20040188 Ver 1_Mitigation Design Report_20040101

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:w Steely Branch at Poole Road
Stream Mitigation Site #6
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Richmond County, North
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Presented To:
North Carolina Department of Environment
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Presented By:
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Skelly and Loy, LLP µ
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Engineers-Consultants
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February 2002
Revised January 2004
ENGINEER'S DESIGN REPORT
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PROJECT SITE
STEELY BRANCH AT POOLE ROAD
STREAM MITIGATION SITE #6
RICHMOND COUNTY, NORTH CAROLINA
PRESENTED TO
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES
AND
UNITED STATES ARMY CORPS OF ENGINEERS
PREPARED FOR
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
PROJECT DEVELOPMENT AND ENVIRONMENTAL
ANALYSIS BRANCH
PREPARED BY
SKELLY AND LOY, LLP
6404 FALLS OF THE NEUSE ROAD, SUITE 103
NORTH RIDGE BUSINESS PARK
RALEIGH, NORTH CAROLINA 27615
AND
SKELLY AND LOY, INC.
ENGINEERS-CONSULTANTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
FEBRUARY 22, 2002
REVISED JANUARY 30, 2004
2300006006
TABLE OF CONTENTS
PAGE
1.0 INTRODUCTION .................................................... 1
1.1 OBJECTIVES ................................................... 1
2.0 EXISTING CONDITION ............................................... 3
2.1 GENERAL SITE DESCRIPTION ..................................... 3
2.2 LAND USE ..................................................... 3
2.3 SOILS ......................................................... 5
2.4 WETLANDS .................................................... 5
2.5 GEOLOGY ..................................................... 8
2.6 GEOMORPHOLOGY ............................................ 10
2.7 HYDROLOGY .................................................. 11
2.8 VEGETATION COMMUNITIES ..................................... 13
3.0 REFERENCE REACH ANALYSIS ...................................... 16
3.1 CALIBRATION OF BANKFULL DISCHARGE AT
A U.S.G.S. GAUGE STATION ..................................... 16
3.2 REFERENCE REACH CHARACTERIZATION ......................... 17
3.3 DESIGN REFERENCE REACH .................................... 22
4.0 STREAM RESTORATION PLAN ....................................... 24
4.1 GOALS AND OBJECTIVES ....................................... 24
4.2 CHANNEL DESIGN ............................................. 28
4.3 CONSTRUCTION SCHEDULE ..................................... 42
4.4 PLANTING PLAN ............................................... 42
5.0 MONITORING PLAN ................................................ 47
5.1 GEOMORPHOLOGY ............................................ 47
5.2 VEGETATION .................................................. 47
5.3 REPORTING ................................................... 48
6.0 MITIGATION VALUE ................................................ 49
7.0 DISPENSATION OF PROPERTY ...................................... 50
8.0 REFERENCES ..................................................... 52
LIST OF APPENDICES
APPENDIX A - PROJECT DESIGN DRAWINGS
APPENDIX B - EXISTING STREAM REACH DATA
APPENDIX C - U.S.G.S. STREAM GAUGE CROSS SECTION AND RECURRENCE
INTERVAL INFORMATION
APPENDIX D - REFERENCE REACH DATA
APPENDIX E - 40-STEP DESIGN CALCULATIONS
APPENDIX F - HYDRAULIC ANALYSIS CALCULATIONS
APPENDIX G - OPTION AGREEMENT AND DRAFT CONSERVATION EASEMENT
APPENDIX H - HABITAT ASSESSMENT FIELD DATA SHEET

LIST OF FIGURES

NO. DESCRIPTION PAGE

1 VICINITY MAP .................................................... 4
2 SOILS MAP ....................................................... 6
®
3 NWI MAP ........................................................ 7

4 GEOLOGY MAP ................................................... 9

5 WATERSHED BOUNDARY MAP ..................................... 12

6 EXISTING VEGETATIVE COMMUNITIES .............................. 14

7 REFERENCE REACH LOCATION MAP ................................ 20

8 MITIGATION TYPE AND EXTENT .................................... 27
9 TYPICAL RIFFLE CROSS SECTION .................................. 30

10 TYPICAL POOL CROSS SECTION ................................... 31
11 CONCEPTUAL STREAM PLANFORM ................................. 33

12 FIRM FLOOD MAP ................................................ 39
13 PLANNED NATURAL COMMUNITY VEGETATION PROFILE ............... 46

0
LIST OF TABLES
0

7

k.
NO. DESCRIPTION PAGE
1 DELINEATED WETLANDS ........................................... 5
2 U.S.G.S. GAUGE CALIBRATION RETURN INTERVALS ................... 17
3 SUMMARY OF U.S.G.S. GAUGE STATION AND REFERENCE REACH
HYDRAULIC GEOMETRY DATA ..................................... 21
4 MORPHOLOGICAL CHARACTERISTICS OF THE PROPOSED,
EXISTING, GAUGE STATIONS, AND REFERENCE REACHES ............. 25
5 PARTICLE SIZE ANALYSIS ......................................... 35
6 SLOPE AND SHEAR STRESS RANGES ............................... 36
7 SLOPE AND SHEAR STRESS DISTRIBUTION .......................... 36
8 PROPOSED PERMANENT AND ANNUAL GRASSES ..................... 43
9 PROPOSED VEGETATION SPECIES ................................. 44
10 MONITORING SCHEDULE .......................................... 48
11 MITIGATION CREDIT .............................................. 49
LIST OF GRAPHS
NO. DESCRIPTION PAGE
1 BANKFULL DISCHARGE VS. DRAINAGE AREA FOR THE
PIEDMONT REGION OF NORTH CAROLINA ........................... 18
2 REGIONAL CURVES FOR THE
PIEDMONT REGION OF NORTH CAROLINA ........................... 23
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1.0 INTRODUCTION

1.0 INTRODUCTION
In June 2000, the North Carolina Department of Transportation (NCDOT) contracted Skelly
and Loy to develop stream restoration designs to serve as mitigation for impacts associated with
the proposed Ellerbe Bypass in Ellerbe, North Carolina. The estimated 7,235 feet of impacted
streams associated with the Ellerbe project are located in Richmond and Montgomery Counties in
the Lumber and Yadkin-Pee Dee River Basins. After afield view of the Poole Road site on October
24, 2000, with representatives of the United States Army Corps of Engineers (USACE), North
Carolina Wildlife Resource Commission, North Carolina Department of Environment and Natural
Resources Division of Water Quality (NCDENR DWQ), United States Fish and Wildlife Service, and
Skelly and Loy, the agencies agreed that this site was a potential candidate site and that a
mitigation plan should be developed. However, this site was not needed to fulfill the mitigation
requirements for the Ellerbe Bypass and is now being offered as up-front mitigation for future
impacts in the area.
As a result of the site investigation, three Best Management Practices (BMPs) which are
listed below were identified to be used as mitigation strategies for the impaired reaches of stream.
o New Channel Reconstruction or Relocation
® Grade Control Structures
O Revegetation/Riparian Plantings
The first part of this report describes the existing conditions of this site along with supporting data
for U.S.G.S. gauge data and reference reach data and also identifies the stream mitigation plan
along with design calculations for the project. The last part of this report discusses the monitoring
plan and dispensation of property that is required by the North Carolina resource agencies.
1.1 OBJECTIVES
The goal for the stream restoration project at the Poole Road site is to restore approxi-
mately 722 feet of degraded and impaired stream. This restoration will be accomplished using the
principles of natural stream channel design to improve the overall stability of the watershed. This
will be accomplished by designing a new channel that can be self-maintaining and provide habitat
for aquatic wildlife. Additionally, with the restoration plan, the stream channel will be reconnected
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to its abandoned floodplain through a Priority 1 stream restoration. In doing so, the localized
groundwater table will be elevated into the newly designed channel, increasing the likelihood of
reestablishing and creating wetland conditions and habitat along the stream corridor.
This Priority 1 restoration plan is possible because the stream is still head-cutting at the
upper limits to the project site. If the stream restoration plan is not implemented, the stream will
continue to head-cut, causing further instabilities upstream. The restoration plan addresses
stabilizing the head-cut to prevent any further upstream degradation and improving the natural
resources downstream through the natural channel design process. By implementing this
restoration plan, the newly designed channel will be reconnected with its abandoned floodplain and
IS allow for natural fluvial processes to occur within the system. These natural processes include
over-bank flows that will inundate the floodplain and create wetland habitat. The stream restoration
plan will also reduce streambank erosion potential with the implementation of an intense planting
plan. This intensive planting plan will increase the root mass and root density in the localized area
over time and provide increased streambank stability.
® One additional goal of this project will be the reduction in the sediment loads being
contributed downstream to Hitchcock Creek. Hitchcock Creek has been identified by the NCDENR,
DWQ 2000 303(d) List as an impaired stream in the Yadkin River Basin. The planned restoration
will improve the overall water quality from a non-point source reduction standpoint and lead to
improved aquatic habitat. This project will be consistent with the goals and objectives as outlined
in the Yadkin-Pee Dee River Basinwide Water Quality Management Plan report as developed by
the NCDENR, DWQ, Water Quality Section, May 1998.

M
7
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2.0 EXISTING CONDITION
2.0 EXISTING CONDITION
2.1 GENERAL SITE DESCRIPTION
The Poole Road project site is located approximately three miles north of Rockingham off
Highway 220 at Poole Road. See Figure 1 for the Vicinity Map. The stream identified for
restoration is the main stem of Steely Branch. The site is located on the Rockingham, North
Carolina, 7.5 minute U.S.G.S. quadrangle and within the Yadkin-Pee Dee Priority Subbasin 16
(HUC 03040201). It is located on private lands owned by one landowner. The landowner is
Charlie Han, located at 2906 Laurelwood Drive, Matthews, North Carolina, 28105. Steely Branch
has been identified by the NCDENR DWQ as a Class C designated stream, supporting aquatic life
propagation and secondary recreational use.
The site was chosen due to instabilities in the localized reach of the stream above the Poole
Road roadway culvert crossing continuing upstream for approximately 800 feet into a forested area
where the channel is in a stable form. The site was chosen because of the visible high bank height
ratios and poor riparian corridor. After an extensive review of the watershed, it is believed that the
head-cut was caused from a number of events. The first is from historical channelization that
occurred to maximize the lot for residential use. This in turn changed the local rainfall-runoff
characteristics within this reach and caused the channel to down-cut. This down-cutting has
worked its way upstream and is visible upon inspection of the project site.
2.2 LAND USE
Richmond County is comprised mainly of cropland and timbered lands. Total cropland in
Richmond County is 34,205 acres. The current primary crops in Richmond County, according to
the Richmond Soil and Water Conservation District, include the following: cotton, tobacco, corn,
wheat, soybeans, hay, vegetables, and peaches.
Commercial forests cover about 237,353 acres, or about 78% of the land area for Richmond
County. Loblolly pine is the most important timber species in the county because of its rate of
growth, its adaptation to soil and climate, and its marketable price. The very deep sandy soils of
Richmond County are ideal for longleaf pine straw which has become a highly marketable
commodity as well.
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POOLE ROAD.
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Wir?3ton,:alem? Bale h "KLLLY and LOY, LLP Jan., 2002 I iyure 1
/'` \ Charlotte North Carolina Department of Transportation
Columbii\ VICINITY MAP
Poole Road Mitigation Site
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Richmond County, North Carolina
of- IWI?" Savannah Scale: 1" = 2000' Job No.: 2300006006

2.3 SOILS
The stream located on the Poole Road site contains two types of soil. Refer to Figure 2 for
a copy of the Richmond County Soil Survey map. Ailey loamy sand (AcB) is a well-drained soil with
a slope range from 0 to 25% and is found in the broad ridges and side slopes in the uplands of the
Sandhills. Johnston mucky loam (JmA) is a very poorly drained soil with a slope range of 0 to 2%
and is found in the floodplains of the Sandhills and Coastal Plain. The Poole Road site is located
along the Fall Line of the Piedmont and Sandhills region with characteristics of each region. The
® parent material for this soil is unconsolidated marine sediments, and the depth to bedrock is greater
® than 60 inches.
2.4 WETLANDS
40
The wetland determination study conducted for the site included off-site and on-site
19 methods. The off-site method involved the review of the U.S.G.S. quadrangle mapping, National
is Wetlands Inventory (NWI) mapping (see Figure 3), and the local soil survey. A field investigation
was conducted in January of 2001 to determine the presence of wetlands in the project area. The
field investigation utilized the Routine On-Site methodology outlined in the USACE's Wetland
Delineation Manual, Technical Report Y-87-1 (1987). Vegetation, soil, and hydrology information
® was recorded by the investigators for both wetland and upland habitats present within the project
area.
The NWI mapping identified a PF01A along the stream channel. Two palustrine wetland
habitats were identified and delineated in the project area along a segment of Steely Branch
(Table 1). The wetland boundaries are shown on the Design Drawings in Appendix A.
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TABLE 1
DELINEATED WETLANDS
SIZE
WETLAND
T VEGETATION T
ACRES
A PEM 0.55
B PEM 0.025
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LEGEND
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Impacted Stream
Reach II
Project Outline .. p
PUBHh-Palustrine,
Unconsolidated Bottom,
Permanently Flooded, Diked
Impounded
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PUBHx-Palustrine,
Unconsolidated Bottom, y
Permanently Flooded, M + w • ? Y

Excavated ?
PF01A-Palustrine, Forested,
PO LE R
Broad-Leaved Deciduous, AD •
Temporarily Flooded to ly Br inch
PF01 Ch-Palustrine, Forested,
Broad-Leaved Deciduous,
Seasonally Flooded, Diked
Impounded V+
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SKELLY and LOY, LLP Jan., 2002 Figure 3

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North Carolina Department of Transportation

* * NWI MAP
Poole Road Mitigation Site

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N? Richmond County, North Carolina
T OF TRP Scale: 1" = 500' Job No.: 2300006006
Owg Name: 0 \23000061Repod Figure0oolMFigures 2_3 5._C2_8_12 dwg
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The proposed stream relocation project will remove the existing pavement along the lower
® fringe of Wetland A. These project activities are anticipated to result in minor grading impacts to
the lower fringe of Wetland A. Safety fence will be placed along the delineated perimeter of
Wetland A. The lower fringe of the wetland may be temporarily affected by the construction
activities.
The proposed stream relocation will result in the establishment of a new channel directly
adjacent to the lower portion of Wetland A. The bottom of the new stream channel is designed to
be one foot below the surface elevation of Wetland A. The channel will contain approximately four
to six inches of stream flow during normal or base flow conditions. Because the elevation of
Wetland A and the normal water surface elevation in the new channel are within 0.5 foot of each
other, the new stream channel is anticipated to not have an adverse impact on Wetland A.
Following construction, Wetland A will be seeded and graded back to pre-existing conditions.

2.5 GEOLOGY
Based on the 1985 North Carolina Geologic Map, roughly half of Richmond County is
located in the Piedmont and the other half located in the Sandhills (fringe of Coastal Plain). The
® Fall Line separates Richmond County into two portions. The Fall Line runs diagonally across
Richmond County from the northeast to the southwest, with the Piedmont Region in the
® northwestern portion of the county and the Coastal Plain in the southeastern portion of the county.
The Piedmont consists of well-rounded hills and long-rolling ridges with a
northeast-southwest trend. The Piedmont region is underlain by bedrock mostly formed in the
Precambrian and Paleozoic Eras. Saprolite, which is synonymous with Piedmont and mountain
regions, is a layer of unconsolidated material formed by the weathering of bedrock. Triassic Basins
are one subgroup of the Piedmont. The basins are filled with sedimentary rocks that are thought
® to have formed approximately 190 to 200 million years ago. Streams carried mud, silt, sand, and
gravel from the adjacent highlands in to the rifts now called the Triassic Basins. These sediments
now comprise the Coastal Plain and Sandhills Region. As seen on the Geology Map shown in
Figure 4, the project lies within an area identified as the Middendorf Formation. This area is
described as sand, sandstone, and mudstone, gray to pale gray with an orange cast, mottled; clay
balls and iron-cemented concretions common, beds laterally discontinuous, cross-bedding
common.
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2.6 GEOMORPHOLOGY
This reach of stream proposed for restoration is a second order perennial stream named
Steely Branch. In close proximity to the impaired reach is an abandoned racetrack which is used
as a parking lot for a flea market on the property. Based on a cross-sectional analysis within the
impaired reach, the existing stream type would be classified as an entrenched E5 stream type with
bank height ratios (BHR) ranging from 1.4 to 1.7 (see Photograph No. 1). These elevated BHR
reflect a departure from a stable E5 stream type (BHR = 1.0). The current instabilities include a
down-cut and incised stream channel, increased bank height ratios, and ongoing streambed and
bank erosion. A head-cut was observed at the upper limits of the proposed restoration work. This
instability has occurred due to a combination of events. These events include historical
channelization of the stream, installation of a roadway culvert inducing head-cutting because of a
depressed streambed elevation, and increased stormwater runoff in the local area due to the
imperviousness of the surrounding land use. All of these factors have led to the current instabilities
of the reach causing the channel to undergo the evolutionary process of downcutting and becoming
more incised which will lead to lateral bank erosion and further instabilities. The head-cut will
continue to work upstream, degrading any and all natural resources such as wetlands and stable
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streams that it encounters (see Photograph No. 2). See Appendix B for existing cross sections and
bank height ratio information.
Historical site conditions were evaluated to assist the assessment of the existing site
conditions as a preface to the development of this mitigation plan. The intent of this review was
to understand the chronology of disturbance to aid in the evaluation of the site and develop an
appropriate restoration strategy. Aerial photographs of the site were obtained for 1988 and 1993.
In summary, these photographs showed no significant change from their current forest, agriculture,
and urban uses. However, Steely Branch has been relocated and channelized in association with
the construction of a mini-racetrack between 1988 and 1993.
2.7 HYDROLOGY
The upstream limit of work for this stream reach corresponds to a drainage area of 326
acres (0.51 square mile), and the downstream limit of work corresponds to a watershed drainage
area of 384 acres (0.60 square mile). These areas were determined from U.S.G.S. 7.5 minute
quadrangle maps (Figure 5). The upstream area consists primarily of forested wetlands and rural
-11-
Photograph No. 2 - Head-cut at upper limit of project limits, iooKing
upstream.

E

0
land with some residential homes. This reach of stream proposed for restoration is a second order
perennial stream named Steely Branch.
2.8 VEGETATION COMMUNITIES
A field survey was conducted to identify the dominant plant communities on the subject and
adjacent sites. Agricultural land, an urban land complex, and a mixed hardwood/softwood forest
dominate the site. In addition, two natural communities were recognized in accordance with the
Classification of the Natural Communities of North Carolina (Schafale & Weakley 1990); Coastal
Plain Small Stream Swamp and Coastal Plain Semipermanent Impoundment (see Figure 6 for the
Existing Vegetative Communities map). The species of each respective community was evaluated
as follows.
Agriculture - Agricultural fields occupy approximately 30% of the site on the
western side of Steely Branch. There are house sites and ponds interspersed
within this area. The agricultural fields have been cleared of all native vegetation
and are mostly comprised of grass. The maintained grass area is comprised of
mostly Bermuda and fescue. Tree species such as sweet gum (Liquidambar
styraciflua), tulip poplar (Liriodendron tulipifera), red maple (Acer rubrum), loblolly
pines (Pious taeda), and flowering dogwood (Cornus florida) are interspersed within
this area.
Urban Land Complex - The area between Poole Road and Steely Branch is an
Urban Land Complex. This area comprises approximately 30% of the site. It is an
active flea market area with warehouses, various merchant structures, and a
network of dirt and gravel lanes comprising the majority of the land. There is an
abandoned paved go-cart track directly adjacent to Steely Branch. Additionally,
there is a small stand of trees on the north side of the flea market. The trees are
comprised of loblolly pine (Pinus taeda), sweet gum (Liquidambarstyraciflua), and
red maple (Acer rubrum) with no underlying species due to structures and parking.
Coastal Plain Small Stream Swamp - The areas upstream and downstream and
directly adjacent to the stream reach are comprised of a Coastal Plain Small Stream
Swamp. This mostly lowland area occupies approximately 40% of the site. Woody
species of the canopy include tulip poplar (Liriodendron tulipifera), sweet gum
(Liquidambarstyraciflua), white oak (Quercus alba), loblolly pine (Pinus taeda), and
red maple (Acer rubrum). The midstory includes laurel oak (Quercus laurifolia),
sweetbay (Magnolia virginiana) sourwood (Oxydendrum arboreum), ironwood
(Carpinus caroliniana), and American holly (Ilex opaca). The shrub layer is
comprised mostly of painted buckeye (Aesculus sylvatica), Virginia willow (Itea
virginica), blackberry (Rubus argutus), and a dense stand of giant cane (Arundinaria
gigantea). Common vine species include greenbrier (Smilax spp.) and poison ivy
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LEGEND
Impacted Stream
Project Outline
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//// Agricultural Field
Urban Land Complex
-'i Coastal Plain Small Stream
Swamp

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SKELLY and LOY, LLP I Jan., 2002 Figure 6
North Carolina Department of Transportat
EXISTING VEGETATIVE
COMMUNITIES
Poole Road Mitigation Site
Richmond County, North Carolina
1" = 150, I Job No.: 2300006006
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(Toxicodendron radicans). The western buffer area of the moderately open stream
reach includes clumps of soft rush (Juncus effusus).
Coastal Plain Semi-Permanent Impoundment-Three man-made impoundments
occupy an area within the agricultural area (west of Steely Branch), and one pond
is located upstream from the site. The three westerly ponds are considerably clear
of vegetation with occasional species of broad-leaf cattail (Typha latifolia), soft rush
(Juncus effusus), and small blankets of Duckweed (Lemna spp.). Species at the
northern pond were not identified.

C7
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3.0 REFERENCE REACH ANALYSIS
3.0 REFERENCE REACH ANALYSIS
The design approach chosen for this stream restoration/stabilization effort is based on the
principles of natural channel formation outlined in "Applied River Morphology" by Dave Rosgen
(1996). Application of the principles of natural channel formation has resulted in the creation of a
40-step design process for the restoration of impacted stream reaches. This 40-step stream design
methodology results in a competent channel design that is able to safely transport naturally
occurring sediment loads generated by the impacted stream's watershed area while minimizing
local in-streambank and channel erosion. The 40-step approach uses natural channel formation
principles to provide a stable stream channel, adequate stormwater routing, and improved aquatic
habitat, and includes a comprehensive characterization of the existing physical conditions of this
affected stream reach as well as a comprehensive field evaluation of local U.S.G.S. gauge sites
and select reference reach locations. The following sections outline the initial 14 steps of the
Natural Channel Design methodology used to calibrate bankfull channel indicators and to create
localized hydraulic geometry curves necessary for the design process.
3.1 CALIBRATION OF BANKFULL DISCHARGE AT A U.S.G.S. GAUGE STATION
The first 14 steps in the Natural Channel Design process develop design data from nearby
U.S.G.S. stream gauges and reference reaches. This procedure is necessary to properly interpret
the visual indicators used in defining the stable channel dimensions (referred to as the "bankfull"
channel) which are used in the development of the hydraulic geometry curves. The determination
of these bankfull channel dimensions is first performed at a gauge site where historical stream flow
data are available. Harman, et al. (1999) found that, for the Piedmont region of North Carolina, the
bankfull storm event can vary between 1.1- and 1.8-year return periods. Therefore, the availability
of the historical flow data at U.S.G.S. gauges provides the opportunity to correlate the bankfull
channel elevation with the corresponding storm event which produces this depth of flow in the
stream channel. Proper interpretation of the bankfull channel indicators is confirmed if the return
period for the corresponding storm event falls within this range of return periods.
Based on an office evaluation of the localized region, it was determined that there are at
least two active U.S.G.S. gauge stations located within the North Carolina Piedmont Province.
These gauges are Norwood Creek near Troutman, North Carolina (Gauge No. 0214253830) and
® Mitchell River near State Road, North Carolina (Gauge No. 02112360). Information for these
® -16-

gauges is included in Appendix C. Flow records from these two gauges were used to perform

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Annual Peak Flow Frequency Analyses, which are also included in Appendix C.
From an on-site inspection of these gauges, bankfull stage was determined and correlated
to the rating curves for the individual stream gauges to approximate the bankfull discharge.
Referencing the bankfull flow to the Annual Peak Flow Frequency Analyses figures found in
Appendix C, the associated return intervals were determined. This information is summarized in
Table 2.
TABLE 2
U.S.G.S. GAUGE CALIBRATION RETURN INTERVALS
U.S.G.S. BANKFULL DISCHARGE RECURRENCE BANKFULL
U.S.G.S. DRAINAGE AREA GAUGE HEIGHT (CUBIC FEET INTERVAL DISCHARGE
GAUGE (SQUARE MILES) (FEET) PER SECOND YEARS HARMAN, et al.
Norwood Creek 7.18 5.87 231 1.1 253.7
Mitchell River 78.8 6.29 2513 1.3 2681
The return intervals for the two gauges correlate with the principles of fluvial geomorphology
(FGM) and will add confidence in the accuracy of field-determined bankfull stage. In addition, the
North Carolina State University (NCSU) also completed gauge calibration analyses on these and
other U.S.G.S. gauges in the Piedmont Region (Harman, et al., 1999). The calculated bankfull
discharges for each gauge agree well with the NCSU-derived values in Table 2 and provide further
validity to the design process. The bankfull discharges and associated drainage areas listed in
Table 2 were then plotted against the NCSU gauge information. The combined Bankfull Discharge
versus Drainage Area plot is shown as Graph 1.
3.2 REFERENCE REACH CHARACTERIZATION
0
Hydraulic geometry information was also developed from six additional reference reaches
to supplement the work completed by NCSU in the development of a set of Piedmont regional

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curves for the Poole Road project site. The Dutchmans Creek, Bells Creek, Little Rocky Creek,
Steely Branch #1, Steely Branch #2, and a tributary to Big Mountain Creek reference reaches are
located in the Piedmont Region within a 15- to 20-mile radius of the Ellerbe Bypass project. Each
reference reach was chosen because of its stream type, its similar land use characteristics, and
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its similar valley type to that of the proposed mitigation project sites. Of special interest are the
Steely Branch #1 reference reach (Figure 7) and the Steely Branch #2 reference reach which are
located immediately upstream and downstream of the proposed project site. See Photograph
Nos. 3 and 4. At each reference reach (except Steely Branch #2), a comprehensive characteriza-
tion study using the stream classification system developed by Rosgen (1994) was performed. The
cross-sectional analyses performed for each reference reach are included in Appendix D. The
hydraulic geometries developed from the reference reach cross sections and the U.S.G.S. gauge
station cross sections are summarized in Table 3.
-19-
Photograph No. 3 - Steely Branch #1 Reference Reach, looking upstream.
•
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Source: U.S.G.S. 7.5 Minute Quadrangle - Rockingham, North Carolina

VS J ?.
13

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01
<-
r Poole Road Reference Reac
• ' ` } ! _? i p Drainage Area = 0.49 sq. mi.
Rpq - j \J ,? .r, 1? .
0 500 1000 2000
-- ,
SCALE ?c.
LEGEND SKELLY and LOY, LLP Jan., 2002 Figure 7
Impacted Stream North Carolina Department of Transportation
Reach REFERENCE REACH
Boundary LOCATION MAP
Project Outline Poole Road Mitigation Site
Richmond County, North Carolina
Scale: 1" = 1000' Job No.: 2300006006
Photograph No. 4 - Steely Branch #1 Reference Reach, looking down-
stream.
TABLE 3
SUMMARY OF U.S.G.S. GAUGE STATION AND REFERENCE REACH
HYDRAULIC GEOMETRY DATA
REFERENCE
REACH BANKFULL
DEPTH
FEET BANKFULL
WIDTH
FEET BANKFULL
AREA
SQUARE FEET DRAINAGE
AREA
SQUARE MILES
Norwood Creek 2.94 33.4 98.0 7.18
Mitchell River 4.72 76.4 361 78.8
Dutchmans Creek 1.3 27.6 35.8 3.44
Bells Creek 2.19 25.9 56.6 4.19
Little Rocky Creek 1.11 14.6 16.2 0.93
Tributary to Big
Mountain Creek #1 0.88 9.0 7.89 0.45
Steely Branch #1 0.88 10.5 9.10 0.49
Steel Branch #2 1.50 10.5 15.7 0.63
-21-
The information obtained from the gauge and reference reach cross sections was plotted
on the Piedmont Region hydraulic geometry curves with 95% confidence intervals developed by
NCSU and is shown in Graph 2. This included bankfull dimensions such as bankfull mean depth
(DBKF), bankfull width (WBKF), and bankfull cross-sectional area (ABKF). The eight data points show
good correlation with each other. In addition, most of the hydraulic geometry reference points fall
within the 95% confidence intervals developed by NCSU and close to the NCSU Piedmont regional
curve, which increases confidence in the design process. The points for Steely Branch #1 and
Steely Branch #2 have been assigned a separate symbol in Graph 2 to allow for evaluation of the
site-specific data. As seen on Graph 2, the Steely Branch #1 and Steely Branch #2 reference
reaches fall within the 95% confidence limits of the data set collected by NCSU. Therefore, the
bankfull dimensions of the proposed reach will be calculated utilizing the regional curves that have
been set forth by NCSU. The design dimensions and other hydraulic variables are outlined on the
plan sets and in the following sections. The calculations for the bankfull dimensions (part of the
40-step design process) are located in Appendix E.
3.3 DESIGN REFERENCE REACH
The upstream and downstream reference reaches were used to verify the proposed bankfull
cross-sectional area that was calculated using the NCSU regional curves. For the design of the
proposed stream reach pattern and profile, the upstream reference reach was utilized due to its
close proximity to the proposed project reach. The cohesive layer of soils that is found at the Poole
Road site is not found at most of the other reference reaches. Therefore, the Poole Road upstream
reference reach was selected for the dimension, pattern, and profile design of the proposed reach,
and the Poole Road downstream reference reach was used in conjunction with the Poole Road
upstream reference reach to verify the bankfull dimensions calculated from the regional curves.
However, pattern development at the Poole Road downstream reference reach was influenced by
the nearby road culvert, and the pattern of this reference reach was determined to be not
representative of natural stream pattern conditions.
-22-

10000.00

1000.00
`
a 100.00
w
® Y
C
m 10.00

1 00
GRAPH 2
Regional Curves for the Piedmont Region of North Carolina
Note: Regression lines are based on NCSU data (Harman et al. 1999).

-- --- ._._ .- ?_ . .-- - ter -? -- - -

- i A6KF = 21.43(AD)osa
-
R2 = 0
9491
.

I i
0.10
1000.00

®
v
100.00

Y
M 10.00

1.00
1.00
10.00
100.00
I I
-I?-
I,,,i...?1. I -Y-1--?- ? Y _-
' --? W13KF - 13.69(AD)O.JB
RZ = 0.9192
0.10 1.00 10.00 100.00
100.00

v 10.00

d
O
w
1.00

m

0.10
1.00 10.00 100.00
Drainage Area (mil)
0.1C

i
I
Hil
D)0.32
DsKF = 1.56(A
R2 = 0.8705
1000.00
1000.00
1000.00
O Steely Branch #1 & #2 O NCSU (Harman et al. 1999)
O Skelly and Loy (2001) - - - 95% Confidence Limits
4.0 STREAM RESTORATION PLAN
4.0 STREAM RESTORATION PLAN
The stream mitigation plan for this site will include the implementation of multiple Best
Management Practices (BMPs) and consists of a Priority 1 restoration. This involves elevating the
streambed invert to a stable designed stream channel elevation in order to reconnect the proposed
channel with its abandoned floodplain. The 40-step Natural Channel Design Methodology (Rosgen,
1996) was used as a step-wise procedure for the restoration of this approximate 650-linear-foot
reach of Steely Branch. The development of a regional curve and the classification of the existing
stream reach compose the first 14 steps of the design methodology and are outlined in Section 3
of this report. See Table 4 for a summary of the fluvial geomorphological characteristics of the
proposed, existing, gauge site, and reference reaches.
Stream restoration for the Poole Road site of Steely Branch will include the relocation,
elevation, and reconstruction of the stream to restore the natural dimension, pattern, and profile
(Figure 8). The natural meander geometry of the stream will be restored which, along with the
relocation of the stream, will serve to add stream length. Additional stream length will decrease
the slope of the stream thereby reducing the velocity of the water during bankfull discharge and
reducing the shear stress while maintaining adequate sediment transport. The stream channel will
be relocated to coincide with the location of an existing strip of asphalt pavement. The replacement
of this asphalt with a vegetated riparian buffer will decrease impervious surface area in the
watershed. The plan for relocating the stream will also divert the stream from an existing pipe
culvert and an existing bridge, effectively removing two areas of stream constriction. The existing
pipe culvert exhibits a deep plunge pool on the outlet end, indicating excessive energy and velocity.
Existing mature tree and shrub vegetation will be maintained where possible. Further
details on the planting plan are discussed in Section 4.3.
4.1 GOALS AND OBJECTIVES
The goal for the stream restoration project at the Poole Road site is to restore approxi-
mately 722 feet of degraded and impaired stream. This restoration will be accomplished using the
principles of natural stream channel design to improve the overall stability of the watershed. This
will be accomplished by designing a new channel that can be self-maintaining and provide habitat
for aquatic wildlife. Additionally, with the restoration plan, the stream channel will be reconnected
to its abandoned floodplain through a Priority 1 stream restoration. In doing so, the localized
-24-
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groundwater table will be elevated into the newly designed channel, increasing the likelihood of
reestablishing and creating wetland conditions and habitat along the stream corridor.
This Priority 1 restoration plan is possible because the stream is still head-cutting at the
upper limits to the project site. If the stream restoration plan is not implemented, the stream will
continue to head-cut, causing further instabilities upstream. The restoration plan addresses
stabilizing the head-cut to prevent any further upstream degradation and improving the natural
resources downstream through the natural channel design process. By implementing this
restoration plan, the newly designed channel will be reconnected with its abandoned floodplain and
allow for natural fluvial processes to occur within the system. These natural processes include
over-bank flows that will inundate the floodplain and create wetland habitat. The stream restoration
plan will also reduce streambank erosion potential with the implementation of an intensive planting
plan. This intensive planting plan will increase the root mass and root density in the localized area
over time and provide increased streambank stability.
As part of the restoration plan, all existing vegetation, especially the root mass, will be
maintained where possible, and any removal of vegetation for the new stream channel footprint will
be minimized. Any existing vegetation that can be salvaged during construction will be marked and
transplanted as part of the stream channel design.
One additional goal of this project will be the reduction in the sediment loads being
contributed downstream to Hitchcock Creek. Hitchcock Creek has been identified by the NCDENR,
DWQ 2000 303(d) List as an impaired stream in the Yadkin River Basin. The planned restoration
will improve the overall water quality from a non-point source reduction standpoint and lead to
improved aquatic habitat. This project will be consistent with the goals and objectives as outlined
in the Yadkin-Pee Dee River Basinwide Water Quality Management Plan report as developed by
the NCDENR, DWQ, Water Quality Section, May 1998.
4.2 CHANNEL DESIGN
General site limitations were considered in order to determine the type of channel to be
constructed. An examination of the valley that the existing stream is flowing through yields valuable
information. The side slopes of the valley have a gentle slope, converge in the center of the valley,
and provide a broad level area for the establishment of a flood plain. The valley of the project site
most closely resembles the Valley Type IX described by Rosgen (1996). These valleys are
associated with C and D stream types. Construction of a D stream type at this location within the
-28-
watershed would be inappropriate. Therefore, the stream type selected for this design effort is a
low sinuosity C based on David Rosgen's stream classification system (Rosgen,1994 and Rosgen,
1996). An evaluation of the reference reach directly upstream of the project site reveals that it is
a C stream type and provides confidence in the selection of the C stream type for the proposed
reach.
The substrate material of the upstream reference reach, due to being sandy in nature,
corresponds to a C5 stream type. The substrate of the existing reach (even though the site is
impacted) also corresponds to a C5 stream type. Therefore, the proposed channel has been
designed as a C5 stream.
4.2.1 Hydrology
The upstream limit of work for this stream reach corresponds to a drainage area of 326
acres (0.51 square mile), and the downstream limit of work corresponds to a watershed drainage
area of 384 acres (0.60 square mile). These areas were determined from U.S.G.S. 7.5 minute
quadrangle maps. Since the upstream and downstream drainage areas of the targeted reach are
so similar, the average of the values (0.56 square mile) was used as the basis for the 40-step
design process.
4.2.2 Dimension
Applying the regional curve for bankfull cross-sectional area (discussed in Section 3.1),
expected values of 13.2 and 15.7 square feet are obtained for the upstream and downstream
reference reaches, respectively. Comparing this to the measured upstream and downstream
reference reach cross-sectional areas (9.1 and 15.7, respectively), it is evident that the use of the
regional curve for calculating a suitable cross-sectional area is justified for this project site since
these values fall within the 95% confidence interval limits. In following with the 40-step design
process (see Appendix E for calculations), the proposed bankfull width (13.1 feet) was calculated
using a proposed width to depth ratio of 12, which is the expected minimum width to depth ratio for
a C stream type (Rosgen, 1996), and is supported by the width to depth ratio of the reference reach
(12.1). The bankfull mean depth (or bankfull depth) was then calculated from the cross-sectional
area and the bankfull width. The proposed bankfull depth for this project is 1.10 feet. See
Figures 9 and 10 for examples of a typical riffle and pool cross section.
-29-
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4.2.3 Pattern
An examination of the U.S.G.S. gauge station sites yields a range of sinuosities that vary
from 1.06 to 1.10. Similarly, an evaluation of all the C stream type reference reaches evaluated
as part of the Ellerbe bypass stream mitigation project yields a range of sinuosities of 1.10 to 1.32.
These low sinuosities have all been field-verified by conducting a comprehensive Level II analysis
of the reference reach and U.S.G.S. gauge sites. These conditions can be attributed to the thick
vegetation mass and valley forms of the area.
Other factors considered in determining the design sinuosity included the desire to preserve
the existing mature trees that are located adjacent to the corridor of the proposed stream location,
the presence of wetlands on the western side of the proposed reach, and the existing use of the
adjacent property as a parking area and flea market. These project considerations limit the
available valley floor space. Therefore, a minimum sinuosity of 1.15 was selected for this project,
which is supported by the sinuosities exhibited by the gauge sites and reference reaches.
The belt width of the stream was based on the minimum typical meander width ratio of C
stream types and is calculated to be 56 feet. However, due to the constraints that were previously
mentioned, the belt width, as designed, is 29 feet. Also, multiplying the bankfull width by the ratio
of meander length to bankfull width from the Poole Road U/S reference reach yields a meander
wavelength range of 26 to 85 feet. As designed, the proposed stream reach exhibits a meander
wavelength range of 64 to 79 feet. See Figure 11 for the Conceptual Stream Plan Form.
Radii of curvature for the proposed reach were initially calculated from the radius of
curvature ratio from the reference reach, 0.33 to 0.95. Based on previous experiences and
conversations with members of academia, NCDENR DWQ suggested that this range of radius of
curvature ratios is too small and that a minimum ratio of 2.0 lends more stability to designed
streams. As designed, the radii of curvature of the proposed reach ranges from 13 to 42, or a
radius of curvature divided by bankfull width ratio of 1.0 to 3.2. However, only 3 of the 19 meander
bends have a ratio less than 2.0. At these meanders, coir-wrapped soil lifts are planned to provide
short-term stability (approximately five years) until the planted vegetation can establish a stabilizing
root mat. Refer to the drawings in Appendix A for details of the coir-wrapped soil lifts.
-32-

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4.2.4 Longitudinal Profile
The valley slope of the project (the slope of the top-of-bank feature along the valley length)
is 0.013 ft/ft. The existing stream, due to previous straightening and channelization measures, has
become entrenched and incised and is actively head-cutting upstream. The average slope of the
existing stream (the slope of the water surface along the thalweg) is 0.0119 ft/ft. This restoration
project will result in only a minor change in the average slope of the stream from 0.0119 ft/ft to
10
0.0111 ft/ft. The reduction of the average slope is achieved by adding stream length through the
relocation of the stream and the increase in stream sinuosity.
The riffle slope is based on the average slope of the proposed reach and was calculated
using the riffle slope ratio from the upstream reference reach. As seen in Appendix E, the 40-step
process initially calculates a riffle slope range of 0.0111 to 0.0623 ft/ft. However, an evaluation of
the bankfull shear stress showed that the riffle slope range was too high and that the permissible
range was limited to 0.0111 to 0.048 ft/ft. Additionally, in order for the bed elevation of the
proposed and existing reaches to match, a riffle slope range of 0.015 to 0.030 ft/ft was used as the
final designed range of riffle slopes.
The pool slope is also based on the average slope and was calculated from the pool slope
ratio of the upstream reference reach. The 40-step design process calculates a range of pool
slopes of 0.0010 to 0.0073 ft/ft. However, the final designed range of pool slopes was 0.0010 to
0.0070 ft/ft, again in order to conform to site topographic conditions.
4.2.5 Sediment Transport
The stream mitigation plan also includes implementing grade-control techniques in order
to prevent the proposed stream from becoming incised and entrenched. These grade-control
measures include structures such as rock vanes, cross-rock vanes, offset cross-rock vanes, and
J-hook vanes. These structures also serve the dual purpose of adding habitat diversity as well as
providing additional channel stability and protection against potential in-streambank and channel
bottom erosion. Log vanes and root wads will also be used for thalweg control at the proposed
stream meanders. Design details regarding these in-stream structures are included in the design
drawings in Appendix A.
The riffle slopes measured in the upstream reference reach range from a low of 0.006 to
a maximum of 0.06 feet per foot (ft/ft). Based on the reference reach bankfull dimensions, these
-34-
slopes correspond to a shear stress range of 0.28 to 2.8 pounds per square foot (Ibs/sf). Utilizing
the critical shear stress versus particle size diagram (Leopold, Wolman & Miller, 1965) the
corresponding range of particle sizes that will be moved (entrained) for the calculated reference
reach shear stresses is 15 mm to 400 mm. During the reference reach evaluation, particle sizes
of the pavement and sub-pavement bed material in the reference reach were analyzed. The
results of the analysis are shown in Table 5.
TABLE 5
PARTICLE SIZE ANALYSIS

PARTICLE SIZE
DISTRIBUTION REFERENCE REACH
PAVEMENT
PARTICLE SIZE
mm REFERENCE REACH
SUBPAVEMENT
PARTICLE SIZE
mm
D16 4.0 0.28
D35 6.0 0.50
D50 7.4 1.2
D84 10.5 5.5
D95 11.0 9.2
The shear stress calculations and the critical shear stress diagram indicates that the bankfull event
should entrain particles much larger than the D95 particle from the reference reach sediment
samples. It is clear that something else was holding these particles in place. A review of the
stream conditions revealed that there is heavy vegetation and cohesive soils in the reference reach.
These conditions are believed to be the conditions which hold the small particles in place during
bankfull events. Due to this effect, the typical Rosgen 40-step approach for determining proposed
reach riffle slopes and shear stresses was modified. A range of riffle slopes measured on the
reference reach and the shear stresses calculated for these slopes was used as the acceptable
ranges for the proposed relocated reach design parameters.
As stated above, the range of shear stresses associated with the reference reach riffle
slopes is 0.28 to 2.8 Ibs./sf. This range of stresses will be utilized to select the appropriate stresses
(and therefore riffle slopes) for the proposed relocated reach. Utilizing the proposed relocated
reach bankfull dimensions, a preliminary range of riffle slopes (0.0048 to 0.048 ft/ft) was calculated
from the reference reach range of shear stresses. Since the low end of this slope range is lower
-35-
than the average slope for the proposed relocated reach and we propose than no riffle slope be
less than the average slope, the average slope (0.0111 ft/ft) was used as the low end of the
acceptable slope range. In order to assure that bed elevations at the start and end of the proposed
relocated reach match the existing stream bed elevations at each of those points, riffle slopes
ranging from 0.015 to 0.03 ft/ft were used. These slopes correspond to a range of shear stress in
the proposed relocated reach of between 0.88 and 1.8 Ibs/sf. A summary of the reference reach
and proposed relocated reach ranges of slopes and shear stresses discussed above is shown in
Table 6.
TABLE 6
SLOPE AND SHEAR STRESS RANGES
REACH DESCRIPTION SLOPE RANGE
ft/ft SHEAR STRESS RANGE
ft/ft
Reference Reach 0.006-0.06 0.28-2.8
Relocated Reach, Preliminary Range 0.0048 - 0.048 0.28-2.8
Relocation Reach, Acceptable Range 0.0111 - 0.048 0.65-2.8
Relocated Reach, Actual Desi n Ran e 0.15-0.03 0.88-1.8
As illustrated in the above table, the relocated reach riffle slopes and associated shear stresses
are all located within their acceptable ranges. A summary of the relocated reach riffle slopes and
shear stresses along with their frequency and location within the acceptable range is presented in
Table 7.
TABLE 7
SLOPE AND SHEAR STRESS DISTRIBUTION
RIFFLE SHEAR ACCEPTABLE NUMBER OF PERCENT OF
RIFFLE SLOPE STRESS RANGE RIFFLES AT TOTAL NUMBER
(ft/ft) (Ibs/sf LOCATION THIS SLOPE OF RIFFLES
0.03 1.8 Middle Third 3 15.8
0.0174 1.02 Lower Third 11 57.9
0.015 0.88 Lower Third 5 26.3
-36-
This table clearly illustrates that the relocated reach riffle slopes are mostly located in the lower end
of the acceptable range. Three riffles with slopes of 0.03 ft/ft are located within the middle third of
the acceptable range while 16 of 19 riffles (with slopes of 0.0174 and 0.015) are located in the
lower third of the acceptable range. When compared to the reference reach riffle slopes, the
relocated reach slopes are all within the bottom half of the measured reference reach slope range.
In-stream structures are also incorporated into the design to improve the short-term stability
until the proposed vegetation can establish itself and stabilize the streambanks. Constructed
bedrock riffles are proposed for the three riffles which are designed with slopes of 0.03 ft/ft in order
to prevent any flattening of the riffles. Refer to the design drawings in Appendix A for more details
on the constructed bedrock riffles.
4.2.6 Hydraulic Analysis
The purpose of the hydraulic analysis is threefold: 1) to verify that the proposed channel
will be capable of transporting the bankfull discharge within the bankfull dimensions; 2) to compare
the 100-year flood conditions of the proposed channel to that of the existing or pre-construction
conditions; and 3) to verify the validity of the regional discharge curve (Graph 1) through an
alternative calculation of 1- and 2-year peak discharges.
Verification of Regional Discharge Curve and Proposed Channel Capacity
Using Graph 1, a bankfull discharge for the proposed channel was determined to be 58.7
cubic feet per second for the drainage area of 0.56 square mile. This bankfull discharge was then
compared to the one- and two-year peak flow events for the region. The regional curve bankfull
discharge falls between the calculated discharges for the 1-year, 24-hour storm (27.3 cubic feet
per second) and the 2-year, 24-hour storm (63 cubic feet per second) which were determined using
the SCS Peak Discharge Method.
In addition, a cross section spreadsheet Manning's analysis of the bankfull dimensions for
the proposed channel determined that the bankfull capacity is 70.1 cfs, showing excellent
correlation to the regional bankfull discharge of 58.7 cfs (see Appendix F). Alternatively, modifying
the spreadsheet analysis to determine the cross-sectional flow area required to pass the regional
bankfull discharge of 58.7 cfs yields an area of 12.5 square feet. This represents approximately
-37-
87% of the design bankfull cross-sectional area of 14.4 square feet. This analysis again shows
excellent correlation and confirms the bankfull channel dimensions.
Hydrologic Trespass Analysis
In addition to the above analysis to evaluate the capacity of the bankfull channel, additional
hydraulic analysis of the design was completed to determine if any off-site impacts on flood
elevations would be realized as a result of the completion of the proposed project. For this
analysis, the SCS Peak Discharge Method was used to determine the design storm peak
discharge. This method was selected so as to be consistent with the above methods used for
verifying the calculated bankfull channel discharge. For the Poole Road site, the 100-year storm
event peak discharge was calculated to be 273 cfs. Hydrologic calculations are provided in
Appendix F.
4.2.7 Impacts of Restoration Design on Existing Flood Elevations
The hydraulic impacts of the proposed mitigation activities were carefully examined to
ensure that the activities will have no adverse impacts on the existing flood elevations. The Federal
Emergency Management Agency (FEMA) has not delineated a floodplain boundary for the main
stem of Steely Branch, so the project will have no impacts to a FEMA floodplain. See Figure 12
for a copy of the FIRM Flood Plain Map. The design procedures for the proposed mitigation
activities were discussed previously in this report, and the impacts of each of the activities are
discussed in the following paragraphs.
New Channel Reconstruction or Relocation
The principals of natural channel formation were applied to develop a competent and stable
channel design that is able to safely transport sediment loads, provides adequate stormwater
routing, and provides improved aquatic habitat. Details of the stream channel design were
provided previously in this report. The stream channel will be relocated, and a new bankfull
channel will be constructed. The stream channel invert will be elevated to a stable designed
stream channel elevation in order to reconnect the proposed channel with the existing abandoned
floodplain.
-38-
The stream reconstruction efforts will restore the natural meander geometry of the stream
as well as the channel's natural dimension, pattern, and profile. The stream channel has been
designed to convey the bankfull discharge typical for a drainage area of this size in this region.
Floodflows for storm events larger than the bankfull storm will be conveyed out of the channel
banks in a flood-prone area. The increase in stream length will provide additional flood storage
capacity, which will sere to slightly decrease flood elevations downstream. The proposed
mitigation efforts will have no impacts to the historic floodflows other than a potential negligible
reduction in flow due to a decrease in imperious area.
Calculations at Cross Section #006-002 showing the water surface elevations or flood
elevations of the 10-year and 100-year flood events in the proposed channel and the 100-year flood
event in the existing channel are provided in Appendix F. The calculations indicate that the flows
associated with a 10-year and 100-year storm events at this section will be contained on-site within
the flood-prone area for this section and subsequently within the conservation easement area. The
calculations indicate a reduction in water elevation of approximately 0.2 foot between the existing
and proposed conditions.
It is not possible to directly compare the existing flood elevations created by the existing
down-cut and incised channel to those created by the proposed reconstructed channel at all points
on the site. The proposed channel will be reconnected to the existing abandoned floodplain. Thus,
wh le the proposed channel will alter the flood elevations from their present state at some points
within the project limits, the proposed channel will not create flood elevations that differ from the
historic flood elevations present when a stable channel existed. The proposed mitigation efforts
will have no impacts to the historic discharge elevations.
Grade-Control Structures
Grade-control structures have been incorporated into the natural channel design for the
purpose of preventing potential downcutting of the new channel. These structures provide
immediate channel stability themselves but also provide protection until the vegetative plantings
and rooting densities can become established. Since the structures are constructed below the top
of the bankfull stream channel, these structures become totally submerged during the 10-year and
100-year flows. During these extreme flood conditions, these structures will result in insignificant
localized flow turbulence and result in no impacts on the flood elevations other than in the
immediate vicinity of the structure itself.
-40-
Revegetation/Riparian Plantings
The land areas adjacent to the stream for the Poole Road site contain a mixture of
hardwood and softwood tree species with limited lowland shrubs and brush. The understory
vegetation is currently absent in the area proposed for the relocated stream channel. Riparian
plantings are proposed to restore the riparian corridor along the stream to it original vegetated
condition. The proposed planting activities will have no impact on the historic flood water surface
elevations since this planting activity is intended to restore the riparian community to its historical
condition.
The proposed stream channel will be relocated to an area that is currently asphalt
pavement. The replacement of pavement with a vegetated area will decrease the impervious
surface in the watershed. This conversion from impervious area of vegetated riparian buffer will
serve to slightly reduce floodflows in the stream.
4.2.8 Potential for Off-Site Impacts
The proposed mitigation activities will occur on private land owned by one landowner. A
conservation easement will be established along the entire length of the project area. The
easement boundary will be set at a minimum distance of 50 feet (where possible) from the bankfull
channel boundary on each side of the stream, and the typical total easement width will be 113 feet
(again, where possible).
Relative to the potential for off-site impacts, since the stream channel restoration effort
proposes to restore the stream channel to its historical condition, no change in flood stage is
predicted to occur on off-site properties. The proposed channel will be connected to the existing
stream channel with the project property, so channel changes will not extend off-site. Furthermore,
the proposed plan relocates the stream away from an existing pipe culvert and an existing bridge,
effectively removing two areas of stream constriction that could have created backwater effects
onto adjacent properties in the past. Again, no adverse changes in flood stage are predicted to
occur on off-site properties.
-41-
4.3 CONSTRUCTION SCHEDULE
A more detailed construction schedule has been composed as part of the Erosion and
Sediment Pollution Control Plan. Refer to the Project Design Drawings in Appendix A for more
information on the Erosion and Sediment Control Plan. A brief summary of the construction
schedule is as follows.
1. Temporary road construction and stabilization as well as safety fence
installation
2. Installation of silt fence and erosion control measures
3. Construction of temporary stream crossings
4. Construction and stabilization of stream channel
5. Installation of erosion control matting
6. Visual inspection of constructed channel
7. Topsoil, seed, and mulch in accordance with Vegetative Plan
8. Removal of existing culvert pipe and bridge
9. Planting of shrubs and trees as indicated on the Planting Plan
10. Demobilization
4.4 PLANTING PLAN
The riparian community already established along the stream corridor will remain intact in
all areas of the restoration plan excluding the area for the new stream channel footprint. In this
area, any tree that is diseased, falling down, or dead will be removed for clearing for the new
channel footprint. In other instances, any clearing and grubbing of younger and immature trees
will be avoided unless required to maintain the functioning criteria of the natural stream channel
design. Those trees that are cleared as part of the design will be transplanted in those instances
where applicable and salvageable. All other cleared and grubbed trees will be used on-site as in-
stream structures for habitat improvement and grade control.
It is anticipated that construction excavation activities will create the most significant soil
disturbance in an area that is approximately 20 feet from each bankfull line. This area will be
vegetated with a native mix of live stakes and bare-root seedlings of trees and shrubs and will also
be seeded with a mix of permanent and annual grasses such as those shown in Table 8.
-42-
TABLE 8
PROPOSED PERMANENT AND ANNUAL GRASSES
SCIENTIFIC NAME COMMON NAME SEEDING RATE
(LB/ACRE
Andropogon gerardii Big Bluestem
Schizachyrium scoparium Little Bluestem
15
10 t
Panicum clandestinum Deertongue o
Panicum virgatum Switchgrass
Pennisetum glaucum Pearl Millet 40
Secale cereale Winter rye 120
These grasses will supplement the native grasses which already exist interspersed in the surface
soil horizons and will minimize soil erosion. It has been noted that switchgrass could out-compete
the planted trees. It is planned that switchgrass will be used sparingly in areas where trees will be
planted. Also, switchgrass has been made only a small percentage of the proposed grass mixture.
Due to the presence of fescue at the project site, measures will be taken to eradicate this
invasive species prior to seeding. An herbicide suitable for use next to the stream channel and in
wet areas (such as Rodeo) will be applied immediately after the initial growth stage in the spring
or fall to eradicate the fescue. Herbicidal spot-spraying will also be used around tree plantings to
control competing vegetation until trees reach a sufficient size. In areas where the soil is not
disturbed, but only treated with herbicide, the seeding mixture will be no-till drilled into any soils or
sods. To accomplish this, a special warm season grass drill will be used, and the soil will not be
cultivated, plowed, or tilled. In areas where the soil is excavated during mitigation activities, the
seeding mix will be broadcast seeded.
In addition to the proposed grass species, vegetation will be added at the habitat structures
to provide stability during flows greater than bankfull stage. After the proposed channel is
completed, the existing channel will be revegetated with plantings that will withstand saturated
conditions, as the existing channel will be left open in most areas to provide small pockets of
wetland habitat. The riparian zones of the restored streams will be a sub-component of the overall
forest community type being restored. Within the buffer zone, the following species (Table 9) will
be planted at a density of 681 stems/acre (bare root seedlings or live stakes) in accordance with
Guidelines for Riparian Buffer Restoration (January 2001).
-43-
0
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TABLE 9
PROPOSED VEGETATION SPECIES
SCIENTIFIC NAME COMMON NAME INDICATOR
Taxodium distichum Bald Cypress OBL
Liriodendron tulipifera Tulip Poplar FAC
Quercus laurifolia Laurel Oak FACW
Quercus michauxii Swamp Chestnut Oak FACW-
Quercus lyrata Overcup Oak OBL
Quercus shumardii Shumard Oak FACW-
Quercus rubra Red Oak FACU
Quercus nigra Water Oak FAC
Quercus alba White Oak FACU
Quercus phellos Willow Oak FACW-
Platanus occidentalis Sycamore FACW-
Ulmus americana American Elm FACW
Fraxinus pennsylvanica Green Ash FACW
Betula nigra River Birch FACW
Carya lyrata Water Hickory FACU
Nyssa sylvatica Black Gum FAC
Cyrilla racemiflora Ti-ti FACW
Asimina triloba Common Pawpaw FAC
Carpinus caroliniana Ironwood FAC
Diospyros virginiana Persimmon FAC
Magnolia virginiana Sweet Bay FACW+
Persea borbonia Red Bay FACW
Fraxinus caroliniana Water Ash OBL
Leucothoe racemosa Dog Hobble FACW
ltea virginica Virginia Willow FACW
Salix nigra Black Willow OBL
Salix sericea Silky Willow OBL
Cephelanthus occidentalus Buttonbush OBL
-44-
TABLE 9
(CONTINUED)

SCIENTIFIC NAME COMMON NAME INDICATOR
Corpus amomum Silky dogwood FACW+
Sambucus canadensis Elderberry FACW-
Alnus serrulata Common Alder FACW+
Lindera benzoin Spicebush FACW
The proposed species were determined by forest type, nursery availability, and reference
forest inventory. The species listed in Figure 13 (Reference Forest Vegetation sub-table) are an
Ll
inventory of the reference forest used directly North (upstream) of the subject site. Since this site
most closely follows vegetation typical of a Coastal Plain Small Stream Swamp, careful
consideration was given to all proposed vegetation to best fit this forest type, site, and the
contiguous forests. Also refer to the design drawings in Appendix A for more planting details.
-45-
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5.0 MONITORING PLAN
5.0 MONITORING PLAN
The Poole Road project site will be monitored in accordance with the "Stream Restoration/
Mitigation Success Criteria" as established by NCDENR DWQ.
5.1 GEOMORPHOLOGY
Channel dimension, profile, planform geometry, and materials will be monitored on this
reach of Steely Branch. During each monitoring session, a longitudinal profile will be conducted
from Stream Distance 0 to 722, as shown on Drawing 3 in Appendix A. Riffle and pool dimension
will be monitored at four permanent cross-sections, with two being located on riffles and two
sections on pools. The riffle cross sections will be approximately located at Stream Distances 129
and 519. The pool cross sections will be approximately located at Stream Distances 188 and 568.
At each riffle cross section, the width/depth ratio, entrenchment ratio, and bank height ratios will
be calculated. To monitor planform geometry, radius of curvature measurements will be made
along with belt width, meander length, and sinuosity. A composite pebble count will be conducted
throughout the reach of the profile, proportional to the percentage of riffles and pools.
In addition to the geomorphological measurements made at each segment, photographs
will be taken of representative structures and of each cross-section. Habitat Assessment Forms
will also be completed during each monitoring session and included in the monitoring reports. The
easement area will also be inspected to insure that no activities contrary to the easement
agreement are being conducted.
5.2 VEGETATION
All planted areas will be monitored to ensure the success of the riparian buffer restoration.
Permanent quadrants will be established with rebar and flagging to measure the vegetation density
during each monitoring session. One 100-square-meter plot will be established on each side of
Steely Branch, for a total sampling area of 200 square meters. One quadrant will be positioned
directly adjacent to the stream to sample the stream-side vegetation, and the other will be located
near the outer edge of the planted area. A map of the sampling quadrant locations will be provided
with the monitoring reports.
-47-
® During each sam
quadrant will be identified ling and session, the number of each rooted
or natural) recorded. To the extent tree or shrub species naturally Possible, within the
will be 9• Mean density species will be
documented Y for each species noted planted
with photographs. will be calculated.
included to document Additional The herbaceous cover
the overall condition of the vegetation. of the
the site must be re entire planted area will
planted, the ve getation. If the initial
The tar getation monitorin planting effort fails and
get criteria for successful riparian 9 time frame
least 320 stems parian buffer restorationw will be reset to year one.
(3 Per acre after the 5- will be
per acre must be year monitorin a tree survival rate of
among the preferred g period. Of the 320 stems
trees may be natural colonizers, species based o , least 260 stems
s
of the surviving n the reference community.
Additionally, no single trees Therem remaining
stems,
pecies will comprise more than 20%
® 5'3 REPORTING

Monitoring will be conducted three times in five
reports will be sub Years after the
sessions of the first, muted to the NCD end of construction.
e monitoring Table 10 , and fifth years. ACE followin
third ENR DWQ and the US Thre
Each re The anticipated 9 the monitoring
determine the succesSrt will summarize monitoring schedule is
of the restoration new data as compared to the shown
to the shown project. previous year's data to
0
TABLE 10
MONITORING SCHEDULE
EVENT
torin
9 Rep
oni ort #1 - 1st Year
tMonitorin onstruction
nitoring Report #2 _
3rd Year
Re ort 43 -
5th Year
-48_
DATE
Spring of 2004
Spring of 2005
Spring of 2007
r Of 2009
6.0 MITIGATION VALUE
6.0 MITIGATION VALUE
The Poole Road stream restoration site was originally intended to mitigate for the impacts
associated with the Ellerbe Bypass. The site was chosen to be similar in nature to the impacted
streams. Steely Branch is a first-order, rural, perennial stream in the same physiographic province
and the same subbasin as some of the impacted streams. The following BMPs were identified to
be used as mitigation strategies for the impaired reaches of the stream.
o New Channel Reconstruction or Relocation (Section 4.2)
u Grade Control Structure (Section 4.2.5)
O Revegetation/Riparian Plantings (Section 4.4)
According to the interagency Stream Mitigation Guidelines, April 2003 document, the Poole Road
project meets the definition of stream restoration and should provide a mitigation credit ratio of 1:1.
This project provides 722 linear feet of stream restoration, so 722 feet of mitigation credit is
requested (see Table 11).
TABLE 11
MITIGATION CREDIT
STREAM RESTORATION MITIGATION
STREAM RESTORATION LENGTH CREDIT
Poole Road Project Site 722 LF
Mitigation Credit Ratio 1 to 1
TOTAL PHYSICAL STREAM LENGTH 722 LF --
TOTAL REQUESTED NCDENR 722 LF
MITIGATION CREDIT
-49-
7.0 DISPENSATION OF PROPERTY
7.0 DISPENSATION OF PROPERTY
A conservation easement will be established as part of this stream restoration project. For
the majority of the length of the project, the easement boundary will be set at a distance of 50 feet
from the constructed bankfull channel boundary.
Two limited areas exist where site conditions prevent the achievement of the full 50-foot
width. On the eastern side of the stream reach is an oval race track with an asphalt surface. The
current owner of the property utilizes the paved surface as a parking area for the patrons of the flea
market that is set up on the parcel. Therefore, in the area of the asphalt race track, the proposed
easement boundary is shown approximately one to five feet from the pavement edge. This results
in a minimum easement width of 22.5 feet from the edge of the bankfull channel. The easement
width is less than 50 feet wide along an approximate 272 foot length of the easement on the left
side of the stream, which is only 39% of the total left side easement length.
The stream reach that flows through the property bisects the parcel. Currently, the western
portion of the tract is accessible by a pipe culvert crossing and by a dilapidated steel grate bridge.
The proposed project calls for the removal of these two access features. Therefore, in order to
provide the landowner with the ability to access the northwestern corner of the tract, a 20-foot
access lane has been maintained between the proposed easement and the western parcel
boundary. At this location, a minimum easement width of 28 feet from the edge of the bankfull
channel would exist. The easement width is less than 50 feet wide along an approximate 165 foot
length of the easement on the right side of the stream, which is only 25% of the total right side
easement length.
Currently, the conservation easement has not been signed between the landowner and the
recipient of the conservation easement. The third-party holder of the conservation easement will
be the party responsible for overseeing the requirements as set forth within the conservation
easement document. As stated in the drawing notes, within 30 days of being signed by all parties,
a copy of the conservation easement will be forwarded to the NCDENR DWQ. Skelly and Loy is
in the process of identifying public and private organizations as potential recipients of the
conservation easement. The landowner is considering the Sandhills Area Land Trust as the
potential recipient of the conservation easement. A copy of the draft of this document currently
under landowner review is in Appendix G.
The conservation easement on the Han property prohibits several uses, including the
following.
-50-
0 New construction on the easement
0 Grazing or pasturing of domestic animals
0 Filling or excavation
0 Planting of non-native trees, shrubs, or other plants
0 Use of fertilizer, plowing, or introduction of non-native animals
0 Extraction or depletion of surface waters except for the construction of a well
0 Signs, billboards, or other advertising displays
0 Use of pesticides or biocides
0 Dumping
0 Commercial or industrial use
0 Harvesting of timber or riparian plantings
However, the conservation easement does allow for the following uses.
0 Improvements to existing structures
0 Recreational uses
0 The control of predatory and problem animals which pose a threat to
livestock and/or humans
-51-
8.0 REFERENCES
8.0 REFERENCES
Evans, S. T. 1999. Soil Survey of Richmond County, North Carolina. National Resource
Conservation Service.
Harman, W. H., and others. 1999. Bankfull hydraulic geometry relationships for North Carolina
streams In American Water Resources Association Wildland Hydrology Symposium
Proceedings. Olson, D. S., and J. P. Potyondy, Eds.
Johnson, P. A., R. D. Hey, M. Tessier, and D. L. Rosgen. 2001. Use of vanes for control of scour
at vertical wall abutments. Journal of Hydraulic Engineering: 127 (9), 772-778.
Little, E. L. 1980. National Audubon Society Field Guide to American Trees - Eastern Region.
Alfred A. Knopf, Inc.
North Carolina Department of Environment, Health, and Natural Resources (NCDEHNR), Division
of Water Quality, Water Quality Section. 1997. Common Wetland Plants of North Carolina.
North Carolina Department of Environment and Natural Resources (NCDENR). 2001. Internal
Technical Guide for Stream Work in North Carolina, version 3.0.
NCDENR, Division of Water Quality, Wetlands Restoration Program. 2001. Guidelines for
Riparian Buffer Restoration.
Radford, A. E., H. E. Bell, and C. Ritchie. 1968. Manual of the Vascular Flora of the Carolinas.
The University of North Carolina Press.
Reed, P. B. 1997. 1996 National List of Plant Species that Occur in Wetlands. Department of the
Interior, US Fish and Wildlife Service, Washington, D.C.
Rosgen, D. L. 1994. A classification of natural rivers. Catena 22: 169-199.
Rosgen, D. L. 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs,
Colorado.
Rosgen, D. L. 1997. A geomorphological approach to restoration of incised rivers In proceeding
of the Conference on Management of Landscapes Disturbed by Channel Incision. Wang,
S. S. Y., E. J. Langendeon, and F. D. Shields, Eds: 12-22.
Rosgen, D. L. 1998. The reference reach - a blueprint for natural stream design In Proceedings
of ASCE Specialty Conference on Restoration, Denver, Colorado.
Rosgen, D. L. The cross-vane, w-weir, and j-hook vane structures... their description, design, and
application for stream stabilization and river restoration.
Schafale, M. P., and A. S. Weakley. 1990. Classification of the Natural Communities of North
Carolina, Third Approximation. North Carolina Natural Heritage Program Division of Parks
and Recreation.
-52-
APPENDICES
APPENDIX A -
PROJECT DESIGN DRAWINGS
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APPENDIX B -
EXISTING STREAM REACH DATA

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LONGITUDINAL SURVEY TO ELEVATION CONVERSION & PLOT SHEET
15 15.00
23 23.00
28.00
35.00
46.00
54.00
66.00
74.00
76.00
P 83.00
89.00
94.00
98.00
108.00
112.00
123.00
32 132.00
139 139.00
143 143.00
148 148.00
150 150.00
157 157.00
163 163.00
173 173.00
183 183.00
188 188.00
192 192.00
198 198.00
201 201.00
206 206.00
210 210.00
224 224.00
237 237.00
247 247.00
259 259.00
265 265.00
282 282.00
284 284.00
291 291.00
300 300.00
309 309.00
310 310.00
314 314.00
320 320.00
334 334.00
347 347.00
363 363.00
359 369.00 .
370 370.00
371 371.00
372 372.00
379 379.00 .
389 389.00
411 411.00 -
428 428.00
449 449.00
451 451.00
463 463.00 .
467 467.00
468 468.00
472 472.00
481 481.00
498 498.00
503 503.00
515 515.00
524 524.00
533 533.00
537 537.00
544 544.00
558 558.00
562 562.00 .
578 518.00
584 584.00
590 590.00
598 598.00
603 603.00
616 616.00
642 642.00
647 647.00
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GRAIN SIZE DISTRIBUTION TEST DATA Test Nc - . -. 1.6
. e: 12/19/02
i=,..iect No. : LAB NO. 6
f-f-'.) ec t POOLE WOAD
I9 ---------------------------------------_-__--.._-___.-_---------____-._-_-_-----_-_--_._
Sample Data
t i can of Sample. DOWNSTREAM OF TRIBUTARY
Il ip Ca'1 e Description: PAVEMENT
-'S )::lass: Liquid 1 imit
HT(D Class. Plasticity index.
Notes
IMF-------------------------------------------------------- --------------------------
--iar k:s.
I ?P . Nc.
G
Mechanical Analysis Data
IMF --------------------------------------------- .--___._.-_---_.___.-_.------_------___----------
Initial
sample and tare= 37'.3C)
? 4P_ C).
C)c')
¦J' sample weight 37' .^C)

-ve tare method
l
ieve Weight Sieve Percent
retained tare finer
inches 0. 00 C). 0i) 10C). C)
:).70 inches 163.40 0. 0C) 56.1
J.5 inches 104. 40 C). C)C) 26.1
4 81.70 0.00 6.1
8 14. 00 0. 00 2. 4
Fractional Components
-?° 3 i n. _- 0. C) % 13RAVEL =100.0 % SAND - 0. 0
3. C) DG(--)= 19. 634 D50= 1 S. 0015'
13. 3045 D15= a. 29851 D i C)= G . 441 G'-:4
- 1. , 996 C '.U = 3. x_)479
GRAIN SIZE DISTRIBUTION TEST REPORT
100
70
80
70
60
IH
LL
50
w
w 40
CL
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GRAIN SIZE - mm
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0.0 100.0 0.0

LL PI D85 D60 D50 D30 D15 D10 Cc Cu
23.20 19.63 18.01 13.305 8.2965 6.4417 1.40 3.0

MATERIAL DESCRIPTION USCS AASHTO
10 PAVEMENT
Protect No.: LAB NO. 6
Project: POOLE ROAD
O Location: DOWNSTREAM OF TRIBUTARY
(Date: 12-e19,102
I GRAIN SIZE DISTRIBUTION TEST REPORT
Remarks:
Figure No.6
GRAIN SIZE DISTRIBUTION TEST DATA Test No.; 2
e: 12/19/02
- ?.j ec t No.: LAB NO. 5
M* j er_. t : POOLE WOAD
Sample Data
. _---___.__._ .__.-__.
IMF ....... .. -
--
-Cation of Samples DOWNSTREAM OF TRIBUTARY _. _.___ ._ _____.___._-
7
E Desc r i pt i ??n t SUBPAUEMENT Glass: Liquid limit:;
iF
MSTO Glass: Plasticity, index:
Notes
----.-----------------------
=mar ks.
mg. No.. 5
Mechanical Analysis Data
---------------------------------------------------------------------------
Initial
sample and tare= 2301.80
e = [).0(.)
7y sample weight = 2301.8(..)
kple split on number 4 sieve
lit sample data:
Sample and tare = 10.4 Tare = 0 Sample weight = 102.4
eve tare method
=Sieve Weight Sieve Percent
retained tare finer
inches 0.00 0.00 10O. t:)
1 inches 308.70 0.00 86.6
-0.75 inche=_. 131.70 0.00 BOA-)
W0.5 inches 326.90 0.00 66.7
558.40 0.00 42.4
k 8 21.20 0.00 33.6
k 10 4. 70 0. 00 31.7
16 11.50 0.00 26.9
30 19.00 0.00 19. 0
=0 50 26.90 0.00 7.9
Q 100 16.80 0.00 1. t )
00 00 2.20 0.00 0, (:)
--------------------------------
Fractional Components
------------------------------------------------------------------------------
-+- 3 in. _. 0.0 % GRAVEL = 68.3 % SAND = 31.7
J Q 22. 91 DGO= 10.351 D50= 7.079
1.6788 D15- 0.45709 D10- 0.33801
- O. BO35 Cu = 30.549
APPENDIX C -
U.S.G.S. STREAM GAUGE
CROSS SECTION AND RECURRENCE
INTERVAL INFORMATION
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LONGITUDINAL SURVEY TO ELEVATION CONVERSION & PLOT SHEET
Enter BM Elevation in
Rc, at BM
Convert English(0) to IN
Station (tt) Cumulative
8 Adjusted
Station (ft)
near T routman,
0 1 0
TP DiH TP C Rod Readin .
TPst-TPed (TPc @
@ (TPc BM
Transit It any
Changes
Elev. (T) Elev. (S) Elev. (BF Elev. (TB)
7 7 9.81 9.44 5.78
22 22.00 10.08 9.63 5.97
26 26.00 10.38 9.46 5.8
32 32.00 9.94 9.46 5.8
38 38.00 10.21 9.41 5.75
51 51.00 9.94 9.48 5.82
69 69.00 10.17 9.42 5.76
80 80.00 10.01 9.37 5.71
91 91.00 9.69 9.39 5.73
96 96,00 10.19 9.39 5.73
105 105.00 10.38 9.53 5.87
112 112.00 10.34 9.7 6.04
129 129.00 9.9 9.3 5.64
140 140A0 9.92 9.3 5.64
157 157.00 9.9 9.3 5.64
175 175.00 9.99 9.27 5.61
204 204.00 9.78 9.26 5.6
212 212.00 9.8 9.3 5.64
219 219.00 9.93 9.23 5.57
234 234.00 9.94 9.24 5.58
242 242.00 10.46 9.24 5.58
247 247.00 9.83 9.25 5.59
252 252.00 10 9.22 5.56
259 259.00 9.59 9.19 5.53
267 267.00 9.59 9.23 5.57
286 286.00 9.73 9.13 5.47
300 300.00 9.57 9.11 5.45
315 315.00 9.6 9.1 5,44
320 320.00 9.94 9.14 5.48
330 330.00 10.21 9.15 5.49
342 342.00 9.74 9.09 5.43
361 361.00 9.81 9.11 5.45
372 372.00 10.47 9.11 5.45
383 383.00 10.42 9.12 5.46
392 392.00 8.64 7.53 3.87
400 400.00 8.36 7.55 3.89
415 415.00 8.57 7.55 3.89
428 428.00 8.53 7.52 3.86
438 438.00 8.76 7.55 3.89
445 445.00 8.41 7.53 3.87
460 460.00 8.35 7.53 3.87
474 474.00 8.04 7.52 3.86
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UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Description revised
By: DGS 06-15-99
DESCRIPTION OF GAGING STATION ON 0214253830 NORWOOD CREEK NEAR TROUTMAN, N.C.
LOCATION.--Lat 35 4019811, long 80 56199", Iredell County, Hydrologic Unit
03040102, on left upstream wingwall of culvert on SR 1328, 0.4 mi above Lake
Norman, 1.0 mi above Duke Power State Park swimming area dam, 1.0 mi northeast
of East Monbo, 3.7 mi southwest of Troutman, and 4.5 mi northeast of Marshall
Steam Generating Plant. (Troutman 7.5 minute topo Map 1969).
DRAINAGE AREA.--7.18 square miles.
ESTABLISHMENT AND HISTORY.--Station established on December 9, 1983 by USGS as a
corrugated metal pipe (CMP) stilling well and standard aluminum shelter on left
bank at upstream side of culvert. Gage shelter is accessible at ground level. A
Fisher/Porter analog to digital recorder (ADR) was in operation at site from
December 9, 1983 to April 2, 1999. A Sutron 8200 data collection platform (DCP)
with satellite telemetry was installed on April 2, 1999.
RECORDS AVAILABLE.--Continuous stage and discharge records available from
December 9, 1983 to present.
GAGE.--Sutron 8200 DCP and Bandar 436a shaft encoder with a 15-minute recording
interval housed in a standard aluminum shelter mounted over a 30" CMP well. DCP
is referenced to an electric tape gage in the well. Outside staff plates are
attached to concrete wingwall at left of gage. Overall height of gage structure
is 21,2 ft. Lower cleanout door 29" square with 2 hinges. Upper inspection door
is 12" x 18". Three 2" galvanized couplings welded into lower CMP well wall
serve as intakes. Bottom of well is a 1/9" steel plate welded onto CMP. A 40 ft
wooden handrail is attached to 5 angle iron support braces bolted to the
downstream side of the culvert. IP on left side. Handrail is marked off every 2
ft, with distance from handrail to culvert opening also marked.
Elevations to gage datum of:
2" intake couplings:
Lower invert: -0.13 ft
Low-mid invert: 1.09 ft
2.95 ft.
Upper-mid invert: 1.61 ft
inspection door 6.04 ft.
Upper invert: 4.76 ft
Top of roof cone
21.16 ft.
Floor of house 17.58 ft
14.57 ft.
Floor of well
-0.59 ft.
Lower well door sill
Top sill of
High point of culvert
RM 2: 80 penny nail one ft. above ground in roadside of 12" red oak tree
on upstream right bank, 120 ft. from left end of culvert headwall and 90 ft.
downstream from center line of road.
Elevation: 26.319 ft 901-19-89)
26.305 ft (05-13-87)
26.285 ft (08-15-89)
26.255 ft (07-10-91)
Not found (09-22-98)
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RM 3: Lag bolt 2 ft. above ground in streamward side of 10" birch tree on
upstream right bank, 120 ft. from gage, 40 ft. upstream from center line of
road.
Elevation: 20.825 ft (01-19-89)
20.818 ft (05-13-87)
20.818 ft (08-15-89)
20.820 ft (07-10-91)
Not found (09-22-98)
RM 9: (Est. 09-22-98) Chiseled square on left upstream culvert wingwall.
Elevation: 6.883 ft (09-22-98)
ET Index: Elevation: 17.409 ft (09-22-98)
(New location):17.907 ft (09-22-98)
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Recurrence Interval for Norwood Creek
Year Flow Rank
97 1480 1
90 1320 2
92 1320 3
87 1200 4
89 1050 5
91 978 6
95 690 7
84 567 8
96 470 9
93 447 10
98 394 11
94 333 12
85 271 13
88 263 14
86 191 15
Probability of Exceedance Return Interval
0.063 16.0000
0.125 8.0000
0.188 5.3333
0.250 4.0000
0.313 3.2000
0.375 2.6667
0.438 2.2857
0.500 2.0000
0.563 1.7778
0.625 1.6000
0.688 1.4545
0.750 1.3333
0.813 1.2308
0.875 1.1429
0.938 1.0667
000.01

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UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
WATER RESOURCES DIVISION
Description prepared 3-18-65
by E.G.Wollin
Rev. 3-82 by CLH
Rev. 5-92 by JFR
Rev. 4-29-99 DGS
DESCRIPTION OF GAGING STATION ON 02112360 MITCHELL RIVER NEAR STATE ROAD, N.C.
LOCATION.--Lat 3618'92", long 8048126", Surry County, Hydrologic Unit
03040101, on right bank 280 ft (85 m) upstream from bridge (relocated) on
Secondary Road 1001, 1.8 mi (2.9 km) upstream from Grass Creek, and 3.3 mi (5.3
km) east of State Road.
DRAINAGE AREA.--78.8 mil (204.1 km2).
ESTABLISHMENT AND HISTORY.--Established as a wire-weight gage mounted on the
upstream side of single-lane truss bridge March 10, 1964 by USGS. A recorder and
stacom manometer were installed August 1964. Site had been previously operated
as a low flow partial record station with periodic streamflow measurements being
made from 1952 to 1964. Station was moved to 280 ft upstream from the bridge on
SR 1001, and a Fisher/Porter digital recorder (ADR) with stacom manometer were
installed on September 14, 1973. Two crest-stage pipes (range 14.50 ft) were
installed at site for peak stage comparisons to recorded values. The ADR and
manometer were removed, and a Sutron 8400 electronic data logger (EDL) with an
Accubar pressure transducer were installed, July 23, 1998. A Sutron 8200 data
collection platform (DCP) with satellite telemetry was installed on November 3,
1998.
GAGE.--Sutron 8200 DCP and a Sutron Accubar pressure transducer with a 15-minute
recording interval housed in a 5'x 8' concrete block shelter on right bank 280
ft upstream from bridge. DCP is referred to outside staff plates (range 0-16.9
ft). Access to shelter is by ground-level steel entrance door. Orifice is
located in stream channel near right bank at poured concrete anchor block.
Elevations:
Orifice
Shelter floor
Instrument shelf
Roof of shelter
Top of c/s pipe
Datum of gage
-.05 ft
30.2 ft
33.1 ft
38.8 ft
927.12 ft
CHANNEL AND CONTROL.--Channel bends slightly to the left 100 ft above gage and
is fairly straight for several hundred feet below gage. The right bank is high
and wooded above and below gage. The left bank is low with cultivated
fields in a wide floodplain both up and downstream from gage. The channel bottom
is composed primarily of ledge rock and boulders that are overlain partly with
sand and gravel in the pools between the rocky reaches. The floodplain on left
bank is composed of alluvial valley top soil. The low-water control is a rock
ledge that is stable but may be subject to the periodic collection of leaves and
debris. The channel and floodplain become the control at mid to high ranges of
stage.
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DISCHARGE MEASUREMENTS.--Measurements are made below gage-height of 3.0 ft, by
wading 300 ft above gage, or at most suitable section. Medium and high stage
measurements are made from the bridge 280 ft downstream. The bridge guardrail is
marked off with the initial point at the left end of bridge.
MAXIMUM DISCHARGE.--Maximum recorded discharge 7,470 cfs on Sept. 22, 1979;
gage-height 16.42 ft. Flood of 1940 reached a stage of about 18 ft. (from
information provided by local resident). Flood of August 30, 1964 reached a
stage of 14.85 ft, 6,450 cfs.
MINIMUM DISCHARGE.--16 cfs, July 22, 1986.
POINT OF ZERO FLOW.--0.1 ft (approximately).
REGULATION AND DIVERSION.--None known.
WINTER FLOW.--Affected by ice during extremely cold weather.
COOPERATION.--N.C. Dept. of Environment and Natural Resources, U.S. Army Corps
of Engineers, Wilmington District.
CLASSIFICATION.--(A-21) Area-secondary.
ACCURACY.--Records good.
REFERENCE MARKS.-- RM 2: (Established 03-11-69): Chiseled square in right
upstream bridge abutment. Used as origin.
Elevation 27.236 ft (4-80)
RM 3: (Established 03-11-64) Chiseled square in right
downstream bridge abutment.
Elevation 27.253
Elevation 27.299
Elevation 27.250
Elevation 27.251
Elevation 27.253
Elevation 27.255
ft
ft
ft
ft
ft
ft
(09-80)
(06-83)
(12-83)
(12-87)
(08-89)
(07-93)

S
RM 5: (Established 03-25-69): Chiseled square on rock
outcrop on right bank under upstream side of bridge at
waters edge.
Elevation 6.090 ft (09-80)
Elevation 6.039 ft (06-83)
Elevation 6.039 ft (12-87)
Elevation 6.090 ft (07-89)
Elevation 6.095 ft (07-93)

RM 6: (Established 08-25-69): Chiseled square on the
upstream streamward corner of orifice block. Judged
' unreliable due to movement/settlement of the orifice block
Elevation 2.697 ft (09-80)
Elevation
Elevation 2.697
1.702 ft (12-87)
ft (07-89)
Elevation 2.568 ft (09-92)
RM 9: Top of a 8" harrow tooth driven flush i n concrete
apron, at downstream side of gage shelter. RM is 1 foot
downstream from center of gage shelter.

Elevation 29.712 ft (09-80)
Elevation 29.693 ft (06-83)
Elevation 29.696 ft (12-83)
Elevation 29.690 ft 112-87)
Elevation 29.687 ft (07-89)
Elevation 29.653 ft (07-93)
' RM 10: (Established 12-19-83) Four hacksaw cut marks at
streamward side of third guardrail support post on
' upstream side of bridge.
Elevation
32.503
ft (12-83)
Elevation 32.500 ft (12-87)
Elevation 32.503 ft (07-89)
RM 11: (Established 07-27-89) Chiseled square near
downstream landward corner of concrete orifice block.
Chiseled square is at impression left i n concrete by
2 x 9 wood form.
Elevation: 2.781 ft (07-89)

Recurrence Interval for Mitchell River
Year
65 Peak Flow
3010 Year
79 Peak Flow
7470 Rank
1 Exceedance Probability
0.03 Return Interval
35.0
66 4220 81 6510 2 0.06 17.5
67
68 1050
812 92
83 6510
6340 3
4 0.09
0.11 11.7
8.8
69 2290 93 5800 5 0.14 7.0
70 4910 85 5480 6 0.17 5.8
71 5200 71 5200 7 0.20 5.0
72 3700 98 5150 8 0.23 4.4
73 2740 76 5080 9 0.26 3.9
74 3840 70 4910 10 0.29 3.5
75 3800 87 4700 11 0.31 3.2
76 5080 80 4610 12 0.34 2.9
77 2430 96 4600 13 0.37 2.7
78 3010 66 4220 14 0.40 2.5
79 7470 89 3880 15 0.43 2.3
80 4610 74 3840 16 0.46 2.2
81 6510 75 3800 17 0.49 2.1
82 2260 72 3700 18 0.51 1.9
83 6340 84 3420 19 0.54 1.8
84 3420 78 3010 20 0.57 1.8
85 5480 65 3010 21 0.60 1.7
86 1380 95 2970 22 0.63 1.6
87 4700 97 2930 23 0.66 1.5
88 581 94 2790 24 0.69 1
5
89 3880 73 2740 25 0.71 .
1.4
90 1300 77 2430 26 0.74 1.3
91 2360 91 2360 27 0.77 1.3
92 6510 69 2290 28 0.80 1.2500
93 5800 82 2260 29 0.83 1.2069
94 2790 86 1380 30 0.86 1.1667
95 2970 90 1300 31 0.89 1.1290
96 4600 67 1050 32 0.91 1.0938
97 2930 68 812 33 0.94 1.0606
98 5150 88 581 34 0.97 1.0294
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GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 17
------------------------------------------------------------------------------
e: 12/19/02
j ec t No.: LAB NO. 7
I•'ect° POOLE ROAD
IN-----------------------------------------------------------------------------
Sample Data
----------------------------------------------------------------------------
t i can of Sample: REF. REACH UPSTREAM QF i 0)G-101
We Description: D1=10 mm D2=13 mm RTOM&*'T
-S Class: Liquid limit:
5HTO ).lass: Plasticity index,:
Notes
- -------•------..-_-_.--_-__-_-_---•------__---------.-_----_. ___-.-__ _____...---.--•-__..._ _.----------------..
marks:
1n. No.. 7
----------------------------------------------------------------------------
Mechanical Analysis Data
------------------------------------------------------------------------------
Sample
Sample
e
=ve tare
ieve
. 5
?•4
1 E.
1
30
50
10C)
200
Initial
and tare= 92.40
0. 00
weight = 9240
method
Weight:
retained
inches 0.00
71.90
12. 00
1.3c-)
2.40
1. 0
1. GO
1.10
0.40
Sieve
tare
0.(_0
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0. 00
0. 00
0.00
0. 00
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0.00
c:), t)(:)
Percent
f finer
100.0
22.2
9. 2
7.°
5.2
3. '
2.2
1. it
0.
--------------------------------------------------------------------------------
Fractional Components
----------------------------------------------------------------------------------
3 in. _ 0. 0 % GRAVEL = 92. 2 % SAND - 7. S
INES = 0.5
10.3B D60= 8.28S D50= 7.362
J S y r 5..-. 37%7S -
1.4125 Cu = 3.1623
GRAIN SIZE DISTRIBUTION TEST REPORT
V A = - ?
100
70
80
70
w 60
9-1
LL
F- 50
z
W
i.?
w 40
a
30
20
10
0

K II 1 1 1 1

ldl

200 100 10.0 1.0 0.1 0.01 0.0011
GRAIN SIZE - mm
10
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0.0 92.2 7.3 0.5

LL _PI DABS D60 D50 D30 D15 D10 Cc Cu
10.88 8.29 7.36 5.540 3.7886 2.6212 1.41 3.2
MATERIAL DESCRIPTION USCS AASHTO
0 D1-13 mm D2-13 mm
Project No.: LAB NO. 7 Remarks:
Project: POOLE ROAD
0 Location: REF. REACH UPSTREAM OF 006-101
Date: 12-/19!02
I GRAIN SIZE DISTRIBUTION TEST REPORT
Figure No.7
GRAIN SIZE DISTRIBUTION TEST DATA Test No.e :L
---------------------------------------------------------------------------------
C):
e: 12.,/ 19 /
jert No. 1-AD NO. 4
U..j ec t : POOLE ROAD
Sample Data
II at i c n f S amp l e : F EF-EF,ENC:E REA!_:H UPS T R E A M OF- C)C)E.-1 ()1
- IIp7 e Descr ipt ic-n: SUBPAVEMENT
CG CA. ass,, Liquid limit-
HTO C-:1. ass: Plasticity i.ndex.-
r_-------_----------------------------------------------------------------------
Not es
mar 4::s-
No.. 4
Mechanical Analysis Data
Initial
Sample and tare= 56)1. 1.()
C) e
7 sample weight = 51 31. 1.
ve tare method
ie':` e
4
8
10
1G
50
5? )
100
-.0 O
Weight Sie%re Per-ent
retained tare finer
inches C), (-)C) ), 00 1C)(:). C)
99. 9C) C), C)C) 81 .
'DO. SC=) C), C. Get. 1
22.70 c_). 00 59. 8
53. 4C) C), 00 49. 8
57. 1C) C). 001 3'=? . C)
1 1C). C) C) C). On 18. 3"
E30. 4(-) C). C)C) 3.2
1 G . 1(-)
----------------------- C). 00
---------- Ci . 1
---------------------------------------------
Fractional Components
j. n. = C). 0
% GRAVEL = 40. C % SAND = 59.
I NES = C). 1
= 5. G DGC )_ :-. 000 D50= 1..205
.:1' 7E:_ D15= 0 . G363 D 1 C)= C) . 1677
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APPENDIX E -
40-STEP DESIGN CALCULATIONS
?KELLYsarjoLOY? rr?rc_
ENOIN6ER6 • CONBI.JLTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX [phone]
Subject NC ?T - POOL-c R6A?o Job No.2-3oooor,a0G
Sheet No. / of
l7 S•-r-a bFsliO Drawing No.
Computed by I`ll FL Checked by Date D' 21 - "i
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ENOINiiW6 • CONBULTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800892-6532
FAX[phone]
Subject Job No. 2301"06004'
Sheet No. Z- of J
0 Drawing No.
Computed by Checked by Date G "21_

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ENOINHHRB • CONBULTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX [phone]
Subject RO L"f' r <49A4) Job No. 2 ??oaroGoo?.
Sheet No. :3 of
S 14?J Drawing No.
Computed by Checked by Date

V $1? Q61cf /kkr-
(SS-7 F c 3?SEc)/(1 4.4 Fes'')
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'SKELLY?.rvoLOY, ira c.
ENOINE6R®• GONBIJ LTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX [phone]

Subject 4C L07 " ?Oo4 Job No. Z36bao( c'
Sheet No. 4 of
O - Tf?p ?l 4.n( Drawing No.
Computed by Checked by Date 8 -al _v (
liz
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6 -0
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1= b'5?? 'k )
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E NOINEEFi6 CONBULTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
Subject f4C bo7 - R°-'L-E' Job No. 2'36w0'-00(--
Sheet No. '5 of
l7 Drawing No.
Computed by M E-,, Checked by Date S-Z_A q
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= (3,3
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Subject
OY boT P°a'-' Job No. Z3o6B062--
, ?rvc.
B K E LLY.o.woL
ENOINEEiiB - CONBULTA NTt
Sheet No. of
2601 NORTH FRONT STREET D s S? ?+f Drawing No.
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892.6532
Computed by Checked by
Date
FAX [phone]
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(P'Os4r?)
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LM = (L-e, RAT, o? 6 ?,fQ?,F)
= `-, C}5 To rO?B C Poo 1.L u/t
SR`C '$.v To ?. S
FT)
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EN?IN@SRB • CONBULTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
S -f'r 2G &£Lr VII L-TR
Subject Wc- Job No. 2-3 0000(
Sheet No. of
0 S-C?P ??sI?N Drawing No.
Computed by Checked by Date )6-3D-6
we?T = CM??>Cwg?>
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S? - 1_ - G99 = E]E!:HJ
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sKE1-LY.Arj o1LOY, rr?rc. Subject NC0 yT '10O'?vLr- i2QsAi) Job No. a3 OQbOCoI I
HNON?siii •CONeULTA NTi ??/,may D 6 a' Sheet No. l?' of
2601 NORTH FRONT STREET R I ??/Q ?S T? Q l0 t'i \1 (J-1 Py Drawing No.
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532 Computed by SQL M Checked by Date
FAX [phone]
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HNOINiEAS•GONOULTA NTH If (3 )"J Sheet No. • of
2601 NORTH FRONT STREET 11?nV/ Q S w p? V u? Vt q Drawing No.
HARRISBURG, PENNSYLVANIA 17110 t'
[phone].800-892-6532 Computed by SlZ YV) Checked by Date ?' a V 3
FAX[phone]
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3KELLYs.n?oLOY, wc. Subject Job No.Z704 0 as?
?NONEtAe•CONi.1LTANTi J, ^ -T T_.P Prz t14" N Sheet No. '/'t of
2601 NORTH FRONT STREET j r ?? A C,'f~? cJ I Drawing No.
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892.6532 Computed by SR h1 Checked by Date 1 ` e ?F' 0
FAX[phone]
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KELLY.o.r?oLOY, ??vc_
ENO?NEERB - CONBIJ LTA NTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
Subject qC Lo-r - kb
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Computed by Mf-. - Checked by

S- -IT 31 i601.
JPooL. " `Spoof, R-AEr-La CSA ?
S{'eon, Tco 0,093 To O. (o 54
SPooL = 0.093 To ?.(05'?)(? ,o? 11 Fr/FT)
E-.0,C.0jo To o. 0073 F'T/F7
STS 3 i M AC, M..' ,. P0., Dl-P-rq
?.= CPv4" P-?'°)667
RAT, o ' (1, (, To 21- 5)
L
?pao? = (1.6 ?0 2 s??l,lo F7)
DPI, = t ,?? T?o 2 ."75 F T
Job No. 230O04r6T?
Sheet No. -[(2-- of
AL-
Drawing No.
Date 1 D - 3 -- O
SiKIELLY.e.NOLOY? inc.
M.VO.Nrci RS • GONdIJLTANTB
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-M2
FAX[phone]
C?--CO 3 3 No L, Wi VTK
Subject qG ?OT Poc? L? R.-0 Job No. Z3°D?o?c°
Sheet No. Of
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Computed by NAV- Checked by Date
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APPENDIX F -
HYDRAULIC ANALYSIS CALCULATIONS
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Verification of bankfull flow
Cross Section for Irregular Channel ?,vveoPOSEJ))

Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.033
Channel Slope 0.011100 ft/ft
Water Surface Elevation 75.85 ft
Discharge 58.32 cfs
78. ----;------ ;--------,--------,--------,--------,----- ---,- - ----- --- ---;
77.5 -------; --- -- -;-------;----- --;-------;--------;--------;---------- ----- ;----
'
---
77.0 ------ '- ---- -'------- ----- ------------ ----
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76.5 ------- r ------ } ------- i----- - ------- '----- - ------ '------ '- ---- --- -- '

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76.0
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--- i

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75.0 -------- 1
74.5 -------?-------•-------+----- - -- ------------- ?--------- ?........... ................
74.0 ------- ?----- -- •-------------- ---- ------ -------- -------- -------- ---- --------- -----
'
73.5
0 .0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0
Station (ft)
02/20/02 FlowMaster v5.15
09:19:43 PM Page 1 of 1
Verification of bankfull flow
Worksheet for Irregular Channel
701004g.- -- 000
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.011100 ft/ft
Water Surface Elevation 75.85 ft
Elevation range: 73.90 ft to 78.00 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 78.00 0.00 90.60 0.033
12.50 78.00
17.00 77.00
20.00 76.00
35.50 76.00
37.70 75.40
39.90 74.35
42.00 73.90
44.20 74.35
46.40 75.40
48.60 76.00
90.60 78.00
Results
Wtd. Mannings Coefficient 0.033
Discharge 58.32 cfs
Flow Area 12.45 ft2
Wetted Perimeter 12.69 ft
Top Width 12.00 ft
Height 1.95 ft
Critical Depth 75.67 ft
Critical Slope 0.017298 ft/ft
Velocity 4.68 ft/s
Velocity Head 0.34 ft
Specific Energy 76.19 ft
Froude Number 0.81
Flow is subcritical.
•
02/20/02 FlowMaster v5.15
09:19:26 PM Page 1 of 1
PROPOSED CHANNEL, 10-YEAR EVENT
Worksheet for Irregular Channel
1#00? -002-
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge

Input Data
Channel Slope 0.011100 ft/ft
Water Surface Elevation 76.60 ft
Elevation range: 73.90 ft to 78.00 ft.
Station (ft) Elevation (ft) Start Station
0.00 78.00 0.00
12.50 78.00
17.00 77.00
20.00 76.00
35.50 76.00
37.70 75.40
39.90 74.35
42.00 73.90
44.20 74.35
46.40 75.40
48.60 76.00
90.60 78.00
Results
Wtd. Mannings Coefficient 0.033
Discharge 148.46 cfs
Flow Area 35.81 ft2
Wetted Perimeter 43.84 ft
Top Width 43.00 ft
Height 2.70 ft
Critical Depth 76.46 ft
Critical Slope 0.017883 ft/ft
Velocity 4.15 ft/s
Velocity Head 0.27 ft
Specific Energy 76.87 ft
Froude Number 0.80
Flow is subcritical.
End Station Roughness
90.60 0.033
Qio I-el0 ncs
02/20/02
09:10:02 PM
FlowMaster v5.15
Page 1 of 1
PROPOSED CHANNEL, 10-YEAR EVENT
Cross Section for Irregular Channel

Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.033
Channel Slope 0.011100 ft/ft
Water Surface Elevation 76.60 ft
Discharge 148.46 cfs
78. -- -------- --- ;----- --- -- ------ ,-------- ,-------- ;---- ---,- ---- --- ---
77.5 ------ L-- --i---- ---J-"--- --J-- ------ ---__•--------- ------- ------- 1_.-----J
77.0 ---------_. _ !---- -- ---- -----
, ----- ! --------'------i---- --- L ---- --- !--- ---_J
i
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X 76.0 -------- ----- - ;-- ---- -,------- ' ----- ' ----- ----- IT - -----
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74.5 ----- -- --- --- -- ---- --? - - --? ----- ----- -- --- ----- -- --- 1
74.0 ------?--- ----•---- ---a ----- ----- ----- -------- ------------ ----•-------•--- ---..

73.5
0 .0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0
Station (ft)
0
02/20/02 FlowMaster v5.15-
09:10:10 PM Page 1 of 1

PROPOSED CHANNEL, 100-YEAR EVENT
Worksheet for Irregular Channel
Y Z;0ot! 6- -002
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
_
Channel Slope 0.011100 ft/ft
Water Surface Elevation 77.03 ft
Elevation range: 73.90 ft to 78.00 ft.
Station (ft) Elevation (ft) Start Station
0.00 78.00 0.00
12.50 78.00
17.00 77.00
20.00 76.00
35.50 76.00
37.70 75.40
39.90 74.35
42.00 73.90
44.20 74.35
46.40 75.40
48.60 76.00
90.60 78.00
Results
Wtd. Mannings Coefficient 0.033
Discharge 275.46 cfs
Flow Area 56.52 ftZ
Wetted Perimeter 54.28 ft
Top Width 53.37 ft
Height 3.13 ft
Critical Depth 76.88 ft
Critical Slope 0.016341 ft/ft
Velocity 4.87 ft/s
Velocity Head 0.37 ft
Specific Energy 77.40 ft
Froude Number 0.83
Flow is subcritical.
End Station Roughness
90.60 0.033
Q,oo=273 ?S
r
02/20/02
09:09:18 PM
FlowMaster v5.15
Page 1 of 1

PROPOSED CHANNEL, 100-YEAR EVENT
Cross Section for Irregular Channel
-* 004&-- 06)2
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet PROPOSED #006-002
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.033
Channel Slope 0.011100 ft/ft
Water Surface Elevation 77.03 ft
Discharge 275.46 cfs
78. ------------- ;----------------- ,-------- ,-------- ,----------------- -------
77.5 ------- ?----1------- ---------------'--------'--------'-------- -------i-------J
77.0 ------- '------ ------------------------ •---------- -------- '-------- -------'
76.5 ------ ' ---- ------- 11 ----- -----' ----- ------ '----------- ----- '
- ---- - ------'------- -' r - ----- - ' r - ----- - r - ----- '
-i?-- ? -i
76.0 -------------- - -
v
C
N 75.5 ------ i r ------- r------- i ----- - ?---- -- .-------- r------- r ------- r ------- r' -------4
75.0 ------' -----
74.5 ---------------
---------------•----------------- ------------- -------- -------I-------- •-------a
73.5
0.0 10.0 20.0 30.0 40.0 50.0 60.0
Station (ft)
02/20/02
09:09:29 PM
70.0 80.0 90.0 100.0
FlowMaster v5.15
Page 1 of 1
Is
s
6

EXISTING 100-YEAR W.S.E.
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet EXISTING
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
11
rl
0
Input Data
Channel Slope 0.011900 fUft
Water Surface Elevation 77.23 ft
Elevation range: 72.92 ft to 79.45 ft.
Station (ft) Elevation (ft) Start Station
5.00 78.33 5.00
8.50 77.23
15.00 77.78
16.00 77.79
17.00 77.52
18.00 76.48
19.00 76.20
20.00 76.00
21.50 75.30
23.00 74.99
24.00 75.11
24.80 74.86
25.50 75.00
26.00 73.26
26.10 73.08
26.30 73.06
28.00 72.99
28.70 72.92
29.50 72.97
29.50 73.08
30.10 73.80
31.00 74.38
31.30 74.48
32.00 76.05
43.00 76.32
66.00 76.83
99.00 77.45
119.00 77.79
131.00 78.45
166.00 79.45
Results
Wtd. Mannings Coefficient 0.038
Discharge 273.93 cfs
Flow Area 67.86 ft'
02/20/02
09:05:15 PM
End Station Roughness
166.00 0.038
FlowMaster v5.15
Page 1 of 2

157
EXISTING 100-YEAR W.S.E.
Worksheet for Irregular Channel 41
Wetted Perimeter 73.72 ft
Top Width 70.01 ft
Height 4.31 ft
Critical Depth 76.95 ft
Critical Slope 0.023555 ft/ft
Velocity 4.04 ft/s
Velocity Head 0.25 ft
Specific Energy 77.48 ft
Froude Number 0.72
Flow is subcritical.
•

02/20/02 FlowMaster v5.15
09:05:15 PM Page 2 of 2
Ela
EXISTING 100-YEAR W.S.E.
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\site 6.fm2
Worksheet EXISTING
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.038
Channel Slope 0.011900 ft/ft
Water Surface Elevation 77.23 ft
Discharge 273.93 cfs
r
0

it
•
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- - - - - - - - - - - J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
1 1 1 I 1 1 1 1 I
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1 1 1 I 1 1 1 1 1
I 1 1 1 1 1 1 1 1
72.0 L-
0.0
20.0 40.0 60.0 80.0 100.0
Station (ft)
120.0 140.0 160.0 180.0
02/20/02 FlowMaster v5.15
09:05:31 PM Page 1 of 1
APPENDIX G -
OPTION AGREEMENT AND
DRAFT CONSERVATION EASEMENT
STATE OF NORTH CAROLINA 0-5 AGREEMENT AND
OPTION TO PURCHASE
RICHMOND COUNTY O CONSERVATION EASEMENT
AND ACCESS EASEMENT
THIS AGREEMENT AND OPTION TO PURCHASE CONSERVATION
EASEMENT AND ACCESS EASEMENT (hereinafter, "Option Agreement") is granted this
23 day of Jun c , 2002 by Mr. Charlie Han,.with an address of 2906 Laurel Wood
Drive, Matthews, NC 28105, ("Grantor") to the NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION and its agents, with an address of 1548 Mail Service Center, Raleigh, NC,
27699, (hereinafter "NCDOT").
RECITALS:
A. Grantor is the sole owner of the real property more particularly described in Exhibit
A, attached hereto and made a part hereof ("Grantor's Property").
B. In connection with the NCDOT's Stream Mitigation Project, NCDOT intends to
restore and enhance certain wetlands and stream areas in Richmond County, North
Carolina, including Steely Branch, which runs through a portion of Grantor's
Property.
C. In connection therewith, NCDOT is prepared to pay to Grantor certain consideration
in exchange for Grantor agreeing to allow NCDOT, by and through its agents, to
make certain stream improvements on Grantor's Property and then, to record a
conservation easement and an access easement in favor of NCDOT, or a land trust
designated by NCDOT, in order to protect such wetlands and stream improvements
for future generations.
For and in consideration of $2,500.00 (the "Option Price', the mutual covenants
contained herein, and for other good and valuable consideration, the receipt and sufficiency of
which are hereby acknowledged, Grantor hereby grants to NCDOT an option to purchase the
Conservation Easement and a related Access Easement affecting a portion of Grantor's Property
(the "Option") as more particularly described and defined below, TO HAVE AND TO HOLD
said Option, and Grantor and NCDOT agree as follows:
1. The above Recitals are true, correct, and are incorporated herein by this reference.
2. At the time of execution of this Agreement, NCDOT estimates that the portion of
Grantor's Property that will be affected by the Conservation Easement and the Access
Easement, as both terms are defined below, is generally described in Exhibit B,
attached hereto and made a part hereof. That portion of Grantor's Property that will
be encumbered by the Conservation Easement will be called the "Conservation
Easement Area." That portion of Grantor's Property that will be encumbered by the
Access Easement shall be called the "Access Easement Area." In addition, attached
hereto as Exhibit C and made a part hereof is a preliminary assessment of the
engineering and construction work that would be performed within the Conservation
Easement Area and the Access Easement Area (together with the general description
of the Conservation Easement Area and the Access Easement Area set out in Exhibit
B, the Approximate Conservation Easement and the Access Easement).
3. NCDOT shall have one (1) year from the date of this Option Agreement within
which to finalize its engineering, construction and mitigation plans with respect to the
Conservation Easement Area (the "Final Mitigation Plans") and the Access Easement
Area (the "Final Access Plans") and to provide a copy of the same to Grantor for
Grantor's review. In the event that such Final Mitigation Plans and Final Access
Plans are materially different from the Preliminary Assessment, Grantor shall have
the opportunity to provide comments to NCDOT within thirty (30) days of Grantor's
receipt of the same, time being of the essence, and request certain reasonable changes
from NCDOT, and NCDOT will use commercially reasonable efforts to
accommodate such change requests. In the event that NCDOT is unable to
accommodate such change requests, Grantor shall have the option to terminate this
Agreement and retain the Option Price as consideration for the Option. However, in
the event that the Final Mitigation Plans and the Final Access Plans do not materially
differ from the Preliminary Assessment, NCDOT shall not be required to
accommodate such change requests, and Grantor shall not have the option to
terminate this Agreement. In the event Grantor fails to notify NCDOT of any
comments within such thirty (30) day period, Grantor shall be deemed to have
approved theTinal Mitigation Plans and the Final Access Plans. For purposes of this
Option Agreement, "materially different" shall mean that the changes would prevent
Grantor from using Grantor's remaining Property in the manner used prior to the
performance of the work described in the Final Mitigation Plans and the Final Access
Plans.
4. This Option, if not exercised, shall expire one (1) year from the effective date of this
Agreement (the "Expiration Date"). NCDOT shall notify Grantor whether it intends
to exercise the Option to purchase the Conservation Easement and the Access
Easement prior to the Expiration Date. In the event that NCDOT elects not to
exercise its Option, Grantor shall retain the Option Price as consideration for granting
the Option, and the parties shall have no further obligations to one another hereunder.
5. Prior to the Expiration Date, NCDOT and its agents shall have the right to enter upon
Grantor's Property and to conduct such inspections, surveys, and investigations of the
Conservation Easement Area and the Access Easement Area as NCDOT and its
agents deem necessary in connection with the preparation of the Final Mitigation
Plans and Final Access Plans and the purposes of this Option Agreement. Grantor
agrees to cooperate with NCDOT and its agents by providing reasonable access to the
Conservation Easement Area and the Access Easement Area and to provide such
information concerning the same as Grantor may have in its possession.
6. In the event that NCDOT exercises the Option granted hereunder: (a) Grantor agrees
to execute the Conservation Easement and the Access Easement substantially in the
forms attached hereto as Exhibit D and made a part hereof but, in any event, in
conformity with the Final Mitigation Plans and Final Access Plans (Grantor
acknowledging that certain engineering requirements may cause the Final Mitigation
Plans and the Final Access Plans to deviate somewhat from the Preliminary
Assessment and that these differences may also affect the final form and content of
the Conservation Easement and/or the Access Easement) and (b) Grantor agrees that
NCDOT and its agents may perform the mitigation construction work substantially as
described in the Final Mitigation Plans and the Final Access Plans. The final form of
the Conservation Easement and the Access Easement shall contain descriptions of the
Conservation Easement Area and the Access Easement Area, as applicable, as shown
in the Final Mitigation Plans and the Final Access Plans.
7. In exchange for Grantor's executing and delivering the Conservation Easement and
the Access Easement in conformity with the Final Mitigation Plans and the Final
Access Plans, NCDOT shall pay to Grantor $3,000/acre, (The "Easement Purchase
Price") plus a one-time fence replacement fee. The Easement Purchase Price,
however, shall be reduced by a credit to NCDOT for the Option Price.
8. The closing on the purchase and delivery of the Conservation Easement and the
Access Easement shall occur within sixty (60) days of exercise of the Option
hereunder at a time and place mutually agreeable to the parties. Prior to such closing,
in the event that there are any liens encumbering the Conservation Easement Property
or the Access Easement Property, Grantor shall arrange for its lien holders to
subordinate the priority of the lien to such easements, to the reasonable satisfaction of
NCDOT, and shall deliver such other instruments and documents as may be required
in connection therewith and in order to accomplish the purposes of this Agreement
and the Conservation Easement and the Access Easement. Any agreements
hereunder which by their nature will be performed following closing shall survive
such closing.
9. At the request of NCDOT, Grantor will execute a memorandum of this Option to be
recorded in the Office of the Richmond County Register of Deeds, which
memorandum will set out the names of the parties, the Grantor, the Option, the
description of the Grantor's Property and the expiration date of the Option. This
Option Agreement, itself, shall not be recorded.
10. This Option Agreement contains the entire agreement of the parties with respect to
the subject matter set out herein and supercedes all prior negotiations understandings
and agreements regarding the same. This Option Agreement shall be construed in
accordance with the laws of the State of North Carolina. If any provision of this
Agreement is found to be unenforceable by a court of competent jurisdiction, the
remainder shall continue in full force and effect. Any notices required to be sent
hereunder shall be sent by United States certified mail, return receipt requested, to the
parties at their addresses shown above, or to other addresses as either party
establishes upon notification to the other. Notice shall be deemed given upon receipt
or refusal.
IN WITNESS WHEREOF, the parties hereto have executed this Agreement as of the date set out
below. The later of such dates shall be the effective date of this Agreement.
NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
o p r ---?
O
By:
Title: ASS'TMANAGER OF RIGa nr lyp
Date: 'T 13,1 oZ
GRANTOR:
Y• Z/ /V
Title: 6 S
Date: '? /"3 n 2.
January 18, 2001
Revised October 15, 2003
PERMANENT CONSERVATION EASEMENT
THIS CONSERVATION EASEMENT ("Conservation Easement") made this day of
, 200_ by and between , ("Grantor") and
(Grantee).
The designation Grantor and Grantee as used herein shall include said parties, their
heirs, successors and assigns, and shall include singular, plural, masculine, feminine or neuter
as required by context.
RECITALS
A. WHEREAS, Grantor is the sole owner in fee simple of the property containing
_ acres, more or less, located in Township, County, North Carolina,
and more particularly described in an instrument recorded in Book _, Page _, Name of
County Registry (hereinafter the "Property") and further described in Exhibit A attached
hereto and by this reference incorporated herein; and
B. WHEREAS, Grantor and Grantee have agreed to set aside _ acres of the
Property (as described herein below and hereinafter referred to as the "Conservation
Easement Area"), for the purpose of creating a Conservation Easement; and
C. WHEREAS, the Conservation Easement Area is depicted on a survey dated
revised , entitled
prepared by Skelly and Loy, LLP and further described in
Exhibit B attached hereto and by this reference incorporated herein; and
D. WHEREAS, Grantee is a nonprofit corporation or trust whose purpose is the
conservation of the Conservation Easement Area, and is qualified to be the Grantee of a
conservation easement pursuant to N.C. Gen. Stat. §121-35; and
E. WHEREAS, Grantor and Grantee recognize the conservation, scenic, natural, or
aesthetic value of the Conservation Easement Area in its restored state. The purpose of this
Conservation Easement is to maintain wetland and/or riparian resources and other natural
values of the Conservation Easement Area, and prevent the use or development of the
Conservation Easement Area for any purpose or in any manner that would conflict with the
maintenance of the Conservation Easement Area in its restored natural condition; and
F. WHEREAS, the preservation of the Conservation Easement Area is necessary to
compensate for unavoidable stream and/or wetland impacts authorized by permits issued by
the Department of the Army, Wilmington District Corps of Engineers and due to projects funded
by the North Carolina Department of Transportation (hereinafter "NCDOT"). Grantor and
Grantee agree that third-party rights of enforcement shall be held by the U.S. Army Corps of
- 1 -
Engineers, Wilmington District (Corps, to include any successor agencies), and that these rights
are in addition to, and do not limit, the rights of enforcement under said permit; and
G. WHEREAS, the NCDOT or its authorized representatives, agents, and assigns
intend to perform stream and expansion restoration efforts within the Conservation Easement
Area; and
H. WHEREAS, the NCDOT or its authorized representative, successors, agents,
and assigns intend to enter the Conservation Easement Area following completion of these
restoration construction efforts for purposes of making scientific or educational observations
and studies, taking samples, and restoration monitoring activities.
NOW, THEREFORE, for and in consideration of the covenants and representations
contained herein and for other good and valuable consideration, the receipt and legal
sufficiency of which is hereby acknowledged, Grantor hereby unconditionally and irrevocably
grants and conveys unto Grantee, its heirs, successors and assigns, forever and in perpetuity a
Conservation Easement of the nature and character and to the extent hereinafter set forth, over
the Conservation Easement Area described on Exhibit B, together with the right to preserve and
protect the conservation values thereof, as follows:
ARTICLE I
DURATION OF EASEMENT
This Conservation Easement shall be perpetual. This Conservation Easement is an
easement in gross, runs with the land and is enforceable by Grantee against Grantor, Grantor's
personal representatives, heirs, successors and assigns, lessees, agents and licensees.
ARTICLE II
PROHIBITED AND RESTRICTED ACTIVITIES
Any activity on, or use of, the Conservation Easement Area inconsistent with the
purpose of this Conservation Easement is prohibited. The Conservation Easement Area shall
be preserved in its natural condition and restricted from any development that would impair or
interfere with the conservation values of the Conservation Easement Area.
Without limiting the generality of the foregoing, the following activities and uses are
expressly prohibited, restricted or reserved as indicated hereunder:
A. Disturbance of Natural Features. Any change, disturbance, alteration or
impairment of the natural features, except by Grantee ? ,)ni ov,_jI t,v Corps, of the
Conservation Easement Area or any introduction of non-native plants and/or animal species is
prohibited.
B. Construction. There shall be no constructing or placing of any building, mobile
home, asphalt or concrete pavement, billboard or other advertising display, antenna, utility pole,
tower, conduit, line, pier, landing, dock or any other temporary or permanent structure or facility
on or above the Conservation Easement Area.
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C. Industrial Commercial, and Residential Use. Industrial and/or commercial
activities, including any right of passage used in conjunction with commercial or industrial
activity, are prohibited on the Conservation Easement Area. Residential use of the
Conservation Easement Area is prohibited.
D. Agricultural, Grazing and Horticultural Use. Agricultural, grazing, and
horticultural use of the Conservation Easement Area is prohibited. Grantor shall not graze or
pasture domestic animals on the Conservation Easement Area. Wherever necessary,
construction and maintenance of a fence shall be required as necessary to meet this condition.
E. Vegetation. There shall be no removal, harvesting, burning, destruction,
harming, cutting, or mowing of timber, trees, shrubs, or other vegetation on the Conservation
Easement Area except for the following: (1) as incidental to boundary marking, fencing,
signage and (2) selective cutting and prescribed burning or clearing of vegetation and the
application of mutually approved pesticides for the fire containment and protection, disease
control, and/or control of non-native plants; subject however to the prior approval of the Grantee
and the U.S. Army Corps of Engineers.
F. Roads and Trails. There shall be no construction of roads, trails or walkways on
the Conservation Easement Area, except those areas designated as "Permanent Stream
Crossing" in the design plans for the stream restoration construction
G. Si na e. No signs shall be permitted on or over the Conservation Easement
Area, except the posting of no trespassing signs, signs identifying the conservation values of
the Conservation Easement Area, signs giving directions or prescribing rules and regulations
for the use of the Conservation Easement Area and/or signs identifying the Grantor as owner of
the Conservation Easement Area and Grantee as the holder of Conservation Easement on the
Conservation Easement Area.
H. Dumping or Storage. Dumping or storage of soil, trash, ashes, garbage, waste,
abandoned vehicles, appliances, machinery or hazardous substances, or toxic or hazardous
waste, or any placement of underground or aboveground storage tanks or other materials on
the Conservation Easement Area is prohibited.
1. Excavation, Dredging or Mineral Use. There shall be no grading, filling,
excavation, dredging, mining or drilling; no removal of topsoil, sand, gravel, rock, peat, minerals
or other materials, and no change in the topography of the land in any manner on the
Conservation Easement Area, except to restore natural topography or drainage patterns.
J. Water Quality and Drainage Pattern. There shall be no diking, draining,
dredging, channeling, filling, leveling, pumping, impounding or related activities, or altering or
tampering with water control structures or devices, or disruption or alteration of the restored,
enhanced, or created drainage patterns. In addition, diverting or causing or permitting the
diversion of surface or underground water into, within or out of the easement area by any
means, removal of wetlands, polluting or discharging into waters, springs, seeps, or wetlands,
or use of pesticide or biocides is prohibited.
-3-
K. Development Rights. No development rights that have been encumbered or
extinguished by this Conservation Easement shall be transferred pursuant to a transferable
development rights scheme or cluster development arrangement or otherwise.
L. Vehicles. The operation of mechanized vehicles within the Conservation
Easement Area, including, but not limited to, motorcycles, dirt-bikes, all-terrain vehicles, cars
and trucks is prohibited.
M. Other Prohibitions. Any other use of, or activity on, the Conservation Easement
Area which is or may become inconsistent with the purposes of this grant, the preservation of
the Conservation Easement Area substantially in its natural condition, or the protection of its
environmental systems, is prohibited, unless written approval is provided by Grantee.
ARTICLE III
GRANTOR'S RESERVED RIGHTS
The Grantor expressly reserves for himself, his personal representatives, heirs,
successors or assigns, the right to continue the use of the Conservation Easement Area for all
purposes not inconsistent with this Conservation Easement, including, but not limited to, the
right to quiet enjoyment of the Conservation Easement Area, the rights of ingress and egress,
the right to hunt, fish, and hike on the Conservation Easement Area, the right to sell, transfer,
gift or otherwise convey the Conservation Easement Area, in whole or in part, provided such
sale, transfer or gift conveyance is subject to the terms of, and shall specifically reference, this
Conservation Easement.
ARTICLE IV
GRANTEE'S RIGHTS
The Grantee or its authorized representatives, successors, and assigns shall have the
right to enter the Conservation Easement Area at reasonable times for the purpose of
inspecting said Conservation Easement Area to determine if the Grantor, or his personal
representatives, heirs, successors, or assigns, is complying with the terms, conditions,
restrictions, and purposes of this Conservation Easement. The Grantee shall also have the
right to enter and go upon the Conservation Easement Area for purposes of making scientific or
educational observations and studies, taking samples, and performing
restoration monitoring activities. The easement rights granted herein do not include public
access rights.
ARTICLE V
ENFORCEMENT AND REMEDIES
A. To accomplish the purposes of this Easement, Grantee is allowed to prevent any
activity on or use of the Conservation Easement Area that is inconsistent with the purposes of
this Easement and to require the restoration of such areas or features of the Conservation
Easement Area that may be damaged by such activity or use. Upon any breach of the terms of
this Conservation Easement by Grantor that comes to the attention of the Grantee, the Grantee
shall notify the Grantor in writing of such breach. The Grantor shall have 30 days after receipt
of such notice to correct the conditions constituting such breach. If the breach remains uncured
after 30 days, the Grantee may enforce this Conservation Easement by appropriate legal
proceedings including damages, injunctive and other relief. Notwithstanding the foregoing, the
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Grantee reserves the immediate right, without notice, to obtain a temporary restraining order,
injunctive or other appropriate relief if the breach of the term of this Conservation Easement is
or would irreversibly or otherwise materially impair the benefits to be derived from this
Conservation Easement. The Grantor and Grantee acknowledge that under such
circumstances damage to the Grantee would be irreparable and remedies at law will be
inadequate. The rights and remedies of the Grantee provided hereunder shall be in addition to,
and not in lieu of, all other rights and remedies available to Grantee in connection with this
Conservation Easement. The costs of a breach, correction or restoration, including the
Grantee's expenses, court costs, and attorneys' fees, shall be paid by Grantor, provided
Grantor is determined to be responsible for the breach. The Corps shall have the same right to
enforce the terms and conditions of this easement as the Grantee.
B. No failure on the part of the Grantee to enforce any covenant or provision hereof
shall discharge or invalidate such covenant or any other covenant, condition, or provision
hereof or affect the right to Grantee to enforce the same in the event of a subsequent breach or
default.
C. Nothing contained in this Conservation Easement shall be construed to entitle
Grantee to bring any action against Grantor for any injury or change in the Conservation
Easement Area resulting from causes beyond the Grantor's control, including, without limitation,
fire, flood, storm, war, acts of God or third parties, except Grantor's lessees or invitees; or from
any prudent action taken in good faith by Grantor under emergency conditions to prevent,
abate, or mitigate significant injury to life, damage to Conservation Easement Area or harm to
the Conservation Easement Area resulting from such causes.
ARTICLE VI
MISCELLANEOUS
A. Warranty. Grantor warrants, covenants and represents that it owns the Property
in fee simple, and that Grantor either owns all interests in the Conservation Easement Area
which may be impaired by the granting of this Conservation Easement or that there are no
outstanding mortgages, tax liens, encumbrances, or other interests in the Conservation
Easement Area which have not been expressly subordinated to this Conservation Easement.
Grantor further warrants that Grantee shall have the use of and enjoy all the benefits derived
from and arising out of this Conservation Easement, and that Grantor will warrant and defend
title to the Conservation Easement Area against the claims of all persons.
B. Subsequent Transfers. The Grantor agrees to incorporate the terms of this
Conservation Easement in any deed or other legal instrument that transfers any interest in all or
a portion of the Conservation Easement Area. The Grantor agrees to provide written notice of
such transfer at least thirty (30) days prior to the date of the transfer. The Grantor and Grantee
agree that the terms of this Conservation Easement shall survive any merger of the fee and
easement interests in the Conservation Easement Area or any portion thereof and shall not be
amended, modified or terminated without the prior written consent and approval of the Corps.
C. Assignment. The parties recognize and agree that the benefits of this
Conservation Easement are in gross and assignable provided, however that the Grantee
hereby covenants and agrees, that in the event it transfers or assigns this Conservation
Easement, the organization receiving the interest will be a qualified holder under N.C. Gen.
-5-
Stat. §121-34 et seq. and §170(h) of the Internal Revenue Code, and the Grantee further
covenants and agrees that the terms of the transfer or assignment will be such that the
transferee or assignee will be required to continue in perpetuity the conservation purposes
described in this document.
D. Entire Agreement and Severability. This instrument sets forth the entire
agreement of the parties with respect to the Conservation Easement and supersedes all prior
discussions, negotiations, understandings or agreements relating to the Conservation
Easement. If any provision is found to be void or unenforceable by a court of competent
jurisdiction, the remainder shall continue in full force and effect.
E. Obligations of Ownership. Grantor is responsible for any real estate taxes,
assessments, fees, or charges levied upon the Conservation Easement Area. Grantor shall
keep the Conservation Easement Area free of any liens or other encumbrances for obligations
incurred by Grantor. Grantee shall not be responsible for any costs or liability of any kind
related to the ownership, operation, insurance, upkeep, or maintenance of the Conservation
Easement Area, except as expressly provided herein. Nothing herein shall relieve the Grantor
of the obligation to comply with federal, state or local laws, regulations and permits that may
apply to the exercise of the Reserved Rights.
F. Extinguishment. In the event that changed conditions render impossible the
continued use of the Conservation Easement Area for the conservation purposes, this
Conservation Easement may only be extinguished, in whole or in part, by judicial proceeding.
G. Eminent Domain. Whenever all or part of the Conservation Easement Area is
taken in the exercise of eminent domain so as to substantially abrogate the Restrictions
imposed by this Conservation Easement, Grantor and Grantee shall join in appropriate actions
at the time of such taking to recover the full value of the taking, and all incidental and direct
damages due to the taking.
H. Proceeds. This Conservation Easement constitutes a real Conservation
Easement Area interest immediately vested in Grantee. In the event that all or a portion of this
Conservation Easement Area is sold, exchanged, or involuntarily converted following an
extinguishment or the exercise of eminent domain, Grantee shall be entitled to the fair market
value of this Conservation Easement. The parties stipulate that the fair market value of this
Conservation Easement shall be determined by multiplying the fair market value of the
Conservation Easement Area unencumbered by this Conservation Easement (minus any
increase in value after the date of this grant attributable to improvements) by the ratio of the
value of this easement at the time of this grant to the value of the Conservation Easement Area
(without deduction for the value of this Conservation Easement) at the time of this grant. The
values at the time of this grant shall be the values used, or which would have been used, to
calculate a deduction for federal income tax purposes, pursuant to Section 170(h) of the
Internal Revenue Code (whether eligible or ineligible for such a deduction). Grantee shall use
its share of the proceeds in a manner consistent with the purposes of this Conservation
Easement.
1. Notification. Any notice, request for approval, or other communication required
under this Conservation Easement shall be sent by registered or certified mail, postage prepaid,
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to the following addresses (or such address as may be hereafter specified by notice pursuant to
this paragraph):
To Grantor:
[Name, address and fax number]
To Grantee:
[Name, address and fax number]
To the Corps:
[Name, address and fax number]
J. Failure of Grantee. If at any time Grantee is unable or fails to enforce this
Conservation Easement, or if Grantee ceases to be a qualified grantee, and if within a
reasonable period of time after the occurrence of one of these events Grantee fails to make an
assignment pursuant to this Conservation Easement, then the Grantee's interest shall become
vested in another qualified grantee in accordance with an appropriate proceeding in a court of
competent jurisdiction.
K. Amendment. This Conservation Easement may be amended, but only in a
writing signed by all parties hereto, and provided such amendment does not affect the
qualification of this Conservation Easement or the status of the Grantee under any applicable
laws, and is consistent with the conservation purposes of this grant.
L. Present and Restored Condition of the Conservation Easement Area. The
present and future proposed restoration activities related to the streams, stream corridor, and
other natural characteristics of the Conservation Easement Area and its current use and state
of improvement are described in the Engineer's Design Report dated ,
prepared by Skelly and Loy, LLP and acknowledged by the Grantor and Grantee to be
complete and accurate as of the date hereof. Both Grantor and Grantee have copies of this
report. It will be used by the parties to assure that any future changes in the use of the
Conservation Easement Area will be consistent with the terms of this Conservation Easement.
However, this report is not intended to preclude the use of other evidence to establish the
present condition of the Conservation Easement Area if there is a controversy over its use.
TO HAVE AND TO HOLD unto THE STATE OF NORTH CAROLINA, its successors
and assigns, forever. The covenants agreed to and the terms, conditions, restrictions, and
purposes imposed as aforesaid shall be binding upon Grantor, Grantor's representatives,
successors, and assigns, and shall continue as a servitude running in perpetuity with the
Conservation Easement Area.
IN WITNESS WHEREOF, Grantor has hereunto set his/her hand and seal, or if
corporate, has caused this instrument to be signed in its corporate name by its duly authorized
officers and its seal to be hereunto affixed by authority of its Board of Directors, the day and
year first above written.
GRANTOR
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John L. Landowner
Mary J. Landowner
(Seal)
(Seal)
I, , a Notary Public of County and State of ,
certify that Names of Grantor personally appeared before me this day and acknowledged the
execution of the foregoing instrument. Witness my hand and official stamp or seal, this
day of , 2003.
My Commission Expires:
Notary Public
[Notarial Seal]
STATE OF NORTH CAROLINA
COUNTY OF NAME
The foregoing certificate of
be correct.
Notary Public, is certified to
This _ day of , 2003.
Register of Deeds
This instrument prepared by Skelly and Loy, LLP.
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EXHIBIT A
Legal description of Property: Attach the description from the current Deed Book and
Page to include Map Book and Page or reference to survey, if any. Also include the PIN
NUMBER or TAX MAP IDENTIFICATION NUMBER.
IF APPLICABLE:
Together with the right of ingress, egress, and regress as provided by that certain Access
Agreement provided by and recorded in Book , Page , Name of County Registry.
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EXHIBIT B
Legal Description of the Easement Area may be described by reference to a recorded
survey with a recited Map/Pit Book and Page, which survey has been approved by the
Fund
Or
By a metes and bounds description with reference made to a survey which has been
approved by the Fund.
IF APPLICABLE:
Together with the right of ingress, egress, and regress over, upon, and across the Property to
and from the Easement Area.
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APPENDIX H -
HABITAT ASSESSMENT FIELD DATA SHEET
9.(e P j L3ec1-
DWQ Stream Habitat Evaluation Form
5/99 Revision 4
Habitat Assessment Field Data Sheet
Mountain/ Piedmont Streams
Directions for use of this Assessment: The observer is to survey a minimum of 100 teeters of stream, preferably in an upstream
dir:ction starting above the bridge pool and the road right-of-way. The stream segment which is assessed should represent average
stream conditions. In order to perform a proper habitat evaluation the observer needs to get into the stream. All meter readings
need to be performed prior to walking the stream. When working the habitat index, select the description which best fits the
observed habitats and then circle the score. If the observed habitat falls in between two descriptions, select an intennediate score.
Th.-re are eight different metrics in this index and a final habitat score is determined by adding the results from the different
metrics. t?e! 0 dl .
Streamq4r? ?Mt Location/Road r.owUen "&)(- County F- U^ ~j
?llC?
Date I` CC# Basin Y?P(GN+ `« 'f<< Subbasin gfIC61
Observer(s) L I: Office Location U -Agency &U0 L 4 ? -
Type of Study: Fish Benthos Basinwide Special Study (Describe) 4A
Latitude Longitude Ecoregion (circle one) MT/ PJ Distance Surveyed meters
Physical Characterization: Land use refers to immediate area that you can see from sampling location - include what you
sec driving thru the watershed in the remarks section. Also use the remarks section for such descriptions as "deeply
incised" or "exposed bedrock" or other unusual conditions.
Land use: Forest % Active Pasture % Active Crops _% Fallow Fields,?.5'-% Commercial-,20_%
Industrial l0% Residential 20 % Other ,24 %-Describe:
Width: (meters) Stream- Channel Average Stream Depth: (in)k- VelocitYAS IA nVsec
.?low conditions (circle one): High Nonna Low
Vlamnade Stabilization: Y[ ] N[ ] Describe:
Water Quality: Temperature_,fS °1Z Dissolved Oxygen mg/l Conductivity mhos/cm pH
'Turbidity: (circle) Clear ??/1 Slighttll?y, Turbid Turbid a c
Weather Conditions: FF Jc•4nrA.
is -? DV?L ( I /) [Photo #
Remarks:-A(o ? I/1Gk? ?[w?? r Cdl [S /71? 1.Q? l?v 610M . 06
tTeUt?( t Lw Dh b?.? c t.r s ? FCaCJ,
The Inlernal Technical Guide far Stream Work in North Carolina
1. Channel Modification (Use topo map as an additional aid for this parameter) Score
A. channel natural, frequent bends (good diversity of bends or falls) ................................................... 5
B. channel natural, infrequent bends ..................................................................................................... 4
C. some channelization present ............................................................................................................. 3
D. more extensive channelization, >40% of stream disrupted ...............................................................
E. no bends, completely channelized or rip rapped or gabioned, etc ...................................................
Remarks Subtotal z-
11. 1nstream Habitat: Consider the percentage of the reach that is favorable for benthos colonization or fish cover.
Circle the habitats which occur- (Rocks) (Macrophytes) (sticks and leaf packs) (snags and logs) (undercut banks or root
mats) Definition: leafpacks consist of older leaves that are packed together and have begun to decay. Piles of leaves in pool
areas are not considered leaf packs. EXAMPLE: If >70% of the reach is rocks, 1 type is present, circle the score of 17.
AMOUNT OF REACH FAVORABLE FOR COLONIZATION OR COVER
>70% 40-70% 20-40% <20%
Score Score Score Score
4 or 5 types present ................. 20 16 12 8
3 types present ......................... 19 15 11
2 types present .................... 18 14 10 6
1 type present ........................... 17 13 9 5
No types present ........................... 0 6
Remarks Subtotal
111. Bottom Substrate (silt, sand, detritus, gravel, cobble, boulder) look at entire reach for substrate scoring, but only look
at riffle for embeddedness.
A. substrate with good mix of gravel cobble and boulders Score
1. embeddedness <20% (very little sand, usually only behind large boulders) ......................... 15
2. embeddedness 20-40% .......................................................................................................... 12
3. embeddedness 40-80% ......................................................................................................... 8
4. embeddedness >80% ............................................................................................................ 3
B. substrate gravel and cobble
1. embeddedness <20% ............................................................................................................ 14
2. embeddedness 20-40% ......................................................................................................... 11
3. embeddedness 40-80% .......................................................................................................
4. embeddedness >80% ............................................................................................................ 2
C. substrate mostly gravel
1. embeddedness <50% ............................................................................................................ 8
2. embeddedness >50% ............................................................................................................ 2
D. substrate homgeneous
1. substrate nearly all bedrock ................................................................................................... 3
2. substrate nearly all sand ........................................................................................................ 3
3. substrate nearly all detritus .................................................................................................... 2
4. substrate nearly all silt/ clay .................................................................................................. I
Remarks Subtotal
The Internal Technical Guide for Stream Work in Norlh Carolina
IV. Pool Variety Pools are areas of deeper than average maximum depths with little or no surface turbulence. Water velocities
associated with pools are always slow. Pools may take the form of "pocket water", small pools behind boulders or obstructions, in
large high gradient streams.
A. Pools present Score
1. Pools Frequent (>30% of 100tn area surveyed)
a. variety of pool sizes ........................................................................................................ 10
b. pools same size ................................................................................................................ 8
2. Pools Infrequent (<30% of the 100m area surveyed)
a. variety of pool sizes ......................................................................................................... 6
b.pools same size .................................................................................................................
B. Pools absent (row
1. Runs present ....................................................................................................................................
I Rime nhcent n
Uia.I
V. Riffle Habitats
Total 3
Riffles Frequent Riffles Infrequent
Score Score
A. well defined riffle and run, riffle as wide as stream and extends 2X width of stream..... 16 12
B. riffle as wide as stream but riffle length is not 2X stream width ..................................... 14 7
C. riffle not as wide as stream and riffle length is not 2X stream width ...............................0 3
D. riffles absent ........................................................................................................................0
Subtotal
VI. Bank Stability and Vegetation
Lefl Bank Rt. Bank
Score 50-1:9
A. Banks stable
1. no evidence of erosion or bank failure, little potential for erosion ................................... 7 7
B. Erosion areas present
1. diverse trees, shrubs, grass; plants healthy with good root systems ................................ 6 6
2. few trees or small trees and shrubs; vegetation appears generally healthy ...................... ® /5?
3. sparse vegetation; plant types and conditions suggest poorer soil binding ....................... 3 COY
4. mostly asses, few if any trees and shrubs, high ersosion and failure potential at high flow 2 2
5. no bank vegetation, mass erosion and bank failure evident ............................................ 0 0 gg
Total 0
VII. Light Penetration (Canopy is defined as tree or vegetative cover directly above the stream's surface. Canopy would block
out sunlight when the sun is directly overhead).
Score
A. Stream with good shading with some breaks for light penetration ............................................. 10
B. Stream with full canopy - breaks for light penetration absent ..................................................... 8
C. Stream with partial shading - sunlight and shading are essentially equa .................................... 7
D. Stream with minimal shading - full sun in all but a few areas .......................................................
G. No shading .................................................................................................................................. 0
?W Ott 64 (/1" 4fAfdr Who C'11 Pk> bol (SvIL Riihtntgl Z
The Internal Technical Guide fnr Stream Work in North Carolina
Vill. Riparian Vegetative Zone Width
Definition: A break in the riparian zone is any area which allows sediment to enter the stream. Breaks refer to the near-stream
portion of the riparian zone (banks); places where pollutants can directly enter the stream.
Lft. Bank Rt. Bank
Score Score
A. Riparian zone intact (no breaks)
5
1. zone width > 18 meters ................................................................ ..................... 5 44
2. zone width 12-18 meters ..............................................................
3. zone width 6-12 meters ............................................................... ..................... 4
...................... Y Z
4. zone width < 6 meters .................................................................. ....................
B. Riparian zone not intact (breaks)
1. breaks rare
4 4
a. zone width > 18 meters ................................................. ........................ 3
b. zone width 12-18 meters ............................................... ........................ 3 2
c. zone width 6-12 meters ................................................. ...................... 2 1
d. zone width < 6 meters ................................................... ...................... 1
2. breaks common
3
3
a. zone width > 18 meters ................................................. ........................ 2
b. zone width 12-18 meters ...............................................
C. zone width 6-12 meters ................................................. ....................... O2
......................

d. zone width < 6 meters ................................................... 0
......................

T otal
TOTAL SCORE qq
5/99 Revision 4
The Internal Technical Guide for Stream Work in North Carolina