.0 Range: - Range: 6.5 -10.0 ft Range: 28 - 30 It
ft
4. Bankfull Mean Depth (dbkf) ft Mean: 1.6 It Mean: 1.8 ft Mean: 0.7 ft Mean: 2.0 ft
Ran e: 1.5 - 1.8 ft Ran e: - Ran e: 0.4 -1.0 ft Ran e: 2.0 - 2.1 ft
5. Width/Depth Ratio(Wbkf/dbkf) Mean: 10 Mean: 8 Mean: 13.5 Mean: 14
Ran e: 9 -11 Range: - Range: 7.0 - 26.0 Ran e: 13 -15
6. Bankfull Cross-Sectional Area Mean: 25.1 sq. ft. Mean: 25.0 sq. ft. Mean: 5.3 sq ft Mean: 58.8 sq. ft
(Abkf) sq ft Range: 19.4 - 33.0 Range:.- Range: 3.9 - 6.3 sq Range: 58.6 - 58.9
sq. ft. ft sq. ft
7. BankfulI Mean Velocity (Vbkf) fps Mean: 4.2 fps Mean: 4.4 fps Mean: 5.3 fps Mean:
Range: 4.0 - 4.5 fps Range: 3.7 - 4.9 fps Range: 3.7 - 7.9 fps Range:
8. Bankfull Discharge, efs (Qbkf) Mean: 96.6 cfs Mean: 110.0 cis Mean: 25.2 cfs Mean:
Range: 92.0 -103.5 Range: 92.5 -122.5 Range:19.6 - 41.9 Range:
cfs cis cfs
9. Maximum BankfuIl Depth (dmax) Mean: 1.9 ft Mean: 2.8 ft Mean: 1.1 ft Mean: 2.9 ft
ft Range: 1.6 - 2.9 ft Range: 2.3 - 3.5 ft Range: 0.9 -1.4 ft Range: 2.7 - 3.0 ft
10. Ratio of Low Bank Height to Mean: 1.9 Mean: 1.0 Mean: 1.8 Mean:
Max. BankfulI Depth (Bhlow/dmax) Range: 0.6 - 2.1 Range: Range: 1.4 - 2.5 Range:
11. Width of Flood Prone Area - Mean: 82.0 ft Mean: > 31.0 ft Mean: 18.8 ft Mean: 70 ft
(Wfpa) ft Range: 21.0 - 200.0 Range: Range: 16.0 - 22.0 Range: 40 - 100 ft
ft ft
12. Entrenchment Ratio (WfpalWbkf), Mean: 4.4 Mean: >2.2 Mean: 2.4 Mean: 2.4
Range: 1.6 -11.1 Range: Range: 2.0 - 3.4 Range:1.3 - 3.6
13. Meander Length (Lm) ft Mean: 127.3 ft Mean: 89.1 ft Mean: 50.0 ft Mean:
Range: 45.0 - 340.0 Range:62.2 -124.4 Range: 35.0 - 70.0 Range:
ft ft ft
14. °Ratio of Meander Length to Mean: 8.1 Mean: 6.3 Mean: 6.3 Mean:
Bankfull Width (Lm/Wbkf) Range: 2.9 - 21.7 Range: 4.4 - 8.8 Range: 4.4 - 8.8 Range:
15. Raduis of Curvature (Rc) ft Mean: 29.3 ft Mean: 22.6 ft Mean: 13.5 ft Mean:
Range: 5.0 - 138.0 Range: 4.2 - 56.6 ft Range: 2.3 - 31.8 ft Range:
ft
16. Ratio of Radius of Curvature to Mean: 1.9 Mean: 1.6 Mean: 1.6 Mean:
Bankfull Width (Rc/Wbkf) Range: 0.3 - 8.8 Range: 0.3 - 4.0 Range: 0.3 - 4.0 Range:
17. Belt Width (Wblt) ft Mean: 56.1 ft Mean: 36.8 ft Mean: 20.9 ft Mean:
Range: 27.0 -151.0 Range: 18.4 - 62.2 ft Range: 10.0 - 35.0 Range:
ft ft
18 Meander Width Ratio Mean: 3.6 Mean: 2.6 Mean: 2.6 Mean:
(Wb1t/Wbkf) Range: 1.7 - 9.6 Range: 1.3 - 4.4 Range: 1.3 - 4.4 Range:
19. Sinuosity (Stream length/valley Mean: 1.23 Mean: 1.23 Mean: 1.4 Mean:
distance) (k) Range: - Range: - Range. - Range:
20. Valley Slope (ft/ft)' Mean: 0.0066 ft/ft Mean: 0.0066 ft/ft Mean: 0.028 ft/ft Mean:
Range: Ran e: - Ran e: Range:
21. Average Water Surface Slope or Mean: 0.0054 Wit Mean: 0.0054 ft/ft Mean: 0.0197 Wit Mean: 0.0016 ft/ft
Bankful Slope for Reach (Sbkf or Range: - Range: - Range: - Range:
Savg)=(Svalley/k) ft/ ft;
22. Pool Slope (Spool) ft / ft, Mean: 0.0009 ft/ft Mean: 0.0011 ft/ft Mean: 0.0031 ft/ft Mean:
Range: 0.0 - 0.0063 Range: 0.0 - 0.0022 Range: 0.0 - 0.078 Range:

ft/ft
ft/ft
ft/ft 1
9/17/2002
Dimensionlessratiosreach#4.xis
1 of 3
' MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION TABLE 4
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek - Subreach #4, Alamance County
USGS Gage Station: 0210166029.Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

USUS
Gage
Variables Existing Channel Proposed Reach 'Reference Reach Station
23.; Ratio of Pool Slope to Average Mean: 0.2 Mean: 0.2 Mean: 0.2 Mean:
Slope (Spool/Sbkf) Range: 0.0 -1.2 Range: 0 - 0.4 Range: 0.0 - 0.4 Range:
24. Maximum Pool Depth (dpool) ft Mean: 3.0 It Mean: 4.2 it Mean: 1.7 It Mean:
Range: 2.0 - 3.9 It Range: 4.1 - 4.8 it Range: 1.6 -1.9 It Range:
25. Ratio of Maximum Pool Depth to , Mean: 1.9 Mean: 2.4 Mean: 2.4 Mean:
Bankfull Mean Depth (dpool/dbkt) Range: 1.2 - 2.4 Range: 2.3 - 2.7 Range: 2.3 - 2.7 Range:
26. Pool Width (Wpool) ft Mean: 13.0 ft Mean: 15.5 ft Mean: 8.7 ft Mean:
Range: 8.0 -16.0 It Range: 9.9 -17.0 ft Range: 6.0 -10.0 it Range:
27. Ratio of Pool Width to Bankftill Mean: 0.8 Mean: 1.1 Mean: 1.1 Mean:
Width (WpooVWbkf) Range: 0.5 - 1.0 Range: 0.7 -1.2 Range: 0.7 -1.2 Range:
28. Bankfull Cross-sectional Area at Mean: 28.3 sq. ft. Mean: 37.5 sq. ft. Mean: 7.8 sq ft Mean:
Pool (Apool) sg ft Range: 15.9 - 36.0 Range: 30 - 42.5 Range: 6.2 - 8.9 sq Range:
sq. ft. sq. ft. ft
29. Ratio of Pool Area to Bankfull Mean: 1.1 Mean: 1.5 Mean: 1.5 Mean:
Area (Apool/Abkf) Range: 0.6 - 1.4 Ranger 1.2 -1.7 Range: 1.2 -1.7 Range:
30. Pool to Pool Spacing (p-p) ftl Mean: 121.6 ft Mean: 65 ft Mean: 36.5 ft . Mean:
Range: 34.6 - 280.6 Range: 29.7 -111.7 Range: 17.0 - 63.0 Range:
ft ft ft
31. Ratio of Pool-to-Pool Spacing to Mean: 7.8 Mean: 4.6 Mean: 4.6 Mean:
Bankfull Width (p-p/Wbkf) Range: 2.2 -17.9 Range: 2.1 - 7.9 Range: 2.1 - 7.9 Range:
32. Pool Length (Lp) ft Mean: 67.8 ft Mean: 25.4 ft Mean: 14.5 ft Mean:
Range: 15.9 -197.3 Range: 12.7 - 48.1 Range: 7.0 - 27.0 ft Range:
ft ft
33. Ratio of Pool Length to Bankfull Mean: 4.3 Mean: 1.8 Mean: 1.8 Mean:
Width'(Lp/Wbkf) Range: 1.0 -12.6 Range: 0.9 - 3.4 Range: 0.9 - 3.4 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0210 ft/ft Mean: 0.0130 ft Mean: 0.0389 ft/ft Mean:
Range: 0.0 - 0.0600 Range: 0.0049 - Range: 0.0173 - Range:
ft/ft 0.0216 Wit 0.0783 ft/ft
35. 'Ratio of Riffle Slope to Average Mean: 3.9 Mean: 2.4 Mean: 2.4 Mean:
Slope (Sriff/Sbkf) Range: 0.0 -11.1 Range: 0.9 - 4.0 Range: 0.9 - 4.0 Range:
36. Maximum Riffle Depth (driff) ft Mean: 1.9 ft Mean: 2.8 ft Mean: 1.1 ft Mean:
Range: 1.6 - 2.9 ft Range: 2.3 - 3.5 ft Range: 0.9 -1.4 ft Range:
37. Ratio of Riffle Depth to Bankfull : Mean: 1.2 Mean: 1.6 Mean: 1.6 Mean:
Mean Depth (driff/dbkf) Range: 1.0 -1.8 Range: 1.3 - 2.0 Range: 1.3 - 2.0 Range:
38. Run Slope (Srun) ft I ft. Mean: 0.0170 Wit Mean: 0.0086 Wit Mean: 0.0307 Wit Mean:
Range: 0.0 - 0.0600 Range: 0.0020 - Range: 0.008 - Range:
Wit 0.0190 Wit 0.0712 ft/ft
39_ Ratio of Run Slope to Average Mean: 3.1 Mean: 1.6 Mean: 1.6 Mean:
Slope (SnnVSbkt) Range: 0.0 -11.1 Range: 0.4 - 3.6 Range: 0.4 - 3.6 Range:
40. Maximum Run Depth (drain) ft Mean: 2.0 ft Mean: 3.2 ft Mean: 1.3 ft Mean:
Range: 1.4 - 2.4 ft Range: - Range., - Range:
41. Ratio of Run Depth to Bankfull Mean: 1.2 Mean: 1.8 Mean: 1.8 Mean:
Mean Depth (drun/dbkf)' Range: 0.9 -1.5 Range: - Range: - Range:
42. Slope of Glide (Sgl)'ft / ft Mean: 0.0057 Wit Mean: 0.0032 Wit Mean: 0.0114 Wit Mean:
Range: 0.0 - 0.0300 Range: 0.0 - 0.0086 Range: 0.0 - 0.0325 Range:
Wit Wit Wit
43. Ratio of Glide Slope to Average Mean: 1.0 Mean: 0.6 Mean: 0.6 Mean:
Water Surface Slope (Sgl/Sws) Range: 0 - 5.5 Range: 0.0 -1.6 Range: 0.0 -1.6 Range:
44. Maximum Glide Depth (dgl) ft Mean: 2.4 Mean: 3.0 ft Mean: 1.2 ft Mean:
Range: 1.7 - 3.2 Range: - Range: Range:
45. Ratio of Glide Depth to Bankfull Mean: 1.5 Mean: 1.7 Mean: 1.7 Mean:

Mean' Depth.(dgl/dbkf)
Range: 1.1 - 2.0
Range: -
Range: r
Range:
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2bf3
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION
AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT to South Fork Creek Subreach #4, Alamance County
USGS Gage Station: 0210166029 Rocky River @ SR 1300 Near Crutchfield Crossroads, NC
Reference Reach: UT to Wells Creek, Cane Creek Mountains, Alamance County

1
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USUS
Gage
Variables Existing Channel Proposed Reach Reference Reach J Station.
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: 0.2112 ft/ft Mean:
Range: Range: Range: 0.1375 - Range:
0.285 ft/ft
47. Ratio of Step Slope to Average Mean: N/A Mean: N%A Mean: 10.7 Mean:
Water' Surface' Slope (Sst/Savg) , Range: Range: Range: 7.0 -14.5 Range:
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: 1.1 ft Mean:
Range: Ran e: Ran e: 1.0 - 1-1 ft Range:
49. Ratio of Step Depth to Bankfull < Mean: N/A Mean: N/A Mean: 1.5 Mean:

Mean 'Depth (dsddbkf)
Range:
Range:
Range: 1.4 -1.6
Range:
1
Materials:
Particle Size Distribution of
Channel Material mm
016 N/A Expected to 0.1 mm
D35 0.2 mm Coarsen 0.6 mm
D50 " 2 mm 4.5 mm
D84 30 mm 53.0 mm
D95 85 mm 96.0 mm
Particle ' Size Distribution o- ar
Material F' SP
D16 13.8 mm 18.0 mm Expected to 0.1 mm
035 25.4 mm 51.0 mm Coarsen 0.3 mm
D50 29.0 mm 59.0 mm 0.7 mm
084 41.0 mm 82.0 mm 7.0 mm
095 46.0 mm 91?() mm 12.0 mm
Largest Size Particle on Bar 60 mm 20.0 mm

1
Sediment Transport:
Sediment ranspo a a on
(Based on Bankfull Shear Stress) Existing Proposed
Calculated value mm from curve 43 mm 50 mm
Value from Shields Curve Iblft2' 0.55 ib/ft2 0.55 Ib/ft2
Critical dimensionless shear stress 0.15 0.15
Minimal mean dbk (ft) calculated
using critical dimensionless shear
stress equations

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Dimensionlessratiosreach#4.xls
TABLE 4
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Table 6. Proposed Vegetation
Unnamed Tributary to South Fork Creek, Alamance County, North Carolina

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Trees Grasses and
Herbs
"Channel"(Out to approximately 10 feet beyond
bankfull. Within Bankfull/Bankfull Bench
Black willow Salix ni a Bee Balm Monarda di ma
Hi bush blueberry Vaccinium co mbosum Bottle-brush Grass H stria atula
River birch Betula ni a Cardinal Flower Lobelia cardinalis
Silky dogwood Cornus amomum Deertoun a Panicum clandestinum
Tag alder Alnus serrulata Iron Weed Vernonia s
Yellowroot Xanthorhiza sim licissima Joe- a Weed Eu atorium stulosum
Switch Grass Panicum vir atum
"Floodplain" (From approximately 10 feet beyond
bankfull to terrace River Oats Chasmanthimom
lati olium
American beech Fa s andi olia Tall Coreo sis Coreo sis tri teris
Blackgum N ssa lvatica Touch me not Im atiens ca ensis
Yellowroot Xanthorhiza sim licissima
Elderberry Sambucus canadensis Bankfull to Buffer Limit
Green Ash Fraxinus en lvanica Big bluestem Andro o on erardii
Hackberry Celtis laevi ata Black-eyed Susan Rudbeckia hirta
Iron Wood Ca inus caroliniana Bur-marigold Bidens aristesa
Swam Chesnut Oak uercus michauxii Indian ss Sor hastrum nutans
Water oak Quercus nigra Lance-leaved
coreo sis Coreopsis lanceolata
Willow oak Quercus phellos Little bluestem Schizachyrium
sco arium
Sycamore Platanus occidentalis Narrow-leaved
sunflower Helianthus
an sti olius
"Terrace" rom terrace to buffer limit le coneflower Echinacea u urea
Persimmon Disopyros virginia Threadleaf
coreo sis Coreopsis verticillata
Black walnut Ju laps ni a
Chestnut oak uercus rinus
Flowering dogwood Cornus orida
Northern red oak ercus rubra
Southern Red Oak Quercus falcata .
Eastern Red Cedar Juni erns vir 'niana
Virginia Pine Pinus vir 'niana
White Oak ercus alba
Page:
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SCAL& 1:24,wo p"= ;ooo1
USGS 7.5 Mlnuhs Topographk Map: SNOW CAMP, NC
Prepared For:
ltilr„?''. G&M Figure No.
ofNaih caroling. Inc VICINITY MAP
UT TO VARNALS S UT TO WELLS CREEK 2
92301 Rexwoads Drive .a= .
Post Office Box 31388, Raleigh, NC 27622-1388 NCGENR
Tel: [phone] Fax: [phone] ALAMANCE COUNTY, NORTH CAROLINA
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Appendix A
Site Photographs

Unnamed Tributary to South Fork Creek, Hadley and Newfin Properties
September 2002
1. Reach Al. Note cattle and high, vertical banks.
2. Reach #1. Note cattle and high, vertical banks.
I Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties September 2002
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3. Reach #2. Mote high, undercut banks.
4. Reach 42. Typical section.
I Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties September 2002
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5. Reach #3. Typical section.
6. End of Reach #3, beginning of Reach 94.Existing culvert under Silk Hope Lindley Mill Rd to be
maintained.
I Unnamed Tributary to South Fork Creek, Hadley and Newlin Properties September 2002

1

7. Reach 94. Note high, undercut banks and exposed roots.
8. Reach 94. Typical Section.

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03

Appendix B
Reference Reach Site Photographs
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vetererice Reav,
UT to Vamals CreeK, SaiEn 4/1
june 2002
Page 1 of 2
1. Downstream End of Reference Reach, Typical
2. Typical Valley Walls and Entrenchment of Reference Reach
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ar'r..°, ° i''
?:; e's =
June 2002
Page 2 of 2
3. Typical Bankfull Indicator Flagged in Blue
4. Typical Ban ull Indicator
' Reference ea ?r N!a y 2002
y o ''Vfell5 Creek, ?11

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' Page 1 of 2
1. Typical Pattern and Valley of Reference Reach
2. Typical Pool with Point Bar
UT to Aiells Creek. -- 411.

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Typical Stream Cross Section
Page 2 of 2
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Appendix C
Pfankuch Channel Stability
Evaluation

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Appendix D
Letter of Verification of Suitability
Michael F. Easley, Governor
pF W A TF,Q William M Ross Jr., Secretary
?O? QG North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
}.
June 25, 2002
CERTIFIED MAIL: 70011140 00017828 4433
Return Receipt Requested
Arcadis G&M of North Carolina, Inc.
ATTN: Mr. Ben Furr
2301 Rexwoods Drive
Suite 102
Raleigh, NC 27607-3366

SUBJECT: Alamance County Reference Reaches
Unnamed Tributary to Vamals Creek
Unnamed Tributary to Wells Creek
,. Alamance County
Dear Mr. Furr:
This letter is in response to your request for written verification of the suitability of the
subject. reference reaches. Per our site visit on June 18, 2002, I believe both tributaries to be
stable channels and suitable for use as reference reaches. These reaches are 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.
i i .
Sincerely,
Jennifer Serafin Frye
Environmental Specialist

cc: Cherri Smith, Wetland Restoration Program
Todd St. John, Wedands/401 Unit Central Office
Central Files
WSRO
RCdENR
_ -... _ _..- ...-..j ._.._ ?.... im...4...Lcalar„ me 77 M7 =91771-4600 Customer Service

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County, North Carolina

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0 L NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
~ \\\agpuuarH, L CARL
HORIZON, SCALE o~•~•••• ~ ISION OF WATER QUALITY EESSio •
QEESSio~ m . QQ Q4 "q DO NOT USE FOR CONSTRUCTION .Q ~ NORTH CAROLINA WETLANDS R
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L 229 7 . - = 5 229 Z
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N o ~ %q • NCINE~ 0o VERTICAL SCALE P.O. Box 31388 Ralel h, NC 27622-1388 3 C
~ N 9 S ~ _ ~~pr~OT ~ ''~,~,SCOT~,~~~~`
~ ~ 2301 Rexwoods Dr.. Sulte 102 Ralel h. NC 27607 3366 rr~~~~~~" vo 9 L M Tel: [phone] Fax: [phone] SEAL. NDT YAW IAflESS 91 2 REB 9/24/02 100% NCWRP SUBMITTAL ALAMANCE & CHATHAM COUNTIES NORTH CAROLINA AL NDT YAW U,flESS 961ED AND DATED
I REB B/23/02 80% NCWRP SUBMITTAL
-O DESIGN ENG DESIGN ENGINEER 8Y DATE DESCRIPTION OF REVISION
SHEET N0.15

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NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
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DESIGN ENGINEER BY DATE DESCRIPTION OF REVISION SHEET N0.24

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0o VERTICAL SCALE NC 27607-3366 2301 Rexwoods Dr., Suite 102, Raleigh, WN
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L. M \ _
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CONSTRUCTION SEQUENCE
MAINTENANCE PLAN
I. DESIGNER WILL PERFORM CONSTRUCTION STAKING ALONG ENTIRE PROJECT LIMIT. D. LEAVE THE REACH OF PROPOSED STREAM CHANNEL ON NEW ALI (AT ITS UPSTREAM END) FROM THE EXISTING ACTIVE STREAM C 2. CONSTRUCT TEMPORARY GRAVEL CONSTRUCTION ENTRANCES AND TEMPORARY PIPES IN OF THE PROPOSED REACH OF CHANNEL ON NEW ALIGNMENT IS EXISTING ROADWAY DITCHES. ~N NEW ALIGNMENT DISCONNECTED CHECK SILT FENCE, EROSION CONTROL MATTING AND
STREAM CHANNEL UNTIL THE CONSTRUCTION TEMPORARY IMPERVIOUS DIKES AFTER EACH RAINFALL
JMENT IS COMPLETED. EVENT OR WEEKLY MINIMUM. REPAIR DAMAGE AND ~
REMOVE ACCUMULATED SEDIMENT IMMEDIATELY.
E. CONNECT EXISTING CHANNEL TO THE NEWLY CONSTRUCTED CHA 3. INSTALL SILT FENCE AROUND THE LIMITS OF STAGING/STOCKPILE AREAS. END. IMMEDIATELY CONSTRUCT THE PERMANENT IMPERVIOUS STR UPSTREAM END OF THE REACH OF EXISTING CHANNEL TO BE AB CTED CHANNEL AT ITS UPSTREAM
VIOUS STREAM CHANNEL PLUG AT THE O
4. INSTALL TREE PROTECTION FENCE AS DIRECTED BY DESIGNER. FLAG ALL MATERIAL PRODUCED DURING CONSTRUCTION OF THIS REACH BA VEGETATION TO BE TRANSPLANTED. REACH AND USE IT TO BEGIN FILLING THE ABANDONED CHANNEL 5. INSTALL TEMPORARY IMPERVIOUS DIKE AND PUMP IN LOCATION NUMBER I AS SHOWN. F. REMOVE TEMPORARY IMPERVIOUS DIKE AND PUMP AND RELOCATE TO BE ABANDONED. HAUL OTHER SOIL = REACH BACK TO THE ABANDONED STREAM
CHANNEL. ~
COMPLETE ALL WORK.ITHIN LIMIT OF PUMP NUMBER I BEFORE BEGINNING ADDITIONAL WORK DOWNSTREAM AS SHOWN ON PLAN. RELOCATE TO NEXT LOCATION C~
PROCEED WITH OTHER SEGMENTS OF CONSTRUCTION AS DEFINED BY THE LOCATION AND =Q'
WORK LIMITS OF THE TEMPORARY IMPERVIOUS DIKE AND PUMP IN LOCATIONS SHOWN 6. REMOVE ALL UNUSED VEGETATION AND DISPOSE OF OFFSITE AS
ON PLAN AND IN THE SEQUENCE NOTED BELOW: SPREAD ALL UNUSED SOIL MATERIALS ON SITE AS SPECIFIED ON ~FSITE AS SPECIFIED ON THE PLANS. ~
'ECIFIED ON THE PLANS.
A. CLEAR AND GRUB WITHIN WORK LIMIT OF PUMP LOCATION I. PRIOR TO CONSTRUCTING 7. AFTER CONSTRUCTION REQUIRING HEAVY EQUIPMENT IS COMPLET THE PROPOSED STREAM CHANNEL ON NEW ALIGNMENT. REMOVE AND PROPERLY FENCE AND RESTORE THE STAGING /STOCKPILE AREA AND THE COMPLETE, REMOVE THE SILT V
STOCKPILE ALL VEGETATION TO BE TRANSPLANTED (INCLUDING INDIVIDUAL SPECIMENS EXISTING PASTURES. REGRADE, REPLACE TOPSOIL, SEED AND MUL AND VEGETATED MATS), APPROPRIATE TREES TO BE USED AS ROOTWADS, AND TOPSOIL, SAND MULCHCCESS ROADS ACROSS ~
AND OTHER SOIL MATERIAL. 8. REMOVE TEMPORARY GRAVEL CONSTRUCTION ENTRANCES AND TE EXISTING ROADWAY DITCHES. RESEED AND RESTORE GRADE TO E B. BEGINNING AT THE UPSTREAM END OF THIS SECTION, PROCEED IN THE DOWNSTREAM h
=5 AND TEMPORARY PIPES IN p
LADE TO EXISTING CONDITION. 2
DIRECTION WITH CONSTRUCTION OF THE PROPOSED STREAM CHANNEL ON NEW ALIGNMENT, 9. REMOVE ALL TREE PROTECTION FENCING AND DISPOSE OF OFFSI EXCAVATING AND SHAPING THE CHANNEL AND INSTALLING APPROPRIATE IN-STREAM OF OFFSITE.
STRUCTURES AS SPECIFIED ON THE PLANS. 10. COMPLETE ALL REMAINING PROPOSED PERMANENT VEGETATION P C. PERFORM ALL TOPSOIL REPLACEMENT, VEGETATION TRANSPLANTING, SEEDING SCHEDULE NOTED IN THE PROJECT SPECIFICATIONS. ~ETATION PLANTING PER THE
(TEMPORARY AND PERMANENT), AND INSTALLATION OF ALL EROSION CONTROL MATTING
AS SPECIFIED ON THE PLANS EACH DAY. PERFORM ALL TOPSOIL REPLACEMENT USING
STOCKPILED TOPSOIL MATERIAL. NOTF~ ALL PROPERTY LINES SHOWN
ARE APPROXIMATE
LIMIT OF DISTURBANCE = 6.3 ACRES
NEWLIN DAVID & DIXIE MAE
8-16-12UU STREAM PLUG, OXBOW POND
DB 1015, PG 450 TYPICAL
SEE DETAIL TRIBUTARY
PUMP AND TEMPORARY
IMPERVIOUS DIKE R00T WAD, PUMP AND TEMPORARY
TYPICAL IMPERVIOUS DIKE
WORK LIANT SEE DETAIL ~ TIN 3-STA 34+00 WORK LIMIT
STA 20+00 TO 34+00 ~ STA 34+OOT0 42+00
SEE DETAIL SEE DETAIL
7 _ _
IMPERVIOUS pp(E~ARY LOCATION I- LNAIT OF ~
' ~_~S-7`.~~I - ~ `T ~ SEEKDETAIL TYPICAL
STAK10+30 TO 20+00 PROPOSED BUFFER DISTURBANCE ~ ` M~~ i ` ~ , 1~ \ -
SEE DETAIL __f / 1 BEGIN JECT ~ i ~ ' ; ~ ~ ~ ~ ~ DISTUR ANC
_,,d_, ~ :
r~
mm`'' ~ INSTALL TREE PROTECTION ` ' 1~`~'~~~ J'~~
FENCE AS DIRECTED BY THE' 1 DESIGNER. SEE DETAIL t \ ~ t~ -''rY ~~e
~ ~ , ` / LIMIT OF INSTALL EROSION CONTROL MATTING ~ \ ~ ~y,~ \ e
~ ND PERMANENT SEEDING ALONG BANKS O~
AND ALL DISTURBED ACCESS AREAS DAILY. ~ ' - Ap"
NO AREA SHALL BE LEFT DISTURBED OVERNIGHT.
,~Q'
20' WIDE ACCESS PATH SELECTIVE CLEARING OF INDIVIDUAL 5
ACROS CONDIT ~PASTURE~ LOCATIO ONST OF ACCESS ROAD USE P LA N EQUIPM ACROSS EXISTING PASTURE. TREES ALONG TOP OF THE BANKS AS ~"'a ~ Gq,
RESTORE TO EXISTING DIRECTED BY DESIGNER FOR EDU~MENT ~ tv
CONDITION AFTER ACCESS OR FOR USE AS ROOT WADS, TYPICAL ~ ONSTRUCTION COMPLETE
USE PASTURE AND FIELD FOR EQUIPMENT ACCESS ~
g PARAL MCPHEARSON DAPHNE R FOR D PARALLEL TO STREAM ~~v
v
8-16-13UU TOPOGRAPHI NEWLIN DAVID & DIXIE MAE LIMIT OF V~ AGRICULTURAL 8-16-12UU DISTURBANCE
DB 706, PG 707 ~'A 28' OF FIELD ~ DB WI5. PG 450 ~Q'
28' OF 24' DIA.
REINFORCED
CO CO E
IN EXI ROAD 100' X 100' STAgNG/STORAGE IN EXISTING
ROADWAY DITCH
AREA IN EXISTING PASTURE.
INSTALL SILT FENCE AROUND
PERIMETER LINDLEY RICKY N & ELAINE N
B-16-34
TEMPORARY GRAVEL DB 522, PG 294
CONSTRUCTION ENTRANCE.
LOCATE APPROXIMATELY 20' GREEN HILL ROA EAST OF AGRICULTURAL FIELD APPROX. 60' R/W
X. 60' R/W
NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
~ ARCADIS ~&M ~Q ,..........u....,
pi~tH. S•~Q(~y DIVISION OF WATER DUALITY
yQ~FE ~ DO NOT USE FOR CONSTRUCTION NORTH CAROLINA WETLANDS RESTORATION PROGRAM
1~~~ 967 5
'7~°'L '.lam ~
of North Carolina, Inc. F, ~ P.O. Box 31388 Ralefgh, NC 27622-1388 ~~9q~ S ' 2301 Rexwoods Dr., Suite 102, Roleiyh, NC 27607-3366 ""'91 ~;liq'`.FMCINEEQ:•J~~~° UT TO SOUTH FORg CREEg ,,y ~ 3
a SCALE Te1:919/782-5511 Fax: [phone] ~"1°""LD1 g DESN;N """~~~~TP~°~\ 2 ~rw uio7ioz tt~wsEU pat owo coMMOrrs ALAMANCE & CHATHAM COUNTIES, NORTH CAROLINA
~ MOT r'LLD ~ ~O °A~D I SMB 9-24-02 b0% SUBMITTAL
DE51(~! ENGINEER BY DATE DESCRIPTION of REVISION SHEET ECI

9
J
HADLEY JEANETTE L 0
8-16-28AU POND .l
DB 398 PG 210 0 BRAXTON RACHEL T
8-16-28
NOTE: ALL PROPERTY LINES SHOWN DB 341, PG 321
ARE APPROXIMATE
END PROJECT
+
a ~
i b,~
PUMP AND TEMPORARY
~-PASTURE IMPERVIOUS DIKE 7 Q. ~ `~w .w"""
LOCATION 4- STA 42+80
WORK LIMIT STA 42+50 TO / LIMIT OF ~ ~
52+00. SEE DETAIL if ( `'wsv "4"w~~ ` 4
i ~ ~ ~
HEADLEY JEANETTE LINDLEY ~ ' ~ ~
8-16-27UU ~ ` ` s~,q, ! ' ~
DB 70. PG 157 i ~
SEE ENLARGED PLAN i ~ ~ .r'~ w. ....b ""w.
SHEETS 10-I FOR DETAILED INSTALL TREE PRf _ TREE PROTECTION , ~ ~ _ ~ _
TOPOGRAPHIC DATA FENCE AS DIRECTI AS DIRECTED BY THE .~.,...m.~...~~
OCK SIGNER SEE DE' DE :R, SEE DETAIL , , { , ~ ~ .
TYPICAL- / j
SEE DETAIL ROOT AD /
~ / / ~ ~
STREAM PLUG LIMIT OF SEE DETAIL TAIL r i /
DISTURBANCE ~ r /
SEE DETAIL A~~~ . . ~ J ~
N few. ~ / ~ ~
BUFF
~ ~ ~ /
a, ~ ~ s'~`""'~ r.. ~ ~ , / ~ LIMIT OF
I ~ ~ V ~ ~ .
i ~
~r~. ~ ~ 0 ~ INSTALL EROSION CONTR L
i~ MATTING AND PERMANENT
i ~ ~ % SEEOhNG ALONG BANKS ANO
r.,.......I'r7 P' ~i ~ f°'~§ , yam' I~ / ' ALL DISTURBED ACCESS
~ _ _ _

y~
- - - SEA im- moo Ahl

MAJOR MAJOR
•
• Bnd e Exist. Pole 9 , rt Existin Woo s Llne Brid a Tunnel or Box Culve I r coNC 9 9.
Pro .Woven Wire Fence P
. Brid e . g Exist. Power Pole Bri in Wall Head Wall deW 9 9
nk Fence l Pro .Chain Li P and Existin Tree CONC WW g and End Wall
it Fence - Exist. Tele hone Pole $ ,,.""r. r„ r,
Pr . Barbed W e op p . • Y
MINOF MINOR Existin Ash 9
Exis tin Fence -X X Exist. Joint Use Pole 9 IY -cq a
. Head t. Guardra~l ~ ~ _ Head & End Wall a o. CONC HW ~ ~a o
Exis Tele hone Pedestal T P D Existin Beech g
• PieC T t T P PI a Culvert ~-----J p r -i
. Guardra~l Pro P Cable N Pedestal
• Footbri Footbrid e Existin Birch
ali S mbol Eu q Y H drant Y ~
Drains Drains eBoxes g cB
Exist. Water Valve Existin Box Elder
9
ewer Clean ut S 0
ht f Wa Marker R~ o 9 Y loose L Surface ' ' oose Existin Cedar...............-----•--.--........................................---....--
p Power Manhole 9
Lin w/Marker t. Ri ht of Wa a ~ Exis 9 Y Hard . Hard Surface
Existin Cher
thers w . Water Manhole R~ ht f Wa Line b o Pro . o y P 9 Y Chn~ 9 ry
ag R urface Chan a in oad S 9
g a . Li ht Pole f a Line b contract Pro . Ri ht o W
P 9 Y Y Curb Existin Dead Tree Curb 9
. - H-Frame Pole ~ ,
i t. Control of Access Line Ex s R~ ht o .A~ 9 Ri ht of Wa S mbol a 9 Y Y R/W
• Power Line Tower Existin Elm.....-• 9
Pro .Control of Access Line c P Guard Guard Post cP 0
. Pole with Base
Exist. Easement Line -E------- Paved Existin Hackber 9 ~ Paved Walk
. Gas Valve
n tr ct~on Easement line . Pro .Tem . Co s u P P nd B e rid ° B e
9 . Gas Meter 9 Existin Hicko 9 ry
Dr ins a Easement Line Pro .Tem . a TaE p p 9 Box C~ . . B x Cul .T ~nel o veil -or u
. Tele hone Manhole
P T Dr ins a Easement line Pro .Perm. a PDE p 9 Existin Holl 9 Y
Culver) Culvert ,
8 Power Transformer
Footbn Footbrid e • g Existin Hornbeam...................... 9
Gu Wire Anchor Y
Trail F Trail Foot ath P
nh I Sancta Sewer Ma o e ry Existin Ironwood 9
Pro a line Surve e P Y
Storm Sewer Manhole s
Pro a Line Not Surve e Y A ro, • Existin Ma le f Pro osed Boulder 9 P A rox. Location o
P PP Tank Water Gas Oil pp P
Cross • 0 Exist.lron Pin Vane See Detail Cross
~ Recorded W t r Line a e - Existin Mulber . 9 ry
pro; f Pro osed Boulder rox. location o P P
Pro a Comer + P Sancta Sewer _ J-Hoo ry -~s-ss _ - Detail J Hook Vane See
Existin Oak
Pro a Monument P R r ed S nit Sewer Force Main _ _ ro: eco d a a ry -rss Fss p 9 Pr Boulder f o osed rox. Location o P P
. Vane ane See Detail V
o e Number Pr 123 r Lm Reco ded Gas e _ P . -~----c - Existin Persimmon .
pro: g f Pr osed Rootwad rox. Location o o
rcel Number t rm ew r Pa S o S e P p
See [ - See Detail
• Recorded Power Line Fence Line -x x x --P---P- pro. Existin Pine _ 9 rox. Location of Pro osed Stream
P P
. _ Plu Recorded Tele hone Cable . T T g tl nd Boundaries - - - - - - P Existin We a wee Plu See Detail - 9
9 Existin Po lar 9 p
. Recorded WG Tele hone Conduit _ ro p To-TC P etland Boundaries x L ti n of Pro osed Boulder _ pro . oca o p
Pro osed W was P Ste I P Po I See Detail . . Ste o P
Unknown Utili gun.--qun Existin Redbud g
Buildin s 9 ro p r x. l tion of Pro osed Bou ar 0 oca p ,•~t'' P .
_ _ Recorded Telens~on Cable - - • TM Tv Ste I - Ste Pool Drain p .
~ P Foundations Ir , Existin Sweet. Gum g
- Recorded Fiber 0 tics Cable _ _ , P ~o Fo Pro o, P ox PoncVWetland~ r. Pro osed Oxb P ~,z
• See I . o,,tt See Detail
Exist. Water Meter Existin S camore r 9 Y
Stream o - P r Bod of Water ro r xim t limits of Buffer po ae
Y Exist. Overhead Power line _ -a~-~ Existin Walnut
• • • • Existin Existin Thalwe g _ g g
Flow Arrow Exist. Under round Utilities g -ua?----ucu--
• _ Existin i tin T of Bank Ex s o
Disa earin Stream PP 9 9 P Existin Willow g
• Pro o Pro osed Thalwe
P S rin ~ 9 P p 9
Pro o r osed Bankfull Po
r line P Shoe g p cut fill
~ . F C
" Slo e F Its Ra ids P a P S to a Stake line P
NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
~N.~ARO Q~.•••
o: • FESS~o ••.y o ~q DO NOT USE FOR CONSTRUCTION CAROLINA WETLANDS RESTORATION PROGRAM Q NORTH
Q
0 _ - 5 2
~ •
o r rna nc. 0 o ao %q~ ~J,.~ 3 AJW 11/07/02 DWO COMMENTS
0 P.O. Box 31388 Ralelgh~ NC 27622-1388 ''~%,,SCOTt,~~~`~~ ALAMANCE & CHATHAM COUNTIES NORTH CAROLINA
2301 Rexwoods Dr., Suite 102, Raleigh, NC 27607-3366 '~?innnm~++` 2 REB 9/24/02 100% NCWRP SUBMITTAL
- ~u ~ run u~ss sr~o no o~tm I REB 6/23/02 80% NCWRP SUBMITTAL
~ Tel; 919/782-5511 Fax; 919/782 5905 BY DATE DESCRIPTION OF REVISION SHEET N0.2
DESIGN ENGNJEER

GENERAL NOTES
1. THIS PLAN IS BASED ON THE PRINCIPLES OF NATURAL CHANNEL DESIGN. 22.CON8TRUCTION PERSONNEL SHOULD PARK ALL VEHIC DESIGNATED CONSTRUCTION STAGING AREAS. ALL O 2. PROPOSED CONSTRUCTED STREAM FEATUNES AND STRUCTURES SHOWN ON THESE PLANS AND VEHICLES SHOULD BE PAl11~D WITHIN THE CON ARE SHOWN IN THEIR APPROXIMATE LOCATION AND SHALL BE FIELD LOCATED AND NOT IN USE. LL VEHICLES WITHIN THE LI6AIT8 OF THE TREES, PLANTS, AND GNOUND COVER
S. ALL OTHER CONSTRUCTION EQUI~NT p,THE VE6ETATI0N PLAN FOR THIS RESTORATION WAS DEVELOPED USING A
THE CONSTRUCTION STAGING AREAS WHEN THREE ZONE PLANTING SCHEME. THE FIRST ZONE "CHANNEL" IS
APPROXIMATELY WITHIN THE BANKFULL CHANNEL TO APPROXIMATELY 70
DIIY~NSIONED TO INSURE PROPER CHANNEL DIMENSION. FEET OUTSIDE OF THE BANKFULL CHANNEL. THE SECOND ZONE
23.CONTMCTOR TO BE RESPONSIBLE FOR REPAIRB TO 3. ALL ELEVATIONS SHOWN ON THESE PLANS ARE REFERENCED TO AN ASSUMED DATUM. UTILITIE8~ INCLUDING BUT NOT LIMITED T0, OVE UTILITIES, CURB AND GUTTER, PAVEMENT, SIDEWA 4. THE LOCATION OF ALL ECUIPMENT AND MATENIAL STAGING AREAB~ HAUL ROADS AND SANITARY BEWEN SYSTEMS, OR FENCING. ANY REOU ACCESS POINTS TO BE LOCATED AS NOTED ON THESE PLANS. LIMITS OF TREE ACCORDANCE WITH ANY AND ALL APPLICABLE STATE AIRS TO ANY DAMAGE TO EXISTING "FLOODPLAIN" EXTENDS FNOM THE "CHANNEL" ZONE OUT TO THE TERRACE.
T0, OVERHEAD AND UNDERGROUND THE THIRD ZONE "TERRACE" EXTENDS F80M THE FLOODPLAIN OUT TO THE
SIDEWALKS, STORM DRAINAGE SYSTEMS, EASEMENT (BUFFER) BOUNDARY. SUBSTITUTIONS OF SPECIFIED PLANT
ANY REQUIRED REPAIRS TO BE MADE IN MATERIALS MAY BE MADE WITH THE APPROVAL OF THE DESIGNER AND
LE STATE AND OR LOCAL MUNICIPALITY SHALL BE COMPATIBLE WITH THE SPECIFIED PLANTING SCHEME. THE
PNOTECTION FENCING, SILT FENCING, CONSTRUCTION STAGING AREAS AND GRAVEL STANDARDS. VARIOUS SPECIES OF BARE R00T AND/OR CONTAINER STOCK SPECIFIED BELOW IS TO BE PLANTED RANDOMLY IN THE APPROPRIATE ZONE.
CONSTRUCTION ACCESS ROADS SHOWN APPROXIMATE ON PLANS. EXACT LIMITS AND
LOCATIONS TO BE COORDINATED WITH THE DESIGNEfl. 24.CONTRACTOR SHALL I~EP ALL TOPSOIL STOCKPILED 'OCKPILED ON SITE SEPARATELY FROM B.THE PLANTING STOCK SHOULD BE GROWN BY RESTORATION NURSERIES WITHIN THE SAME PNYSI06RAPHIC PROVINCE (PIEDMONT) OF NORTH
OTHER SOIL MATERIALS. CMOLINA WITHIN 200 MILES OF THE PROJEC•r SITE. THE SEED SOURCES FOR
5. BOULDERS WILL BE STAGED IN CONSTRUCTION STAGING AREAS UPON DELIVERY.
EXISTING BOULDERS WILL AL80 BE UTILIZED IN FOPoNATION OF BOULDER VANES 25.BOULDER VANES MAY BE INSTALLED IN LIEU OF BO WHERE FEASIBLE. DIRECTION OF THE DESI6NEH. EU OF BOULDER J-HOOK VANES AT THE THE PLANT MATERIAL SHOULD ALSO MATCH THE PHYSIOGRAPHIC PROVINCE OF THE AREA TO BE PLANTED AND GENETICALLY IMPROVED SEEDLINGS
SHOULD BE USED WHEN AVAILABLE. PLANT STOCK OR SEED INIXES MAY BE
iN SITE IN ACTIVE AGRICULTURAL AREAS OBTAINED FROM NURSERIES BEYOND THE 200-MILE LIMIT WITH APPROVAL OF
6. CONSTRUCTION ACTIVITIES SMALL PROGRESS DOWNSTREAIM~ UNLESS OTHERWISE 26.EXCESS SOIL MATERIALS TO BE SPREAD ON SITE I DIRECTED BY THE DESIGNER. ON THE PROPERTIES OF DAVID AND DIXIE MAE MEW HADLEY AT TILE DIRECTION OF THE DESIGNER AND 7. EQUIPMENT WILL REMAIN OUTSIDE OF CHANNEL FOR THE MAJORITY OF CONSTRUCTION. SPREAD SOIL TO BE STABILIZED USING T~PORARY THE DESIGNER. ONLY THE HIGHEST QUALITY 1!0 BARE ROOT SEEDLINGS MAE NEWLIN AND/OR JEANETTE IINDLEY SHOULD BE PLANTED. THE SEEDLINGS SHOULD HAVE WELL-DEVELOPED
INER AND SAID PROPERTY OwdERS. FIBROUS R00T SYSTEMS AND HEALTHY BUDS. SEEDLINGS SHOULD BE
'~PORARY SEEDING PER THE PROJECT PACKAGED AND STORED PNIOR TO PLANTING TO PROTECT AGAINST DAMAGE
OR EXTREME TEMPERATURES. NOT MORE THAN 20 PERCENT OF THE TOTAL
MINIMAL IN-STflEAM NfOHK IS ANTICIPATED FOR SUCCESSFUL PLACEMENT OF SPECIFICATIONS. ~0 CU. YD. EXCESS MATERIAL BARE ROOT PLANTS SHALL CONSIST OF BLACK WILLOW (Sa1ix nigre).
STRUCTURES. APPROXIMATE EARTHWORK QUANTITY = 2500 CU. YD. C.BARE ROOT PLANTS
1.BARE R00T PLANTS WITHIN CHANNEL (TO 10 FEET BEYOND BANKFULL
8, ALL MECHANIZED EQUIPMENT OPERATED IN OR NEAR THE STREAM OR ITS TRIBUTARIES WIDTH). PLANT A MIXTURE OF AT LEAST FOUR (4) OF THESE SPECIES AS
SHALL BE INSPECTED REGULARLY AND MAINTAINED TO PREVENT CONTAMINATION OF BARE R00T PLANTS ON AN B- FOOT BY 8-FOOT SPACING.
STREAM WATERS FROM FUELS, LUBRICANTB~ HYDRAULIC FLUIDS, OR OTHER TOXIC INATERIALS. ANY EQUIPMENT REPAIRS, MAINTENANCES OR REFUELING ACTIVITIES CON~AON NAME SCIENTIFIC NAME BLACK WILLOW Salix mgrs
SHALL NOT BE DONE WHILE THE EQUIPMENT IS IN THE STREIW OR ITS TRIBUTARIES. HIGHBUSH BLUEBERRY Vacciniui corysbosum
RIVER BIRCH Betula nig~a
9. CONTRACTOR TO DISPOSE OF ALL WASTE MATERIAL OFF-SITE AS DIRECTED BY SILKY DOGWOOD Co~nus aosum
NCWRP AND IN ACCORANCE WITH ALL FEDEML, STATE, AND LOCAL REGULATIONS. TAG ALDER Alnus serrulata
YELLOWROOT Xanthorhiza si,nplictssi~oa
10.ALL ON-SITE TREES RBMVED DURING THE STREAM RESTORATION CONSTRUCTION TO 2.BARE R00T PLANTS WITHIN FLOODPLAIN (FROM 10 FEET BEYOND
BE USED ON-SITE A8 ROOiNIADS~ FOOTER LOGS ETC. WHERE FEASIBLE AND AS BANKFULL WIDTH TO TERRACE) PLANT A MIXTURE OF AT LEAST FOUR (4)
DIRECTED BY THE DESIGNER CANOPY HPECIES AS BARE RObT PLANTS ON AN 8-FOOT BY 8-FOOT
SPACING. PLANT A MIXTURE OF AT LEAST FOUR (4) UNDERSTORY
11.ALL p00TWADS SHALL BE INSTALLED BY DRIVING THEM INTO THE STREAMBANK~ AS SPECIES ON AN 8-FOOT BY 8-FOOT SPACING. CANOPY
OPP08ED TO INSTALLATION THROU911 EXCAVATION OF THE STREA~ANK~ WHERE COMMON NM~E SCIENTIFIC NAME
FEASIBLE AND AS DIRECTED BY THE DESIGNER AMERICAN BEECH Fagus grandifolie
GREEN ASH Fraxinus pennsylvenict
72.ALL DISTURBED MEAS TO BE RESEEDED IMYIEDIATELY A8 SPECIFIED IN THE PROJECT SWAIMP CHESTNUT OAK Quercus eicheuxii
SPECIFICATIONS. WATER OAK Quercus nigra
WILLOW OAK Que~cus pheZlos
13.APPLY SEED AND EROSION CONTROL FIBER MATTING TO BANKFULL BENCH AND CUT SYGNMORE PZatanus occidentaZia
BAIIKS DAILY AS D(CAVATION PR06RE88ES. EROSION CONTROL FIBER MATTING WILL
BE DYED INTO THE TOP OF SLOPE AND AT THE ENDS OF EACH MAT TO PREVENT UNDERSTORY C0Ir10N NA!!E SCIENTIFIC NAME
UNDERCUTTING FROM SHEETFLOW. ADDITIONAL SILT FENCING WILL BE INSTALLED AS BLACKGUN Nysss sylwtica
DIRECTED BY THE DESIGNER. YELLOIYROOT Xanthorhizs si~pStetaslis
ELDERBERRY Sawbucus cansdsnsis
14.UNLESS OTHERWISE DIRECTED BV NCWIIP OR NOTED ON TNESE PLANB~ A 50-FOOT NACIBERRY CeZtfs IdBYtgBtd
MINIMUIN IMIDTN PERMANENTLY VEGETATED BUFFER SHALL 9E PLANTED. IRON Mf00D Ce~pinus caroZiniana
75.USE ROOTWADS, TOPSOILS AND TRANSPLANT VEGETATION 6ENEMTED ON-SITE FOR THE PROPOSED STREAM CONSTRUCTION AS GIQSE AS POSSIBLE TO THE EXISTING LOCATION 3.B(ARE R00T PUWTS MIITHIN TERRACE (FROM TERRACE TO(EA)SFJYENT
FROM WHERE THESE ITS ARE NEIOVED IN ORDER TQ MINIMIZE HAULING DISTANCE
AND STORAGE DURATION. SPECIFS~AND~FW~IR (41 UNDERST0RY~SPECIESEASFBAREpR801 PLANTS
ON AN 8-FOOT BY 8-FdOT SPACING. CANOPY
16.UNLESS OTHERWISE DIRECTED BY THE DESIGNEN, WHERE FEASIBLE, WHEN BEGINNING COI~ON NAME SCIENTIFIC NAllff
CONSTRUCTION ON A GIVEN REACH MIERE CLEARING I8 REQUIRED USE THE CHESTNUT OAK Quercus prinus
FOLLOWING SEQUENCE: NORTHERN RED OAK Que~cus rub~a
A.R~OVE TMNSPLANT YEiETATION AND STOCKPILE AS SPECIFIED ON THE PLANS. SOUTHERN RED OAK Quercas falcate
B.R~OVE LANGER TREES THAT CAN CE USED ON-BITE FOR R007'wADS, FOOTER LOGS, WHITE OAK Quercus albs
LOG VANEB~ OR FLOODPLAIN HABITAT STRUCTURES AND STOCI~ILE AS SPECIFIED UNDERSTORY
ON THE PLANS. COMMON HARE SCIENTIFIC NAND
C.REMOVE R~1IINING VEGETATION AND DISPOSE OF OR STOCKPILE AS SPECIFIED ON PERSI¦rON Ofsopyros virginiane BLACK WALNUT Juylans niyra
THE PLANS. FLOWERING DOGWOOD Cornus florida
D.REMOVE TOPSOIL AND STOCKPILE A8 SPECIFIED ON THE PLANS. EASTERN RED CEDAR ?uniperus vi~giniana
E.REMOVE REMAINING SOIL MATERIALS AS REQUIRED AND STOCKPILE AS SPECIFIED D.SH8U8 AND TREE TRAN8PLANTB~ SHALL BE SALVAGED FROM EXISTING
ON THE PLANS. NATIVE NATURALIZED STANDS FOUND IN THE PROJECT ApEA. ONSITE TREES
AND SN~tUBS F08 SALYR6E SHALL BE FLAGGED BY THE DESIGNER AND
17.EXISTING NON-NATIVE VEGETATION WITHIN THE PROPOSED LIMITS OF CONSTRUCTION SHALL BE CAREFULLY EXCAVATED WITH ROOTBALLS AND SURROUNDING
TO BE REMOVED AS SPECIFIED IN THE PROJECT SPECIFICATIONS. SOIL RAINING INTACT. WHERE POSSIBLE THE TRANSPLANTS SHALL BE
D(CAVATED IN ONE SQUARE YMD UNITS WITH SURROUNDING SOD
18.BOULDERS FOR IN-STREAM STRUCTURES FOR SUBREACHES 1 ~ 2 TO BE APPROXIMATELY ATTACHED FOR USE ALONG STRUCTURES. CARE SHALL BE GIVEN NOT TO RIP
3 FEET X 2 FEET X 7 FOOT IN DIMENSION. LIDS OR BARK FROM THE SHRUB AND TREE TRANSPLANTS. VEGETATION TRANSPLANTS SHALL BE REPLANTED INEDIATELY F0LL01NING THEIR
RFJNOVAL OR SHALL BE STORED IN DESIGNATED STOCKPILE AREAS AND
19.BOULDERS FOR IN-STREAM STRUCTURES FOH SUBREACHES 3 i 4 TO BE APPROXIMATELY I~PT MOIST UNTIL REPLANTED. THE ROOTBALLS OF TRANSPLANTED STOCK
4 FEET X 3 FEET X 2 FEET IN DIMENSION. SHALL BE ADEQUATELY PROTECTED BY A 80IL OR SAWDUST COVERING THAT
I8 I~PT MOIST C0N8TANTLY IN AN ACCEPTABLE MANNER APPNOPRIATE TO
20.CONTRACTOR TO PROVIDE TEMPORARY PLANT BEDDING AREA ON SITE FOR TEINPORARY STORAGE OF VEGETATION TRANSPLANTS. TRANSPLANTS TO BE I~PT WATERED, WEATHER OR SEASONAL CONDITIONS. THE INTEGNITY OF THE PLANT SHALL
MULCHED AND SHADED AT ALL TIMES A8 SPECIFIED IN THE PROJECT SPECIFICATIONS. BE CAREFULLY PRESERVED.
21.CONSTNUCTION STAGING AREAS TO BE OF ADEQUATE SIZE TO PROVIDE SAFE AND
ORGANIZED STORAGE FOR BOULDERS R0071NADS~ ANO LOGS TO BE USED FOR
IN-STREAM STRUCTURES, MULCH, TOPSOIL AND OTHER SOIL WITERIAL, TEMPORARY
PLANT BEDS FOR VEGETATION TRANSPLANT MATERIALS AS WELL AS ALL OTHER
RELATED CONSTRUCTION MATERIALS AND EWlIPI~NT.
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