20061168 Ver 2_Mitigation Plans_20071220

WN;t
Wetland and Natural Resource
Consultants
Amanda Jones

Mr. Eric Kulz
USACE, Asheville Regional Office NC Division of Water Quality
151 Patton Avenue, Room 208 2321 Crabtree Blvd, Sate 250
Asheville, NC 28801 Raleigh, NC 27604
RE: Carolinas Golf Club, Charlotte, Mecklenburg County, NC
Stream Mitigation Plan
Action ID. 2006-32285-360
DWQ# 06-1168 V2
Attached please find the stream mitigation plan for the Carolina Golf Club. The plan was
prepared by Backwater Environmental and Axiom Environmental, Inc, their respective
contact information can be found on the plan's cover.
Carolina Golf has mitigated for all hard stream impacts associated with the construction
of the dam through payment into the NC Ecosystem Enhancement Program. Please feel
free to contact the EEP regarding the payment.
Finally, I would like to remind you that the attached plan represents stream mitigation for
the flooding impacts. The Corps of Engineers has allowed for the on-site mitigation for
the flooding due to the highly degraded nature of the streams. All mitigation is
occurring on streams that currently flow through the golf course. Due to site constrains
the plan depicts the widest buffers allowable, and as such, the Corps modified mitigation
ratios to compensate for the losses.
ti
; .. :
Please call me at 336 / 406-0906 with any questions that you might have.
y thanks,
#is Huys an
Cc: Alan Johnson, Mooresville Regional Office O DEC n07

Sparta Office
3674 Pine Swamp Road
Sparta, NC 28765
[phone] Fax
STREAM MITIGATION PLAN
CAROLINA GOLF CLUB
CHARLOTTE, MECKLENBURG COUNTY, NORTH CAROLINA
Prepared for:
UNITED STATES ARMY CORPS OF ENGINEERS AND
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
And
CAROLINA GOLF CLUB, INC.
2415 Old Steel Creek Road
Charlotte, North Carolina 27208
Prepared by:
And
Axiom Environmental, Inc.
Backwater Environmental
P.O. Box 1654
Axiom Environmental, Inc.
2126 Rowland Pond Drive
964 East Street, Suite 204 Willow Spring, North Carolina 27592
Pittsboro, North Carolina 27312
And
Wetland and Natural Resource Consultants, Inc.
P.O. Box 224
Newton, N.C. 28658
[phone]
December 2007
EXECUTIVE SUMMARY
The Carolina Golf Club stream restoration project will provide compensatory mitigation to offset
stream impacts associated with construction of an impoundment within the golf club property.
Site mitigation activities will provide a total of 3176 linear feet of stream mitigation within three
stream systems located on the golf course. The golf course is situated in an urban area of
downtown Charlotte east of the Charlotte Douglas International Airport (Figure 1). The Site is
located in United States Geological Survey (USGS) Hydrologic Unit (HU) and Targeted Local
Watershed 03050103020020 (North Carolina Division of Water Quality [NCDWQ] Subbasin 03-
08-34) of the Catawba River Basin and will service permitted golf club impacts within USGS 8-
digit HU 03050103 (Figure 2).
Approximately 2155 linear feet of stream restoration/enhancement and 1021 linear feet of
stream preservation will be developed. In addition, A 6.8-acre riparian buffer area will be
conserved on the Site to manage the mitigation activities. These stream corridors are contained
within upstream and downstream of the impoundment. Under existing conditions, Site streams
are characterized by straightened, incised, and unstable G-, F-, and E-type reaches. Land
manipulations such as clearing of riparian vegetation, relocation, dredging, straightening, and
culverting of the streams have resulted in habitat loss, water quality concerns, and unstable
stream and riparian characteristics. Additional stream impacts include bank collapse and
erosion, channel incision, changes in stream power and sediment transport, and loss of
characteristic riffle/pool complex morphology.
Restoration activities will restore historic stream functions, which existed onsite prior to
straightening and rerouting of stream channels associated with golf course construction and
maintenance. Construction of meandering, E/C-type and Be-type stream channels is proposed
for this project based on reference stream characteristics and existing valley slopes. Three
unnamed tributaries to Reedy Creek located in Reedy Creek District Park, approximately 10
miles northeast of the Site in Mecklenburg County, were utilized as reference reaches.
This plan details stream restoration and construction parameters along with a vegetation
planting plan, monitoring plan, success criteria, and contingency plans, if required. Success of
the project will be based on success criteria set forth under each of the monitored parameters
outlined in this document.
?? S3 S l . 3?
Detailed Restoration Plan Executive Summary page 1
Carolina Golf Club Stream Restoration Site
•
•
•
•
Table of Contents
1.0 INTRODUCTION ............................................................................................................. 1
2.0 METHODS .................................................................................................... .................. 2
3.0 EXISTING CONDITIONS .............................................................................. .................. 6
3.1 Physiography, Topography, and Land Use ........................................... .................. 6
3.2 Soils ...................................................................................................... ..................7
3.3 Plant Communities ................................................................................ .................. 7
3.4 Hydrology ............................................................................................. .................. 9
3.4.1 Drainage Area ..................................................................................... .................. 9
3.4.2 Discharge ........................................................................................... .................. 9
3.5 Stream Characterization ....................................................................... .................10
3.5.1 Stream Geometry and Substrate ......................................................... .................11
3.6 Stream Power, Shear Stress, and Stability Threshold ........................... .................11
3.6.1 Stream Power ..................................................................................... .................11
3.6.2 Shear Stress ........................................................................................................12
3.6.3 Stream Power and Shear Stress Methods and Results ........................ ................13
4.0 REFERENCE STUDIES ................................................................................. ................15
4.1 Reference Channels ..............................................................................................15
4.2 Reference Forest Ecosystems ...............................................................................19
5.0 RESTORATION PLAN ................................................................................... ................20
5.1 Stream Restoration ................................................................................ ................20
5.1.1 Reconstruction on New Location .......................................................... ................20
5.1.2 In-Stream Structures ............................................................................ ................28
5.1.3 Bioretention BMP Wetland Improvements ............................................ ................28
5.2 Stream Enhancement ............................................................................ ................28
5.3 Stream Preservation .............................................................................. ................32
5.4 Plant Community Restoration ................................................................ ................32
5.5 Planting Plan ......................................................................................... ................35
6.0 MONITORING PLAN ...................................................................................... ................36
6.1 Stream Monitoring ................................................................................. ................36
6.2 Stream Success Criteria ........................................................................ ................37
6.3 Vegetation Monitoring ............................................................................ ................37
6.4 Vegetation Success Criteria ................................................................... ................38
6.5 Contingency ........................................................................................... ................38
7.0 REF ERENCES ............................................................................................... ................39
Appendices
Appendix A Table Of Morphological Stream Characteristics
Appendix B Existing and Reference Stream Data
Appendix C Bankfull Verification Data
Detailed Restoration Plan
Carolina Golf Club Stream Restoration Site
Table of Contents page i
List of Figures
Figure 1 Site and Reference Location
Figure 2 USGS Cataloging Unit Map
Figure 3 Topography and Drainage Area
Figure 4 Existing Conditions
Figure 5A Reedy Creek Reach 1 Reference Dimension, Pattern, and Profile
Figure 5B Reedy Creek Reach 2 Reference Dimension, Pattern, and Profile
Figure 5C Reedy Creek Reach 3 Reference Dimension, Pattern, and Profile
Figure 6 Restoration Plan Sheet Layout
Figures 6A-6E Restoration Plan
Figure 7 Proposed Dimension, Pattern, and Profile
Figures 8A-C Typical Structure Details
Figures 9A-B Planting Plan
List of Tables
Table 1. USDA Soils Mapped within the Site ............................................................................. 7
Table 2. Reference Reaches 1, 2, and 3 Bankfull Discharge Analysis .....................................10
Table 3. Stream Power (K2) and Shear Stress (z) Values ..........................................................14
Table 4. Reference Forest Ecosystem .....................................................................................19
Table 5. Planting Plan ..............................................................................................................36
Tables 6A-6B. Existing, Reference, and Proposed Morphology Tables Appendix A
Detailed Restoration Plan Table of Contents page ii
Carolina Golf Club Stream Restoration Site
STREAM MITIGATION PLAN
CAROLINA GOLF CLUB
MECKLENBURG COUNTY, NORTH CAROLINA
1.0 INTRODUCTION
The Carolina Golf Club Stream Restoration Site (Site) will provide onsite compensatory
mitigation to offset stream impacts associated with construction of an impoundment within the
golf club property. The Site is located between downtown Charlotte, North Carolina, and the
Charlotte Douglas International Airport (Figure 1). Site mitigation activities will provide 2155
linear feet of stream restoration/enhancement and 1021 linear feet of stream preservation. The
Site is located in United States Geological Survey (USGS) Hydrologic Unit (HU) and Targeted
Local Watershed 03050103020020 (North Carolina Division of Water Quality [NCDWQ]
Subbasin 03-08-34) of the Catawba River Basin and will service permitted golf club impacts
within USGS 8-digit HU 03050103 (Figure 2).
This document details planned stream mitigation activities on the Site. A 6.8-acre riparian
conservation area will be managed to incorporate all mitigation activities. The project will
provide compensatory mitigation for stream impacts associated with an impoundment
constructed primarily for irrigation purposes within the golf course. This project is intended to
fulfill United States Army Corps of Engineers (USACE) individual permit requirements for the
golf course improvements.
Five reaches of unnamed tributaries (UTs) to Irwin Creek are targeted for mitigation use. The
drainage basin size encompasses approximately 0.5 square mile at the Site outfall. The
watershed is characterized by golf course property and scattered forest land with high-density
residential and commercial development and impervious surfaces along the outer perimeter of
the watershed (Figure 3). Land manipulations such as clearing of riparian vegetation and the
relocation, dredging, straightening, and culverting of streams have resulted in habitat loss, water
quality concerns, and unstable stream and riparian characteristics.
The purpose of this plan is to outline a detailed restoration plan for stream restoration activities.
The objectives of this study include the following.
• Classify onsite streams based on fluvial geomorphic principles.
• Identify a suitable reference forest and stream to model Site restoration attributes.
• Develop a detailed plan of stream restoration activities within the 6.8-acre riparian
conservation boundary.
• Establish success criteria and a method of monitoring the Site upon completion of
restoration construction.
Site restoration efforts will result in the following.
• Restore/enhance 2155 linear feet of stream within four reaches of UTs to Irwin Creek
(Reaches 4, 7, 16, and 11/13). These reach numbers have been assigned, for clarity
with golf course designers, to correspond to the nearest golf course hole.
• Preserve 1021 linear feet of stream within a reach of an UT to Irwin Creek (Reach 8).
Detailed Restoration Plan page 1
Carolina Golf Club Stream Restoration Site
• Revegetate approximately 4.46 acres of floodplain adjacent to restored streams with
native species.
The primary goals of this stream project focus on improving water quality, enhancing flood
attenuation, and restoring aquatic and riparian habitat and will be accomplished by:
1. Elevating and reconnecting stream channels and overbank flows to active floodplains
within the conservation areas.
2. Encouraging wetland habitat and vegetation roughness within the stream channels and
on the restored floodplains to provide detention and to attenuate storm runoff into
downstream waters.
3. Establishing in-stream and floodplain habitat for urban wetland species, including those
that assist in controlling mosquito populations (ex: mosquito fish, tadpoles, toads,
anoles, small mammals, purple martin, waterfowl, etc.).
4. Restoring and managing the conservation buffers for dense, herb, shrub, and understory
dominated bottomland species (for maximum vegetation roughness and golf course line-
of-sight requirements).
5. Preventing nonpoint sources of pollution including broadcast fertilizer, pesticides, and
other chemicals from entering the conservation buffers, streams, and downstream
waters.
6. Reducing sedimentation within the Site and downstream receiving waters by reducing
vegetation maintenance and providing a vegetative buffer adjacent to Site streams.
7. Reestablishing stream stability and the capacity to transport watershed flows and
attenuate sediment loads by restoring stable dimension, pattern, and profile supported
by natural in-stream habitat.
8. Improving aquatic habitat by removing culverts and enhancing stream bed variability
through the use of in-stream structures.
9. Providing wetland and wildlife habitat within a highly dissected area developed for urban
land uses.
10. Manage the streams and riparian buffers in perpetuity, concurrent with golf course
activities.
This document represents a detailed mitigation plan summarizing activities proposed within the
Site. The plan includes 1) descriptions of existing conditions; 2) reference stream and forest
studies; 3) restoration plans; and 4) Site monitoring and success criteria.
2.0 METHODS
Natural resources information was obtained from available sources including USGS 7.5-minute
topographic quadrangle (Charlotte West, North Carolina), topographic mapping (2-foot
contours), Google Earth imagery, Natural Resources Conservation Service (NRCS) soil
surveys, and recent Mecklenburg County aerial photography to evaluate existing landscape,
stream, and soil information prior to onsite inspections.
Detailed Restoration Plan page 2
Carolina Golf Club Stream Restoration Site
Directions to the Site
Take 1-85 to 1-77/US-21 and travel 4.1 miles
From 1-77/US21 take exit 9 ?800 I
Merge onto Wilkinson Blvd./US-74W (exit 9C)
Travel for 2 miles and turn left on Old Steele Creek Road
Travel for 0.5 mile
Site is on Left at Rod Iron Gate (2415 Old Steele Creek Rd)
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Sept 2007

"' '• Project:
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[phone]
[phone] (fax) Dwn. B VGL

Dat
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Sept 2007 FIGURE
ti
Mecklenburg County, North Carolina
Project:
07-014

•
• Three reaches of Reedy Creek located approximately 10 miles northeast of the Site (Appendix
A) and other offsite streams were utilized to obtain reference data. Reference stream and
. floodplain systems were identified and measured in the field to quantify stream geometry,
substrate, and hydrodynamics to orient the channel reconstruction design. Stream pattern,
dimension, and profile under stable environmental conditions were measured along reference
S stream reaches and applied to degraded reaches within the Site. Reconstructed stream
• channels and hydraulic geometry relationships have been designed to mimic stable channels
. identified and evaluated in the region. Stream characteristics and detailed restoration plans
were developed according to constructs outlined in Rosgen (1996), Dunne and Leopold (1978),
. Harrelson et al. (1994), Chang (1988), and State of North Carolina Interagency Stream
Mitigation Guidelines (USACE et al. 2003).
Characteristic and target natural community patterns were classified according to Schafale and
Weakley's, Classification of the Natural Communities of North Carolina (1990). Plant
communities were delineated and described by structure and composition.
Detailed field investigations were conducted during October 2007, including generation of Site
channel cross-sections, profiles, and plan-views; valley cross-sections; and mapping of onsite
resources.
3.0 EXISTING CONDITIONS
3.1 Physiography, Topography, and Land Use
The Site is located within the Charlotte and Milton Belts geologic formation within the Southern
Piedmont ecoregion of North Carolina. This hydrophysiographic region is underlain by the
metamorphosed granitic rocks characterized by moderately dissected, irregular plains with low
to moderate gradient streams (Griffith 2002). This region is characterized by moderately high
rainfall with precipitation averaging approximately 43 inches per year. This hydrophysiographic
region extends over a broad portion of the central North Carolina Piedmont from Greensboro to
the east and west to the base of the Blue Ridge Province. Reference stream attributes, used to
guide the stream mitigation design, have been developed within the targeted
hydrophysiographic region for this project.
The Site encompasses UTs to Irwin Creek located upstream and downstream of the
constructed irrigation pond. Site reaches are first- and second-order, bank-to-bank stream
systems, that been impacted by the relocation, dredging, straightening, and culverting of the
channels. Approximate watershed areas are depicted in Figure 3 and range from 0.07 to 0.5
square mile in size. Although the Site is surrounded by urban land and extensive impervious
areas, Site drainage areas are largely encompassed within the golf course property. Impervious
surfaces account for 25 percent of the land surface area. The golf course is primarily
characterized by maintained grass surfaces with interspersed forest patches. Based on
topographic mapping developed for this project, valley slopes range from 0.0159 to 0.0254 on
restoration/enhancement reaches (1.5% to 2.5% slope). Stream channels are dominated by
sand, silt, and gravel beds in upper watershed reaches to gravel, cobble, and bedrock
dominated beds in the lower watershed reaches.
Detailed Restoration Plan page 6
Carolina Golf Club Stream Restoration Site
3.2 Soils
Soils that occur within the Site, according to the online Web Soil Survey
(http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx) are described in Table 1. Due to
the relatively small watershed size, soils indicative of well developed (broad, flat) floodplains do
not occur along the project streams
Table 1. US DA Soils Ma ed within the Site
Soil Series Hydric
Status Family Description
This series is located adjacent to Reaches 7, 8, and
11/13* and consists of eroded, well-drained, moderately
Cecil sandy
Nonhydric Typic permeable soils on ridges and side slopes of Piedmont
clay loam Kanhapludults uplands. Slopes are generally between 8 and 16
percent. Depth to the seasonal high water table occurs
at greater than 80 inches.
This series is located adjacent to Reaches 4 and 16*
and consists of well-drained, moderately permeable
Cecil-Urban Nonhydric Typic soils on ridges and side slopes of Piedmont uplands.
Land Kanhapludults Slopes are generally between 8 and 16 percent. Depth
to the seasonal high water table occurs at greater than
Winches.
*See Figure 4 for locations of each stream reach.
3.3 Plant Communities
Distribution and composition of plant communities reflect landscape-level variations in
topography, soils, hydrology, and past or present land use practices. Two plant communities
have been identified on the Site: 1) maintained greens and 2) forest (Figure 4).
Maintained greens are grassed areas regularly maintained by the golf course. Small forest
patches are located within the Site (Figure 4). This community is characterized by a canopy
layer consisting of sweetgum (Liquidambar styraciflua), tulip poplar (Liriodendron tulipifera), red
maple (Acer rubrum), green ash (Fraxinus pennsylvanica), pignut hickory (Carya glabra),
mockernut hickory (Carya tomentosa/alba), shagbark hickory (Carya ovata), American
sycamore (Platanus occidentalis), hackberry (Celtis laevigata), black cherry (Prunus serotina),
river birch (Betula nigra), cottonwood (Populus sp.), American elm (Ulmus americana), and
American beech (Fagus grandifolia). The understory consists of species listed above as well as
Japanese honeysuckle (Lonicera japonica), greenbrier (Smilax sp.), Chinese privet (Ligustrum
sinense), and poison ivy (Toxicodendron radicans).
Detailed Restoration Plan page 7
Carolina Golf Club Stream Restoration Site

Dwn• B : FIGURE
2126 RoWand Pond Dr- EXISTING CONDITIONS WGL
5-16 NC 27592 CAROLINA GOLF CLUB MITIGATION SITE Date-
) 21157693
(919 Sept 2007
(91 9) 341-3839 (fax) Mecklenburg County, North Carolina
Project:
07-014
3.4 Hydrology
3.4.1 Drainage Area
The Site drainage area encompasses approximately 0.5 square mile at the downstream outfall.
The watershed is characterized by golf course property and scattered forest land with high-
density residential / commercial development and impervious surfaces along the outer perimeter
of the watershed (Figure 3). The Site is located in USGS HU and Targeted Local Watershed
03050103020020. Site UTs drain to a section of Irwin Creek which has been assigned Stream
Index Number 11-137-1 and a Best Usage Classification of C (NCDWQ 2007)
3.4.2 Discharge
Discharge estimates for the Site utilize an assumed definition of "bankfull" and the return interval
associated with that bankfull discharge. For this study, the bankfull channel is defined as the
channel dimensions designed to support the "channel forming" or "dominant" discharge (Gordon
et al. 1992). Based on Piedmont regional curves (Harman et al. 1999), the bankfull discharge
for a 0.5-square mile watershed is expected to average 54 cubic feet per second (CFS), which
is expected to occur approximately every 1.3 to 1.5 years (Rosgen 1996, Leopold 1994).
Based on available Piedmont regional curves, the bankfull discharge for the Reedy Creek
Reference Reaches 1-3 is approximately 14.4, 11.7, and 19.3 CFS, respectively (Harman et al.
1999). The USGS regional regression equation for the Rural Piedmont region indicates that
bankfull discharge for the reference reaches at a 1.3 to 1.5 year return interval of 12.5-17, 10-
12, and 16-20 CFS, respectively and for the Urban Piedmont region indicates a bankfull
discharge for reference reaches of 50-57.5, 40-47, and 70-80 CFS, respectively (USGS 2003).
Rural Piedmont regression calculations of bankfull discharge are similar to estimates based on
field indicators and regional curves, while Urban Piedmont calculations are well-above
estimates based on field indicators and regional curves, as discussed below (plots are included
in Appendix C). In addition, a stream roughness coefficient (n) was estimated using a version of
Arcement and Schneider's (1989) weighted method for Cowan's (1956) roughness component
values and applied to the following equation (Manning 1891) to obtain a bankfull discharge
estimate.
Qbkf = [1.486/n] * [A*R213*Sv2]
where, A equals bankfull area, R equals bankfull hydraulic radius, and S equals average water
surface slope. The Manning's "n" method indicates that bankfull discharge for the reference
reaches average approximately 4.6, 1.9, and 3.9 CFS, respectively, which is well-below
estimates based on field indicators of bankfull and regional curves, as discussed below.
Field indicators of bankfull and riffle cross-sections were utilized to obtain an average bankfull
cross-sectional area for the reference reaches. The Piedmont regional curves were then
utilized to plot the watershed area and discharge for the reference reach cross-sectional area.
Field indicators of bankfull approximate an average discharge of 19.2, 10.9, and 16.2 CFS,
respectively for Reaches 1-3, which is approximately 134 percent, 94 percent, and 84 percent of
that predicted by the Piedmont regional curves.
Detailed Restoration Plan page 9
Carolina Golf Club Stream Restoration Site
Based on the above analysis of methods to determine bankfull discharge, proposed conditions
at the Site will be based on Piedmont regional curves; an average of the three reference
reaches resulted in an area 104 percent of the size indicated by Piedmont regional curves.
Table 2 summarizes all methods analyzed for estimating bankfull discharge.
Table 2. Reference Reaches 1.2. and 3 Bankfull Discharge Analysis

Method Watershed Area
(square miles Return Interval
(years) Discharge
cfs)
Reed Creek Reference Reach 1
Piedmont Regional Curves
Harmen et al. 1999
0.08
1.3-1.5
14.4
Rural Piedmont Regional Regression Model
USGS 2003
0.08
1.3-1.5
12.5 - 17
Urban Piedmont Regional Regression Model
USGS 2003
0.08
1.3-1.5
50 - 57.5
Mannin 's "n" using Cowan's Method 1956 0.08 NA 4.6
Field Indicators of Bankfull 0.08 1.3-1.5 19.2
Reed Creek Reference Reach 2
Piedmont Regional Curves
Harmen et al. 1999
0.06
1.3-1.5
11.7
Rural Piedmont Regional Regression Model
USGS 2003
0.06
1.3-1.5
10 - 12
Urban Piedmont Regional Regression Model
USGS 2003
0.06
1.3-1.5
40 - 47
Mannin 's "n" using Cowan's Method 1956 0.06 NA 1.9
Field Indicators of Bankfull 0.06 1.3-1.5 10.9
Reed Creek Reference Reach 3
Piedmont Regional Curves
Harmen et al. 1999
0.12
1.3-1.5
19.3
Rural Piedmont Regional Regression Model
USGS 2003
0.12
1.3-1.5
16 - 20
Urban Piedmont Regional Regression Model
USGS 2003
0.12
1.3-1.5
70 - 80
Mannin 's "n" using Cowan's Method 1956 0.12 NA 3.9
Field Indicators of Bankfull 0.12 1.3-1.5 16.2
3.5 Stream Characterization
Stream characterization is intended to orient stream restoration based on a classification
utilizing fluvial geomorphic principles (Rosgen 1996). This classification stratifies streams into
comparable groups based on pattern, dimension, profile, and substrate characteristics. Primary
components of the classification include degree of entrenchment, width-to-depth ratio, sinuosity,
channel slope, and stream substrate composition. Existing Site reaches are classified as
entrenched F-, G-, and E-type streams. Each stream type is modified by a number 1 through 6
(e. g., E5), denoting a stream type which supports a substrate dominated by 1) bedrock, 2)
boulders, 3) cobble, 4) gravel, 5) sand, or 6) silt/clay.
Detailed Restoration Plan page 10
Carolina Golf Club Stream Restoration Site
•
•
i
•
3.5.1 Stream Geometry and Substrate
Locations of existing stream reaches are depicted in Figure 4. Stream geometry measurements
under existing conditions are summarized in Appendix B and the Tables of Morphological
Stream Characteristics in Appendix A. The Site is characterized by unstable dredged,
straightened, and culverted F-, G-, and E-type streams. The reference reaches exhibit sinuous,
E-type and B-type channels and are discussed in more detail in Section 4.1.
Dimension: Site streams have been dredged, straightened, and culverted and are classified as
unstable F-, G-, and E-type reaches. Cross-sectional areas of the channels currently range
from 8.3 to 71.6 square feet (compared to 5.9 to 7.0 square feet predicted by this study).
Incision of the channels is indicated by bank-height ratios averaging 2.5 to 3.0 up to as high as
4.9. The channels are currently characterized by eroding banks as the channels attempt to
enlarge to a stable cross-sectional area. The channels will develop through an evolutionary
process by continuing to widen laterally until the channels are wide enough to support stable C-
type or E-type channels at a lower elevation and the original floodplain is no longer subject to
regular flooding.
Pattern: Straightening of the channels have resulted in a loss of pattern variables such
as belt-width, meander wavelength, pool-to-pool spacing, and radius of curvature. The
channels are currently characterized by low sinuosities of 1.07 to 1.11 (thalweg
distance/straight-line distance) with no distinct repetitive pattern of riffles and pools are present.
Profile: The average water surface slope for the dredged and straightened reaches
measures 0.0138 for Reach 16, 0.0231 for Reach 4, and 0.0149 for Reach 11/13 (rise/run).
These values are nearly equal to the valley slopes (0.0159, 0.0254, and 0.0164, respectively).
Typically, dredging and straightening will oversteepen a channel reducing channel length over a
particular drop in valley slope, as is depicted in this case. In addition, dredging and
straightening channels disturbs perpendicular flow vectors that maintain riffles and pools,
resulting in headcuts, oversteepened riffles, and loss of pools.
Substrate: Channel substrate is characterized by silt- and sand-sized.
3.6 Stream Power, Shear Stress, and Stability Threshold
3.6.1 Stream Power
Stability of a stream refers to its ability to adjust itself to in-flowing water and sediment load.
One form of instability occurs when a stream is unable to transport its sediment load, leading to
aggradation, or deposition of sediment onto the stream bed. Conversely, when the ability of the
stream to transport sediment exceeds the availability of sediments entering a reach, and/or
stability thresholds for materials forming the channel boundary are exceeded, erosion or
degradation occurs.
Stream power is the measure of a stream's capacity to move sediment over time. Stream
power can be used to evaluate the longitudinal profile, channel pattern, bed form, and sediment
transport of streams. Stream power may be measured over a stream reach (total stream
power) or per unit of channel bed area. The total stream power equation is defined as:
Detailed Restoration Plan page 11
Carolina Golf Club Stream Restoration Site
Q = pgQs
where Q = total stream power (ft-Ib/s-ft), p = density of water (lb/ft), g = gravitational
acceleration (ft/s2), Q = discharge (ft3/sec), and s = energy slope (ft/ft). The specific weight of
water (y = 62.4 Ib/ft) is equal to the product of water density and gravitational acceleration, pg.
A general evaluation of power for a particular reach can be calculated using bankfull discharge
and water surface slope for the reach. As slopes become steeper and/or velocities increase,
stream power increases and more energy is available for reworking channel materials.
Straightening and clearing channels increases slope and velocity and thus stream power.
Alterations to the stream channel may conversely decrease stream power. In particular, over-
widening of a channel will dissipate energy of flow over a larger area. This process will
decrease stream power, allowing sediment to fall out of the water column, possibly leading to
aggradation of the stream bed.
The relationship between a channel and its floodplain is also important in determining stream
power. Streams that remain within their banks at high flows tend to have higher stream power
and relatively coarser bed materials. In comparison, streams that flood over their banks onto
adjacent floodplains have lower stream power, transport finer sediments, and are more stable.
Stream power assessments can be useful in evaluating sediment discharge within a stream and
the deposition or erosion of sediments from the stream bed.
3.6.2 Shear Stress
Shear stress, expressed as force per unit area, is a measure of the frictional force that flowing
water exerts on a streambed. Shear stress and sediment entrainment are affected by sediment
supply (size and amount), energy distribution within the channel, and frictional resistance of the
stream bed and bank on water within the channel. These variables ultimately determine the
ability of a stream to efficiently transport bedload and suspended sediment.
For flow that is steady and uniform, the average boundary shear stress exerted by water on the
bed is defined as follows:
t=yRs
where i = shear stress (lb/ft2), y = specific weight of water, R = hydraulic radius (ft), and s = the
energy slope (ft/ft). Shear stress calculated in this way is a spatial average and does not
necessarily provide a good estimate of bed shear at any particular point. Adjustments to
account for local variability and instantaneous values higher than the mean value can be applied
based on channel form and irregularity. For a straight channel, the maximum shear stress can
be assumed from the following equation:
tmax = 1.5i
for sinuous channels, the maximum shear stress can be determined as a function of plan form
characteristics:
Detailed Restoration Plan page 12
Carolina Golf Club Stream Restoration Site
T,,,. = 2.65i(R,. NVbkf) 0.5
where R. = radius of curvature (ft) and Wbw = bankfull width (ft).
Shear stress represents a difficult variable to predict due to variability of channel slope,
dimension, and pattern. Typically, as valley slope decreases channel depth and sinuosity
increase to maintain adequate shear stress values for bedload transport. Channels that have
higher shear stress values than required for bedload transport will scour bed and bank
materials, resulting in channel degradation. Channels with lower shear stress values than
needed for bedload transport will deposit sediment, resulting in channel aggradation.
The actual amount of work accomplished by a stream per unit of bed area depends on the
available power divided by the resistance offered by the channel sediments, plan form, and
vegetation. The stream power equation can thus be written as follows:
w=pgQs=iv
where co = stream power per unit of bed area (N/ft-sec, Joules/sec/ft) , 2 = shear stress, and v =
average velocity (ft/sec). Similarly,
0) = ?-Mbkf
where Wbkf = width of stream at bankfull (ft)
3.6.3 Stream Power and Shear Stress Methods and Results
Channel degradation or aggradation occurs when hydraulic forces exceed or do not approach
the resisting forces in the channel. The amount of degradation or aggradation is a function of
relative magnitude of these forces over time. The interaction of flow within the boundary of
open channels is only imperfectly understood. Adequate analytical expressions describing this
interaction have yet to be developed for conditions in natural channels. Thus, means of
characterizing these processes rely heavily upon empirical formulas.
Traditional approaches for characterizing stability can be placed in one of two categories: 1)
maximum permissible velocity and 2) tractive force, or stream power and shear stress. The
former is advantageous in that velocity can be measured directly. Shear stress and stream
power cannot be measured directly and must be computed from various flow parameters.
However, stream power and shear stress are generally better measures of fluid force on the
channel boundary than velocity.
Using these equations, stream power and shear stress were estimated for 1) existing dredged
and straightened reaches, 2) the reference reach, and 3) proposed onsite conditions. Important
input values and output results (including stream power, shear stress, and per unit shear power
and shear stress) are presented in Table 3. Average stream velocity and discharge values were
calculated for the existing onsite stream reaches, the reference reach, and proposed conditions.
Detailed Restoration Plan page 13
Carolina Golf Club Stream Restoration Site
In order to maintain sediment transport functions of a stable stream system, the proposed
channel should exhibit stream power and shear stress values so that the channel is neither
aggrading nor degrading. Results of the analysis indicate that the proposed channel reaches
are expected to maintain stream power as a function of width values of approximately 2.10 to
2.42 and shear stress values of approximately 0.5 to 1.0 (similar to reference reaches and lower
than that of the existing degrading reaches).
Table 3. Stream Power (0) and Shear Stress (ti) Values
Water Total Shear
Discharge surface Stream Hydraulic Stress Velocity
(ft2/s) Sloos (ft/ft) Power 10 S2/YY Radius k1 M T v '6_
Existing Conditions
Reach 4 13.0 0.0231 18.74 2.26 4.45 6.42 0.29 1.89 9.63
Reach 16 18.1 0.0138 15.59 1.88 4.45 3.84 0.41 1.57 5.75
Reach 11/13 26.8 0.0149 24.92 2.15 2.32 2.16 0.90 1.95 3.24
Reference Reach 1 14.4 0.0098 8.81 1.47 0.67 0.41 2.77 1.13 0.61
Reference Reach 2 11.7 0.0084 6.13 1.53 0.54 0.28 3.90 1.10 0.42
Reference Reach 3 19.3 0.0112 13.49 2.54 0.62 0.44 4.49 1.95 0.65
Proposed Conditions
Reach 4 13.0 0.0244 19.79 2.36 0.60 0.92 2.20 2.02 1.37
Reach 16 18.1 0.0156 17.62 2.10 0.60 0.59 3.07 1.80 0.88
Reach 11/13 26.8 0.0133 22.24 2.42 0.66 0.55 3.83 2.10 0.82
Shear stress values are higher for the existing stream reaches, than for proposed channels.
Existing reaches are degrading as evidenced by bank erosion, channel incision, low width-depth
ratios, and high bank-height ratios; degradation has resulted from a combination of water
surface slopes that have been steepened, channel straightening, dredging, and channel
incision. Shear stress values for the proposed channels should be lower than for existing
channels and approximately similar to reference reaches to effectively transport sediment
through the Site without eroding and downcutting, resulting in stable channel characteristics.
Reference reach values for stream power and shear stress are slightly lower than for the
proposed channels; however, the valley and water surface slopes are slightly lower for the
reference reach resulting in lower stream power and shear stress values.
Detailed Restoration Plan page 14
Carolina Golf Club Stream Restoration Site
4.0 REFERENCE STUDIES
Distinct bankfull indicators were present within the reference stream channels. In addition,
dimension, pattern, and profile variables have not been altered or degraded, allowing for
assistance with the proposed restoration reaches. The Tables of Morphological Stream
Characteristics in Appendix A, along with Figures 5A, 513, and 5C include a summary of
dimension, profile, and pattern data for each reference reach used to establish reconstruction
parameters. Channel cross-sections were measured at systematic locations and stream
profiles were developed via total station.
4.1 Reference Channels
Three reference reaches were visited at Reedy Creek Park and Nature Preserve. These
streams were measured and classified by stream type (Rosgen 1996). The reference reaches
are characterized as E-type and B-type sinuous (1.23 to 1.54) channels with a sand and gravel
dominated substrate. E-type streams are characterized as slightly entrenched, riffle-pool
channels exhibiting high sinuosity (1.3 to greater than 1.5). E-type streams typically exhibit a
sequence of riffles and pools associated with a sinuous flow pattern. In North Carolina, E-type
streams often occur in narrow to wide valleys with well-developed alluvial floodplains (Valley
Type VIII). E-type channels are typically considered stable; however, these streams are
sensitive to upstream drainage basin changes and/or channel disturbance, and may rapidly
convert to other stream types.
B-type streams are characterized as moderately entrenched, step-pool channels, exhibiting low
sinuosity (approximately 1.2). In North Carolina, B-type streams often occur in narrow valleys
that limit the development of a wide floodplain (Valley Types II and VI). B-type streams typically
exhibit a bed morphology dominated by boulder materials, and a sequence of rapids with
irregularly spaced scour pools. B-type channels are typically considered stable and contribute
only small quantities of sediment during runoff events.
Dimension: Data collected at the reference reaches indicate a bankfull cross-sectional
area of 3.0 to 5.2 square feet, a bankfull width of 4.0 to 6.0 feet, a bankfull depth of 0.8 to 0.9
feet, and a width-to-depth ratio of 5.0 to 6.9 (Tables of Morphological Stream Characteristics,
Appendix A). Figures 5A-5C provide plan view and cross-sectional data for the reference
reaches and depict the bankfull channel and floodprone area. The reference reaches typically
exhibit a bank-height ratio of 1.0. However, one reach, classified as a B-type channel, was
characterized by higher bank-height ratios (up to 3.0).
Pattern and Profile: In-field measurements of the reference reaches have yielded an
average sinuosity of 1.23 to 1.54 (thalweg distance/straight-line distance). The valley slopes of
the reference channels (0.0120 to 0.0150, with a small tributary at 0.0548) are similar to that of
the Site. Ratios of the reference reach riffle, run, pool, and glide slopes to average water
surface slope are 1.04, 0.1, 1.08, and 0.38, respectively.
Substrate: The channel is characterized by a channel substrate dominated by sand and
gravel sized particles.
Detailed Restoration Plan page 15
Carolina Golf Club Stream Restoration Site

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4.2 Reference Forest Ecosystems
According to Mitigation Site Classification (MIST) guidelines (USEPA 1990), a Reference Forest
Ecosystem (RFE) must be established for restoration sites. RFEs are forested areas on which
to model restoration efforts of the restoration site in relation to soils and vegetation. RFEs
should be ecologically stable climax communities and should represent believed historical (pre-
disturbance) conditions of the restoration site. Data describing plant community composition
and structure are collected at the RFEs and subsequently applied as reference data for design
of the restoration Site planting scheme.
RFEs for this project include species located within Site forested areas of the Carolina Golf
Course and forested areas at the Little Lick Creek at the Crossings Golf Club in Durham
County. Species located on the Site are listed above in Section 3.3 (Plant Communities). The
RFE located in Durham County was characterized within areas of mature Piedmont Alluvial
Forest, which contains a rich diversity of species. Tree and shrub species identified within the
Durham County reference forest are identified in Table 4 and will be used, in addition to other
relevant species at the Site to supplement community descriptions.
Table 4. Reference Forest Ecosystem
Piedmont Alluvial Forest
Little Lick Creek
(Wet Bottoms, Flood plains, and Slopes)
Canopy Species Understo Species
Acer barbatum Aesculus s lvatica
Acer ne undo Asimina triloba
Betula nigra Car inus caroliniana
Ca rya alba Cercis canadensis
Ca rya cordiformis Corpus floiida
Ca a labra Co lus americana
Ca rya ovata Morus s p.
Fa us randifolia Sambucus canadensis
Fraxinus Americana Salix ni ra
Fraxinus enns lvanica
Ju lans ni ra
Li uidambar styraciflua
Liriodendron tuli ifera
Platanus occidentalis
Quercus michauxii
Quercus hellos
Quercus rubra
Ulmus alata
Ulmus rubra
-------------
Detailed Restoration Plan page 19
Carolina Golf Club Stream Restoration Site
5.0 RESTORATION PLAN
The complete restoration plan is depicted in Figures 6 and 6A-6E. The proposed restoration
plan is expected to restore/enhance 2155 linear feet of Site tributaries and preserve 1021 linear
• feet of Site tributaries. Components of this plan may be modified based on construction or
access constraints.
Primary activities proposed at the Site include 1) stream restoration/enhancement, 2) stream
preservation, and 3) plant community restoration. A monitoring plan and contingency plan are
outlined in Section 6 of this document.
5.1 Stream Restoration
This stream restoration effort is designed to restore a stable, meandering stream on new
location that approximates hydrodynamics, stream geometry, and local microtopography relative
to reference conditions. Geometric attributes for the existing, degraded channel and the
proposed, stable channel are listed in Table of Morphological Stream Characteristics and are
depicted in Figure 7 and Existing Stream Conditions in Appendix B.
5.1.1 Reconstruction on New Location
The Site is characterized by narrow floodplains, which have been disturbed by earth movement
associated with golf course construction. Proposed streams are suitable for design channel
excavation on new location adjacent to the existing, disturbed channel. Streams will be
constructed on new location and the old, dredged and straightened channel will be abandoned
and backfilled. Primary activities designed to restore the channel on new location include 1)
belt-width preparation and grading, 2) floodplain bench excavation, 3) channel excavation, 4)
installation of channel plugs, 5) backfilling of the abandoned channel, 6) installation of channel
bed material, 7) invasive species control, 8) removal of piped channel crossings, 9) installation
of in-stream structures, and 10) bioretention BMP wetland improvements.
Belt-width Preparation and Grading
Care will be taken to avoid the removal of existing, deeply rooted vegetation within the belt-
width corridor which may provide design channel stability. Material excavated during grading
will be stockpiled immediately adjacent to channel segments to be abandoned and backfilled.
These segments will be backfilled after stream diversion is completed.
Spoil material may be placed to stabilize temporary access roads and to minimize compaction
of the underlying floodplain. However, all spoil will be removed from floodplain surfaces upon
completion of construction activities.
After preparation of the corridor, the design channel and updated profile survey will be
developed and the location of each meander wavelength plotted and staked along the profile.
Pool locations and relative frequency configurations may be modified in the field based on local
variations in the floodplain profile.
Detailed Restoration Plan page 20
Carolina Golf Club Stream Restoration Site
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Floodplain Bench Excavation
The creation of a bankfull, Floodplain bench is expected to 1) remove the eroding material and
collapsing banks, 2) promote overbank flooding during bankfull flood events, 3) reduce the
erosive potential of flood waters, and 4) increase the width of the active floodplain. Bankfull
benches may be created by excavating the adjacent floodplain to bankfull elevations or filling
eroded/abandoned channel areas with suitable material. After excavation, or filling of the
bench, a relatively level floodplain surface is expected to be stabilized with suitable erosion
control measures. Planting of the bench with native floodplain vegetation is expected to reduce
erosion of bench sediments, reduce flow velocities in flood waters, filter pollutants, and provide
wildlife habitat.
Channel Excavation
The channel will be constructed within the range of values depicted in Table of Morphological
Stream Characteristics in Appendix A. Figure 7 provides proposed cross-sections, plan views,
and profiles for the constructed channel.
The stream banks and local belt-width area of constructed channels will be immediately planted
with shrub and herbaceous vegetation. Deposition of shrub and woody debris into and/or
overhanging the constructed channel is encouraged.
Particular attention will be directed toward providing vegetative cover and root growth along the
outer bends of each stream meander. Live willow stake revetments, available root mats, and/or
biodegradable, erosion-control matting may be embedded into the break-in-slope to promote
more rapid development of an overhanging bank. Willow stakes will be purchased and/or
collected onsite and inserted through the rootlerosion mat into the underlying soil.
Channel Pluo
Impermeable plugs will be installed along abandoned channel segments. The plugs will consist
of low-permeability materials or hardened structures designed to be of sufficient strength to
withstand the erosive energy of surface flow events across the Site. Dense clays may be
imported from off-site or existing material, compacted within the channel, may be suitable for
plug construction. The plug will be of sufficient width and depth to form an imbedded overlap in
the existing banks and channel bed.
Channel Backfilling
After impermeable plugs are installed, the abandoned channel will be backfilled. Backfilling will
be performed primarily by pushing stockpiled materials into the channel. The channel will be
filled to the extent that onsite material is available and compacted to maximize microtopographic
variability, including ruts, ephemeral pools, and hummocks in the vicinity of the backfilled
channel.
Install Bed Material
Proposed channel restoration reaches will be lined with bed material. Bed material will promote
macroinvertebrate habitat, increase channel roughness to reduce flow velocities, promote
proper sediment transport rates, and fix the proposed grade in incised channel reaches. In new
channel excavation reaches, the channel will be over-excavated by one-half a foot and
Detailed Restoration Plan page 27
Carolina Golf Club Stream Restoration Site
backfilled with suitable bed material (Figure 7). Channels that will be restored in-place will have
suitable bed material installed to elevate the channel invert and restore flooding hydrodynamics
to the historic floodplain.
Invasive Species Control
Reaches of the Site characterized by disturbed forest will be cleared of invasive species and
supplementally planted with native forest species. Exotic species currently identified within the
project area include Chinese privet. This is a fast growing species that can overwhelm and out-
compete the plant communities proposed for stabilization of the new stream channel. Methods
for eradication of this species are to include both manual removal by cutting and grubbing in
addition to chemical herbicide treatment. Approximately 1.8 acres of the Site will be treated for
removal of Chinese privet, predominantly located within Reaches 11/13, 7, and 16.
Removal of Piped Crossing
Several piped channel crossings throughout the Site will be removed during channel restoration.
These crossings will be abandoned, retrofitted with an suitable piped crossing, or spanned with
a bridge.
5.1.2 In-Stream Structures
Stream restoration under natural stream design techniques normally involves the use of in-
stream structures for bank stabilization, grade control, and habitat improvement. Primary
activities designed to achieve these objectives may include the installation of J-hook vanes,
cross-vanes, log vanes, and/or step-pool structures. Details for structures are depicted on
Figures 8A-8C. Structures will be installed in the proposed channels as needed, or as directed
by the field construction manager.
5.1.3 Bioretention BMP Wetland Improvements
A bioretention wetland is currently present at the headwaters of Reach 4; however, the banks of
the wetland are steep, the wetland is denude of vegetation, and the outlet is culverted. The
area will be improved by excavating the side slopes to 8:1, replacing the outfall, and planting as
outlined in Sections 5.4. The bioretention areas, as depicted on Figure 8B, will consist of
shallow depressions that will provide treatment and attenuation of initial stormwater pulses. The
outfall will be constructed of hydrologically stable rip-rap that will protect against headcut
migration into the constructed depression
5.2 Stream Enhancement
Stream enhancement (Reach 7) will entail bank stabilization of several stream meander bends,
eradication of invasive species, and supplemental planting riparian buffers with native forest
vegetation. Bank stabilization will occur on bends depicted in Figure 6D and may include the
use of brush mattresses, root/biodegradable erosion control matting, live staking, and bank
sloping where necessary to prevent further bank erosion/degradation (Figure 8C). Particular
attention will be directed toward providing vegetative cover and root growth along the outer
bends of each stream meander. Mature vegetation will be left intact to the maximum extent
feasible during bank stabilization activities. Once bank stabilization has occurred, riparian
buffers will be cleared of invasive species and supplementally planted with native forest species.
Detailed Restoration Plan page 28
Carolina Golf Club Stream Restoration Site
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CAROLINA GOLF CLUB MITIGATION SITE S(pt 2007 Q
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5.3 Stream Preservation
Preservation is being proposed on the forested/downstream reach, at the Site outfall (Reach 8
[Figure 6E]). Based on preliminary analysis and field investigations, this reach is relatively
stable due a lack of human induced impact and a well-developed riparian buffer. This area will
be protected by managing these riparian conservation areas including a minimum 30-foot
forested buffer adjacent to each bank of the stream.
5.4 Plant Community Restoration
Restoration of floodplain forest and stream-side habitat allows for development and expansion
of characteristic species across the landscape. Ecotonal changes between community types
contribute to diversity and provide secondary benefits, such as enhanced feeding and nesting
opportunities for mammals, birds, amphibians, and other wildlife. However, vegetation
management will be performed to allow continued function of site corridors for golf course use.
Reference Forest Ecosystem (RFE) data, onsite observations, and community descriptions from
Classification of the Natural Communities of North Carolina (Schafale and Weakley 1990) were
used to develop the primary plant community associations that will be promoted during
community restoration activities. Community associations that will be utilized to develop primary
plant community associations include 1) riparian planting zone, 2) supplemental planting area,
and 3) bioretention BMP wetland assemblage (Figures 9A-9B). Planting elements are listed
below.
Riparian Planting Zone
1. Mockernut hickory (Carya tomentosa/alba)
2. Willow oak (Quercus phellos)
3. Green ash (Fraxinus pennsylvanica)
4. Sycamore (Platanus occidentalis
5. Painted buckeye (Aesculus sylvatica)
6. Silky dogwood (Corpus amomum)
7. Elderberry (Sambucus canadensis)
8. Tag alder (Alnus serrulata)
9. Spicebush (Lindera benzoin)
10. Possumhaw (Viburnum nudum)
11. Sweet pepperbush (Clethra alnifolia)
12. Highbush blueberry (Vaccinium corymbosum)
13. Inkberry (Ilex glabra)
Detailed Restoration Plan page 32
Carolina Golf Club Stream Restoration Site
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Supplemental Planting Area
1. River birch (Betula nigra)
2. Mockernut hickory (Carya tomentosa/alba)
3. Shagbark hickory (Carya ovata)
4. Water oak (Quercus nigra)
5. Willow oak (Quercus phellos)
6. Green ash (Fraxinus pennsylvanica)
7. Sycamore (Platanus occidentalis
8. Painted buckeye (Aesculus sylvatica)
9. Hackberry (Celtis laevigata)
10. Buttonbush (Cephalanthus occidentalis)
Bioretention BMP Wetland Assemblage
1. Silky dogwood (Corpus amomum)
2. Buttonbush (Cephalanthus occidentalis)
3. Elderberry (Sambucus canadensis)
4. Tag alder (Alnus serrulata)
5. Spicebush (Lindera benzoin)
6. Possumhaw (Viburnum nudum)
7. Sweet pepperbush (Clethra alnifolia)
8. Inkberry (Ilex glabra)
9. Bioretention seed mix
a. Long hair sedge (Carex crinita)
b. Common rush (Juncus effusus)
c. Lizard's tail (Saururus cernuus)
d. Joe-pye-weed (Eupatorium fistulosum)
e. Bur-reed (Sparganium americanum)
f. Blue flag (Iris versicolor)
g. Rice-cut grass (Leersia oryzoides)
The following planting plan is the blueprint for community restoration.
5.5 Planting Plan
Species selected for planting will be dependent upon availability of local seedling sources.
Advance notification to nurseries (1 year) would facilitate availability of various noncommercial
elements.
Bare-root seedlings of tree species will be planted within specified map areas at a density of
approximately 680 stems per acre on 10-foot centers. Shrub species in the bioretention BMP
wetland assemblage will be planted at a density of 2720 stems per acre on 4-foot centers.
The bioretention seed mix outlined above for application in the bioretention BMP wetland will be
applied within 14 days of construction completion at rates specified per manufacturer guidelines.
Soils may be scarified to a half-inch prior to seeding to aid in more rapid germination.
Table 5 depicts the total number of stems and species distribution within each vegetation
association, with the exception of the emergent seed mix outlined above. Planting will be
Detailed Restoration Plan page 35
Carolina Golf Club Stream Restoration Site
performed between December 1 and March 15 to allow plants to stabilize during the dormant
period and set root during the spring season.
Table 5. Plantina Plan

Vegetation Association
Riparian
Planting Zone
Supplemental
Planting Area Bioretention BMP
Wetland
Assemblage

TOTAL
Area acres 2.47 acres 1.82 acres 0.17 acres 4.46 acres

Species Number
planted*
% of total Number
planted*
% of total
Number planted**
(% of total
Number
planted
Betula ni ra - 124(10) - 124
Ca a tomentosa/alba 168(10) 124(10) - 292
Ca rya ovata - 124(10) - 124
Quercus ni ra - 124(10) - 124
Quercus hellos 168(10) 124(10) - 292
Fraxinus arms Ivanica 168(10) 124(10) - 292
Platanus occidentalis 168(10) 124(10) - 292
Aesculus s Ivatica 84(5) 124(10) - 208
Celtis laevi ata - 124(10) - 124
Comus amomum 168(10) - 46(10) 214
Ce halanthus occidentalis - 124(10) 69(15) 193
Sambucus canadensis 84(5) - 69(15) 153
Alnus serrulata 84(5) - 46(10) 130
Lindera benzoin 84(5) - 69(15) 153
Viburnum nudum 168(10) - 46(10) 214
Clethra alnitolia 84(5) - 46(10) 130
Vaccinium co mbosum 168(10) - - 168
Ilex labra 84(5) - 69(15) 153
TOTAL 1680 (100) 1240 (100) 460 (100) 3380
MWILMU di a ae11s1ry or oou stemsiacre t- o-toot centers).
" Planted at a density of 2720 stems/acre (- 4-foot centers).
6.0 MONITORING PLAN
Monitoring of Site restoration efforts will be performed until success criteria are fulfilled.
Monitoring is proposed for the stream channel as well as vegetation.
6.1 Stream Monitoring
The Site stream reach is proposed to be monitored for geometric activity. Annual fall monitoring
will include development of channel cross-sections on riffles and pools, pebble counts, and a
water surface profile of the channel. The data will be presented in graphic and tabular format.
Data to be presented will include 1) cross-sectional area, 2) bankfull width, 3) average depth, 4)
maximum depth, 5) width-to-depth ratio, 6) meander wavelength, 7) belt-width, 8) water surface
slope, 9) sinuosity, and 10) stream substrate composition. The stream will subsequently be
Detailed Restoration Plan page 36
Carolina Golf Club Stream Restoration Site
classified according to stream geometry and substrate (Rosgen 1996). Significant changes in
channel morphology will be tracked and reported by comparing data in each successive
monitoring year. A photographic record that will include preconstruction and post construction
pictures has been initiated (Appendix D).
6.2 Stream Success Criteria
Success criteria for stream restoration will include 1) successful classification of the reach as a
functioning stream system (Rosgen 1996) and 2) channel variables indicative of a stable stream
system.
The channel configuration will be measured on an annual basis in order to track changes in
channel geometry, profile, or substrate. These data will be utilized to determine the success in
restoring stream channel stability. Specifically, the width-to-depth ratio should characterize a
stable C/E-type or B-type channel with bank-height ratios indicative of a stable or moderately
unstable channel and minimal changes in cross-sectional area, channel width, and/or bank
erosion along the monitoring reach. In addition, channel abandonment and/or shoot cutoffs
must not occur and sinuosity values must remain at approximately 1.2 (thalweg
distance/straight-line distance). The field indicator of bankfull will be described in each
monitoring year and indicated on a representative channel cross-section figure. If the stream
channel is down-cutting or the channel width is enlarging due to bank erosion, additional bank
or slope stabilization methods will be employed.
Visual assessments of in-stream structures will be conducted to determine if failure has
occurred. Failure of a structure may be indicated by collapse of the structure, undermining of
the structure, abandonment of the channel around the structure, and/or stream flow beneath the
structure.
6.3 Vegetation Monitoring
Restoration monitoring procedures for vegetation are designed in accordance with USEPA
guidelines enumerated in Mitigation Site Type (MiST) documentation (USEPA 1990) and
Compensatory Hardwood Mitigation Guidelines (DOA 1993). A general discussion of the
restoration monitoring program is provided. A photographic record of plant growth should be
included in each annual monitoring report.
After planting has been completed in winter or early spring, an initial evaluation will be
performed to verify planting methods and to determine initial species composition and density.
Supplemental planting and additional Site modifications will be implemented, if necessary.
During the first year, vegetation will receive a cursory, visual evaluation on a periodic basis to
ascertain the degree of overtopping of planted elements by nuisance species. Subsequently,
quantitative sampling of vegetation will be performed between September 1 and October 30,
after each growing season, until the vegetation success criteria are achieved.
During quantitative vegetation sampling in early fall of the first year, up to five sample plots (10
meters by 10 meters) will be randomly placed within the Site. In each sample plot, vegetation
Detailed Restoration Plan page 37
Carolina Golf Club Stream Restoration Site
parameters to be monitored include species composition and species density. Visual
observations of the percent cover of shrub and herbaceous species will also be recorded.
6.4 Vegetation Success Criteria
Success criteria have been established to verify that the vegetation component supports
community elements necessary for riparian vegetation development. Success criteria are
dependent upon the density and growth of "Characteristic Species." Characteristic Species
include planted species, species identified through visual inventory of an approved reference
(relatively undisturbed) community, and species outlined in the appropriate Schafale and
Weakley (1990) plant communities.
In summary, an average density of 320 stems per acre of Characteristic Species must be
surviving in the first three monitoring years. Subsequently, 290 stems per acre must be
surviving in year 4 and 260 stems per acre in year 5.
6.5 Contingency
In the event that stream success criteria are not fulfilled, a mechanism for contingency will be
implemented. Stream contingency may include, but may not be limited to 1) structure repair
and/or installation; 2) repair of dimension, pattern, and/or profile variables; and 3) bank
stabilization. The method of contingency is expected to be dependent upon stream variables
that are not in compliance with success criteria. Primary concerns, which may jeopardize
stream success include 1) structure failure, 2) headcut migration through the Site, and/or 3)
bank erosion.
Structure Failure
In the event that onsite structures are compromised, the affected structure will be repaired,
maintained, or replaced. Once the structure is repaired or replaced, it must function to stabilize
adjacent stream banks and/or maintain grade control within the channel. Structures which
remain intact, but exhibit flow around, beneath, or through the header/footer pilings will be
repaired by excavating a trench on the upstream side of the structure and reinstalling filter fabric
in front of the pilings. Structures which have been compromised, resulting in shifting or collapse
of header/footer pilings, will be removed and replaced with a structure suitable for onsite flows.
Headcut Migration Through the Site
In the event that a headcut occurs within the Site (identified visually or through on-Site
measurements [i.e. bank-height ratios exceeding 1.4]), provisions for impeding headcut
migration and repairing damage caused by the headcut will be implemented. Headcut migration
may be impeded through the installation of in-stream grade control structures (rip-rap sill and/or
log cross-vane weir) and/or restoring stream geometry variables until channel stability is
achieved. Channel repairs to stream geometry may include channel backfill with coarse
material and stabilizing the material with erosion control matting, vegetative transplants, and/or
willow stakes.
Bank Erosion
In the event that severe bank erosion occurs at the Site resulting in elevated width-to-depth
ratios, contingency measures to reduce bank erosion and width-to-depth ratio will be
Detailed Restoration Plan page 38
Carolina Golf Club Stream Restoration Site
implemented. Bank erosion contingency measures may include the installation of cross-vane
weirs and/or other bank stabilization measures. If the resultant bank erosion induces shoot
cutoffs or channel abandonment, a channel may be excavated which will reduce shear stress to
stable values.
7.0 REFERENCES
Acrement, Jr., G.J. and V.R. Schneider. 1989. Guide for Selecting Manning's Roughness
Coefficients for Natural Channels and Floodplains. U.S. Geological Survey Water
Supply Paper 2339, 38 pp.
Chang, Howard H. 1988. Fluvial Processes in River Engineering. John Wiley & Sons.
Cowan, W.L. 1956. Estimating Hydraulic Roughness Coefficients. Agricultural Engineering,
37, 473-475.
Department of the Army (DOA). 1993 (unpublished). Corps of Engineers Wilmington District.
Compensatory Hardwood Mitigation Guidelines (12/8/93).
Dunne, D. and L.B. Leopold. 1978. Water in Environmental Planning. W.H. Freeman and
Company. N.Y.
Griffith, G.E. 2002. Ecoregions of North and South Carolina. Reston Virginia. U.S. Geological
Society (map scale 1:1,500,000).
Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream Hydrology: an Introduction for
Ecologists. John Wiley & Sons, Ltd. West Sussex, England.
Harman, W.A., G.D. Wise, D.E., Walker, R.M, Cantrell, M.A., Clemmons, M., Jennings, G.D.,
Clinton, D., and Patterson, J. 2001. Bankfull Regional Curves for North Carolina
Mountain Streams. North Carolina State University, Raleigh, North Carolina.
Harrelson, C.C., C.L. Rawlins, and J.P. Potyondy. 1994. Stream Channel Reference Sites: An
Illustrated Guide to Field Technique. Gen. Tech. Rep. RM-245. USDA Forest Service.
Rocky Mountain Forest and Range Experiment Station. Fort Collins, Colorado.
Leopold, L.B. 1994. A View of the River. Harvard University Press. Cambridge, MA. 298 pp.
Manning, R. 1891. On the Flow of Water in Open Channels and Pipes. Transactions of the
Institution of Civil Engineers of Ireland. 20, 161-20.
North Carolina Division of Water Quality (NCDWQ). 2007. North Carolina Waterbody Reports
(online). Available: http://h2o.enr.state.nc.us/bims/reports/reportsWB.htmi [October 22, 20071.
Detailed Restoration Plan page 39
Carolina Golf Club Stream Restoration Site
North Carolina Department of Environment and Natural Resources, Raleigh, North
Carolina.
Rosgen D. 1996. Applied River Morphology. Wildland Hydrology. Pagosa Springs, Colorado.
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, North Carolina Department of Environment, Health, and Natural
Resources. Raleigh, North Carolina.
United States Army Corps of Engineers (USACE), United States Environmental Protection
Agency (USEPA), North Carolina Wildlife Resources Commission (NCWRC), Natural
Resources Conservation Service (NRCS), and North Carolina Division of Water Quality
(NCDWQ). 2003. Stream Mitigation Guidelines. State of North Carolina.
United States Department of Agriculture (USDA). 2007. Web Soil Survey (online). Available:
http://websoilsurvey.nres.usda.gov/appNvebSoilSurvey.aspx [October 23, 2007]. United State
Department of Agriculture, Soil Conservation Service.
United States Environmental Protection Agency (USEPA). 1990. Mitigation Site Type
Classification (MiST). USEPA Workshop, August 13-15, 1989. USEPA Region IV and
Hardwood Research Cooperative, NCSU, Raleigh, North Carolina.
United States Geological Survey (USGS). 1974. Hydrologic Unit Map - 1974. State of North
Carolina.
United States Geological Survey (USGS) 2003. The National Flood Frequency Program,
Version 3: A Computer Program for Estimating the Magnitude and Frequency of Floods
for Ungaged Sites. USGS Water-Resources Investigations Report 02-4168. United
States Geological Survey.
Detailed Restoration Plan page 40
Carolina Golf Club Stream Restoration Site
Appendix A.
Table of Morphological Stream Characteristics

.Table 6A. Morphological Stream Characteristics Table
AftCarolina Golf Course Stream Mitlaation Site
Variables
•
Existing Channel Reach
and 18
4 REFERENCE REACH 1
REFERENCE REACH 2
REFERENCE REACH 3
(Main Channel)
REFERENCE REACH 3
(Tributary)
Proposed Conditions Reach
4 and 18
Proposed Conditions Reach
Stream Type F. E Eb Be Bg E/C Be
Dram Area (nd? 0.07 and 0.11 0.08 0.06 0.12 0.03 0.07 and 0.11 0.07
llankfu8 Discharge ids) 13.0 and 18.1 14.4 11.7 19.3 7.1 13.0 and 18.1 13.0
Oknension Variables
is- 7 o.
' 'rag Cross-SecAOnal Area (A, Dimension Variables
5.9 5.2 3.0 4.3 2.0 5.9 5.9
8.3-71.6 4.8-5.6 2.4-3.6 3.6-17.4 7.4 5.9 5.9
BaMAuB Width (W ,e) Mean: 8.3 Mean: 6.0 Mean: 4.0 Mean: 5.3 Mean: 4.6 Mean: 8.4 Mean: 8.4
18 Range: 6.8 - 11.3 Range: 5.8-6.1 Range: 3.6-4.4 Range: 4.7-5.8 Range: Range: 7.7-9.1 Range: 7.7-9.1
BanMup Mean Depth (D,) Mean: 0.8 Mean: 0.9 Mean: 0.8 Mean: 0.8 Mean: 0.5 Mean: 0.7 Mean: 0.7

rdtfu8 Maximum Depth (D„? Range:
Mean: 0.5-0.9
1.3 Range:
Mean: 0.8-0.9
1.5 Range:
Mean: 0.7-0.8
IA Range:
Mean: 0.7-0.9
1.2 Range:
Mean:
0.6 Range:
Mean: 0.6-0.8
1.0 Range:
Mean: 0.6-0.8
1.0
Range: 0.8. 1.5 Range: J1.3-14 Range: 0.9-1.2
Ran ;
1.0-1.3
Range:
Range:
.0.8-1.2
Range:
0.8-1.2
ool Wdth (W,,,J No dlstnctive repetitive Mean: 4.6 Mean: 5.8 Channel Bed Lade Channel Bed Lacks Mean: 10.1 Mean: 10.1
pattern of riffles and pools Range: Range: Discomable Pools. Cross Disoomable Pools. Cross Range: 8.4 -11 A Range: 8A - 11
8
aximum Pool Depth (Dr„e1 due to staightening Mean: 1.4 Mean: 1.5 Sections Approximate Riffles Sections
Approximate Rfi'les
Meat;
1.1
Mean: .
1.1
edi'dies Range: Range: Throughout Reach 3. Thmughout Reach 3. Rmga: 0.-81. - 3 Range: 0.8-1.3
•VddM of Flootlprons Area (W ,,j Mean: 29.5 Mean: 50.0 Mean: 9.5 Mean: 17.6 Mean: 7.5 Mean: 25.0 -
Mean: 25.0
Range: 13.0.75.0 Range. Range: 7.0-12.0 Ran 9.0.40.0 Ran Range: 1940 - 5010 Range: 19.0-50.0
AhMisonmlon Ratios
mrendtment Ratio (W wIW,j,) Dimension Rados
Mean: 6.1 Mean: 8.4 Mean: 2.3 Mean: 4.8 Mean: 1.6 Mean: 10 Mean: 300
Range: 1.2-11.0 Range: 8.2-8.6 Range: 1.9-2.7 Range: 1.6-8.0 Range: Range: 2.3-6.0 Range: 2.3-6.0
/ Depth Ratio (W .JD.)

ax. Dyrl Deu Ratio

Bank Height / Max, Due Ratio

axsnum Pool Depth / Bankfdl Mean:
Range:
Mean:
Range:
Mean:
Range: 1 13.0
9.3-213
1.7
1.6 - 1.9
3.0
1.2-4.9 Mean:
Range:
Mean:
Range:
Mean:
Range:
Mean: 649
6.7-7.0
1.7
1.6-1.8
1.0

1.8 Mean:
Range:
Mean:
Range:
Mean:
Range:
Mean: 5.0
4.4-5.5
1.4
13-1.5
1.0

2.1 Mean:
Range:
Mean:
Range:
Mean:
Range: 6.7
6.1-8.1
1.5
1.4-1.6
2.0
1.0-3.0 Mean:
Range:
Mean:
Range:
Mean:
Range: 9.5

1.2

3.5 Mean:
Range:
Mean:
Range:
Mean:
Range:
Mean: 12.0
10.0-14.0
1.4
1.2-1.7
1.1
1.0 - 1.3
1.8 Mean:
Range:
Mean:
Range:
Mean:
Range:
Mean: 12.0
10.0-140
1.4
1.2-1.7
1.1
.1.0-1 .3
1.8
M°an Depth (D ,°°/D_) No distinctive repetitive Range: Range: Ch
l B
d L
d Range: _
12 - 1
8 Ran
e: 1
2 - 1
8
Pool Wdth / Sankfull pattern of riffles and pools Mean: 0.8 Mean: 1.6 anne
e
a
e
Discernable Pools. Cross Channel Bed Lades
Diammable Pools. Cross Mean: 4
1.2 g
Mean: .
.
1.2
48 YVA M (W r„ /W.) due to staightening Range: Range: Sections Approximate Riffles Sections
Approximate Riffles
Range:
1
0-1
4
Ran
e:
1
0-1
4
'-Pool Area I Smidull °cli"" Mean. 0.9 Mean: 3.0 Throughout Reach 3. Thmughout Reach 3. Mean: .
.
1.6 g
Mean: .
.
1.6
Cross Sectional Area Range: Range!
Range:
102- 10
Range:
1.2
Pattern Variables Pattern Variables
sal to Pool Spacing (L_)
F Mean: 19.1 Mean: 19.1 Mean: 25.4 Mean: 14.4
Mew:
34.4
Mean:
34.4
Range: 9.6-33.0 Range: 13.5-33.6 Range: 11.6-52.6 Range: 6.8-20.9 Range: 114 - 78
1 Range: 4-78
13
1
?eandar Length (L„J No distncOw repetitive
pattern of riches and pools Mean:
Range; 30.2
20.8-40,5 Mean:
Ran : 36.9
18.0 - 55.1 Moan;
Range: 49.2
22.0-76.9 Mean:
Ran : 24.0
16
5.28
3 Mean:
Ran : .
68.8
28
9 -121
0 Mean:
R .
.
68.9
26
9
121
0
Width (W?.j due to Wties tening
activitie Mean: 17.4 Mean: 25.5 Mew: 22.2 Mean: .
4
29.7 Mean: .
.
42.8 ange:
Mean: .
-
.
42.8
RanBe: 10.8.22.7 Range: 14.6-28.0 Range: 10.2 - 41.0 Range: 23.1 - 36
2 Range: 116
0-66
5 Ran
e: 16
0
65
5
Radus of Curvature (R,)
Z-sU " Sin
1.07 and 1.10 Mean: 12.7
Range: 5.5 - 37.8
1.23 Mean: 8.6
Range: 14.6-27.7
1.54 Mean:
Ran
ge: 12.0
4.5 - 39.5 l
1.34 Mean:
Range: .
8.6
4.4.18.1
1.24 Mean:
Ran ge: .
.
18.5
18.8 - 64.7
1.20 g
Mean:
Ran
1 .
-
,
18.5
16.8 -64.7
.to
elern Ratios Pattern Ratios
Pool to Pool Spacing/ Mean: 3.2 Mean: 5.3 Mean: 4.8 Mean: 3.1 Mew: 4.1 Mean: 4.1
BsnkfUt 141dth (L w) Range: 1.6-5.5 Range: 3.8.9.3 Range: 2.2-9.9 Range: 1
5-45 Ran
e: 1
6-9
3 R 11
6
9

laantler Length/
BenIQU Width (L „/W-)
`
=
No distndive ropetitive
pattern of riches and pools
Mean:
Range:
5.1
3.5-6.8
Mean:
Rm :
10.3
5.0-15.3
Mean:
Range:
9.2
4.1-14
4
Mean:
Range: .
5.2
3
6-6
2 g
Mean:
Ran
e: .
.
6.2
3
2
14
4 ange:
Mean:
R .
-
.3
8.2

radar
h Ratio
due to staightening
acaNtl
a
Mean:
2.9
Mean:
7.1
Mean: .
4.2
Mew: .
.
6.4 g
Mean: .
-
.
5.1 ange:
Mean: 3.2-14.4
5.1
(Wra1Ww1 e Range: 108-3.8 Range: 4.1-7.8 Range: 1.9-7.7 Range: 5
0-7
9 Ran
e: 1
9-7
8 R

r8us of Curvature/
BankfuN Width (RCIW
Inviraft Variable.
Mean:
]Range: 1
2.1 Moon: 2.4
0.9-6A lRonge: 1.3-7.7 .
.
g
.
.
ange: 1.9-7.8
Mean: 2.3 Mew: 1.9 Maw: 2.2 Mean: 2.2
Ran e:- 0.8-7.4 Range: 1.0 - 3.5 Ran 2.0 - 7.7 Ran 2.0.7.7
Pro1f s Variables
Alirs", Water Surface Slope (S.,.) 0.0138 and 0.0231 0.0098 0.0084 0.0112 0.0442 0.0156 0.0244
Valley Slope (S_) 0.0159 and 0.0254 0.0120 0.0138 0-0150 0.0548 0.0159 0.0254
Slope (S„s,) Mean: D.0087 Mew: 0.0285 Mean: 0
0415
Range: 0.0041 - 0.0191 R 0 .

I Slope (S,,,J
No distinctive repetitive
Mean:
0.0008 ange:
Mean: .0203 - 0.0390
0.0062 Range:
Mean: 0.0317 -_0.0610
0
0098
pattern of riffles and pools Unable to determine due to Range: 0 - 0.0030 Unable to determine due to U
bl
t
d
d
t
i R .

n Slope (S
)
due to staghtenin
l
d
f
t
i na
o
e
e
erm
ne
ue to ange: 0 - 0.0125 Range: 0 - 0.0195
- g
activities a
e o
wa
er
n stream Mean: 0.0091 lack of water in stream lade of wear in stream Mew: 0.0078 Mean: 0.0122

de Slope (S
J Range: 0-0.0256
Range:
0.0031 - 0.0390
Range:
0.0049 - 0.0810
yu Mean: 0.0032 Mean: 0.0031 Mean; 0.0049
Range: 0-0.0086 Range: 0-0.0094 Range: 0-0.0146
le Ratios
Profile Ratios
Slope) Water Surface Mean: 1.04 Mean: 1.7 Mean: 1 7
Slope (S,r --
n1 Range: 0.49-2.27 R .
r
Slo
elWate Sudace ange: 1 .3 - 2.5 R ange: 1 .3-2.5
p
Slope (S
/S No distinctive repetitive Mean: 0 .10 Mean: 0 .4 Mean: 0
Me .4
m
.
n Sh
e er SuAsc pattern of nilles and pools
due to
ra Unable to determine due to R
lad
f
f
i
t ange: 0 - 0.36 Unable to tletemine due to Unable to detemine due to R ange: 0 - 0.8
R ange: 0 - 0.8
e
e ( (S5
Slo
/S g
activities
activities y o
wa
er
n s
eam Moen: 1 .08 lark of water in stream lack of water in steam M oan: 0 .5 M ean: 0 .5
..
p
,,,
,
d. Slo
sANater Surfa R ange: 0 - 3.05 R ange: 0 .2-2.5 R ange: 0 .2-2.5
M
p
ce
Slo
(S
JS
e
? M aan: 0 .38 M ew: 0 .2 M ean: 0 .2

;d
p
„
-
R
an e: 0
-1.02

R

wge: 0

-0.6 R

an . 0

-0.6
•
IOT.ble 6B. Morphological Stream Characteristics Table
AdkCarolina Golf Course Stream Mitigation Site
;ieriables
Existing Channel Reach
11113

REFERENCE REACH 1

REFERENCE REACH 2
REFERENCE REACH 3
(Main Channel)
REFERENCE REACH 3
(Tributary)
Proposed Conditions Reach
11113
trearn Type Eg E Eb Be Bg E/C
Drainage Area (mF) 0.19 0.08 0.06 0.12 0.03 0.19
ankfull Discharge (ds) 26.8 14.4 11.7 19.3 7.1 26.8
Imanslon Varfablu Dimension Variables
ankfull Cross-Sectional Area (lb,r) 7.0 6.2 3.0 4.3 2.2 7.0
mating Cross-Sectional Area (Pb,;,y„ 15.3-44.0 4.8-5.6 2.4.3.6 3.6-17.4 7.4
T!i snkfull Width (Wba) Mean: 11.6 Mean: 6.0 Mean: 4.0 Mean: 5.3 : 4.6 Mean: 9.2
Range: 8.5-15.4 Range: 5.8-6.1 Range: 3.6-4.4 Range: 4.7-5.8
M e: Range: 8.4-9.9
ankfull Mean Depth (L6,r) Mean: 0.6 Mean: 0.9 Mean: 0.8 Mean: 0.8 : 0.5 Mean: 0.7
Range: 0.5-0.8 Range: 0.8 - 0.9 Range: 0.7-0.8 Range: 0.7 - 0.9 Range. Range: 0.6-0.8
ankfuil Maximum Depth (q,,,) Mean: 1.0 Mean: 1.5 Mean. 1.1 Mean: 1.2 0.6 Mean: 1.0
Range: 10.8-1.2 Range: 1.3-1.6 Range: 0.9-1.2 Range: 11.0-1.3 Range: Range: 10.8-1.2
ool Width (W,_D Mean: 4.6 Mean: 5.8 Channel Bed Lades Discernable Channel Bed Lades Discernable Mean: 11.0
No
n dive repetitive
iffl
d
l
tt
f ai Range: Range: Pods. Cross Sections Pods. Cross Sections Range: 9.2-12.9
aximum Pod Depth
A-1) r
ern o
r
es an
poo
s
pa
due to staightening activities
Mean:
1.4
Mean:
1.5
Approximate Riffles Throughout
Approximate Riffles Throughout
Mean:
1.1
Range: Range: Reach 3. Reach 3. Range: 0.8-1.3
dth of Floodprone Area (W„) Mean: 16.7 Mean: 50.0 Mean: 9.5 Mean: 17.6 Mean: 7.5 Mean: 35.0
Range: 1 16.0-18.0 Range: Range: 7.0 - 12.0 Range: 19.0-40.0 Range: Range: 20.2-70.0
(mansion Ratios Dimension Ratios
Entrenchment Ratio (VA IW.) Mean: 1.5 Mean: 8.4 Mean: 2.3 Mean: 4.8 Mean: 1.6 Mean: 3.8
Range: 1.2-1.9 Range: 8.2-8.6 Range: 1.9-2.7 Range: 1.6-8.0 Range: Range: 2,2-7.6
Width / Depth Ratio (Wbdl)b) Mean: 20.3 Mean: 6.9 Mean: 5.0 Mean: 6.7 Mean: 9.5 Mean: 12.0
Range: 10.4-33.8 Range: 6.7-7.0 Range: 4.4-5.5 Range: 6.1-8.1 Range: Range: 10.0-14.0
Max. DwM I Ow Ratio Mean: 1.7 Mean: 1.7 Mean: 1.4 Mean: 1.5 Mean: 1.2 Mean: 1.4
Range: 1.4-2.0 Range: 1.6-1,8 Range: 1.3-1.5 Range: 1.4-1.6 Range: Range: 1.2-1.7
knv Bank Height/ Max. 4wr Ratio Mean: 2.5 Mean: 1.0 Mean: 1.0 Mean: 2.0 Mean: 3.5 Mean: 1.1
Range: 1.8-3.1 Range: Range: Range: 11.0-3.0 Range: Range: 11.0-1.3
aximum Pod Depth / Bankfull Mean: 1.6 Mean: 2.1 Mean: 1.6
Mean Depth ( ,/Dy) Range: Range: Channel Bed Lacks Discernable Channel Bed Lades Discernable Range: 1.2-1.8
txN Width / Bankfull No distinctive repetitive
f riffl
tt
r
l
d
Mean:
0.8
Mean:
1.6
Pods. Cross Sections
Pools. Cross Sections
Mean:
1.2
Width (W lWw) pa
e
n o
es an
poo
s
due to staightening activities Range: Range: Approximate Rifles Throughout Approximate Riffles Throughout Range: 1.0-1.4
ool Area / Bankfull Mean: 0.9 Mean: 3.0 Reads 3. Reach 3. Mean: 1.6
Cross Sectional Area Range: Range: Range: 1.2-3.0
Pattern Variables Pattern Variables
11 ool to Pool Spacing (D,,) Mean: 19.1 Mean: 19.1 Mean: 25.4 Mean: 14.4 Mean: 37.7
Range: 9.6-33.0 Range: 13.5-33.6 Range: 11.8-52.6 Range: 6.8-20.9 Range: 14.7-85.6
J?Peander Length (L„) No distinctive re
etitive Mean: 30.2 Mean: 36.9 Mean: 49.2 Mean: 24.0 Mean: 75.4
p
pattern of riffles and
ools Range: 20.8-40.5 Range: 18.0-55.1 Range: 220-76.9 Range: 16.5 - 28.3 Range: 29.4-1325
eft Width (W,,) p
due to staightening activities Mean: 17.4 Mean: 25.5 Mean: 22.2 Mean: 29.7 Mean: 46.9
Range: 10.8-22.7 Range: 14.6-28.0 Range: 10.2-41.0 Range: 23.1-36.2 Range: 17.5-71.8
adius of Curvature (R,) Mean: 12.7 Mean: 8.6 Meen: 12.0 Mean: 8.6 Mean: 20.2
Range: .5-37.8 Range: 4.6 - 27.7 Rang.: 4.5 - 39.5 Range: 4.4 - 16.1 Rang a: 18.4-70.8
AIWuosity (Sin) 1.11 1.23 1.54 1.34 1.24 1.20
anem Ratios Psuem Rados
to Pool Spacing) Mean: 3.2 Mean: 5.3 Mean: 4.8 Mean: 3.1 Mean: 4.1
Bankfull Width ( b) Range: 1.6 - 5.5 Range: 3.8-9.3 Range: 2.2-9.9 Range: 1.5-4.5 Range: 1.6-9.3
sander Length/
N
di
i
i
i Mean: 5.1 Mean: 10.3 Mean: 9.2 Mean: 5.2 Mean: 8.2
Bankfull Width (I_ Mb„ r) o
st
nct
ve repet
tive Range: 3.5-6.8 Range: 5.0 - 15.3 Range: 4.1-14.4 Range: 3.6-6.2 Range: 3
2 - 14
4

ander Width Ratio pattern of riffles and pools
due to staightening activities
Mean:
2.9
Mean:
7.1
Mesm:
4.2
Mean:
6.4
Mean: .
.
5.1
b.WWW) Range: 1.8 - 3.8 Range: 4.1 - Z8 Range: 1.9 - 7.7 Range: ED - T9 Range: 1
9 - 7
8
s of Curvature/ Mean: 2. Mean Mean: 23 Mean 9 Mean .
.
2.2
j
ankfulr Width (RcNV ,) Ran e: 0.9 - 6.4 Ran - 7.7 Ran e: 0.8 - 7.4 Ran e: 1- 3.5 Rn e: 2.0 - 7.7
e Variables ProfBe Variables
ge Water Surface Slope (S,..
0.0149
0.0098
0.0064
0.0112
0.0442
0.0133
Valley slope (5,„ 0
0.0164
0.0120
0.0138
0.0150
0.0548
0.0164
Riffle slope (Sea.) Mean: 0.0087 Mean: 0.0226
Range: 0.0041 - 0.0191 Range: 0
0173 - 0
0333
kw1 Slope (Sp„J Mean: 0.0008 Mean: .
.
0.0063
No distinctive repetitive Unable to determine due to Range: 0 - 0.0030 Unable to determine due to lack Unable to determine due to lack Ran e:
9 0 - 0
0106
un Sloe
Slope (S"") pattern kX rifles and pools
due to staightening activiti lack of water in stream Mean: 0.0091 of water in stream of water in stream Mean: .
0.0067
Range: D-0.0256 Range: 0
0027-0
0333
tide Slope (Sm,e,) Mean: 0.0032 Mean: .
.
0.0027
Ran e: 0 - 0.0086 Ran e: 0 - 0.0080
,LPraffle Rados Profile Ratios
e Slope/ Water Surface Mean: 1.04
Mean:
1.7
Slope (S;,m,/S,,.J Range: 0.49-2.27 Range: 1
3-2
5
1 SlopelWeter Surface
N
di
ti
ti Mean: 0.10 Mean: .
.
0.4
Slope o
s
nc
ve repetitive Unable to determine due to Range: 0 - 0.36 Unable to determine due to lack Unable to determine due to lack Ran
e: 0 - 0
8
Tn Slope/Water Surface pattern of riffles and pools
due to staightening activities lack of water in stream Mean: 1.D8 of water in stream of water in stream g
Mean: .
0.5
Slope (S,,WS,.a Range: 0 - 3.05 R ange: 0
2-2
5
de Slope/Water Surface Mean. 0.38 Mean: 0 .
.
.2
Slope (WS-) Range: D - 1.02 R ange 0 - 0.6
•
Appendix B.
Existing and Reference Stream Data
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i
a
U
rc
U
s
s
F
a
a
5t ;
E
S ?
(y) uuVA"3

g
U
K
U

a

a ?

A
n
5
• ?
I I
? LLF

?? a G? A m m m Y? o
ry) uapug3
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Reach 4
Thalweg dist 335.53 Sinuosity
Valley dist 313.79 1.07 Start
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Water Surface Slope
0.0231
Bed Bed
Point Northing Easting Elevation Station Elevation
130 4680.450234 5642.578 100.3731 0 0 100.3731
136 4667.434887 5636.696 99.32616 13.02 5.88 204.00 14.28 14.28 99.32616
152 4621.106591 5598.4 97.45573 46.33 38.30 3612.86 60.11 74.39 97.45573
154 4600.132306 5594.614 96.79824 20.97 3.79 454.25 21.31 95.70 96.79824
147 4565.508704 5586.906 95.59554 34.62 7.71 1258.21 35.47 131.17 95.59554
161 4473.85987 5583.418 92.89954 91.65 3.49 8411.67 91.72 222.89 92.89954
166 4416.476286 5557.44 92.20832 57.38 25.98 3967.76 62.99 285.88 92.20832
168 4399.374465 5548.324 92.28422 17.10 9.12 375.57 19.38 305.26 92.28422
173 4370.177068 5540.348 90.60754 29.20 7.98 916.11 30.27 335.53 90.60754
Valley Slope
0.0254
Bed Bed
Point Northing Easting Elevation Station Elevation
134 4665.637709 5638.766 100.2943 0 0 100.2943
144 4563.718031 5593.307 98.37284 101.92 45.46 12454.19 111.60 111.60 98.37284
159 4473.346663 5585.046 93.92326 90.37 8.26 8235.23 90.75 202.35 96.6
175 4372.814417 5536.951 92.33123 100.53 48.09 12419.84 111.44 313.79 92.33123
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Reach 16
Thalweg dist
Valley dist
Water Surface Slope
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603.04 Sinuosity
548.40 1.10 Start
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Bed Bed
Point Northing Easting Elevation Station Elevation
3 5214.135651 4932.786 97.85097 0 0 97.85097
17 4976.004318 4976.339 93.79634 238.13 -43.55 58603.46 242.08 242.08 93.79634
22 4976.062859 4976.587 94.03249 -0.06 -0.25 0.06 0.25 242.34 94.03249
99 4830.342702 4986.347 92.783 145.72 -9.76 21329.61 146.05 388.38 92.783
32 4795.674026 5002.038 90.12201 34.67 -15.69 1448.11 38.05 426.44 90.12201
45 4768.127606 5021.12 90.27203 27.55 -19.08 1122.96 33.51 459.95 90.27203
57 4733.892651 5046.928 90.10054 34.23 -25.81 1838.08 42.87 502.82 90.10054
69 4687.520797 5063.272 89.796 46.37 -16.34 2417.47 49.17 551.99 89.796
78 4641.129045 5084.581 89.51103 46.39 -21.31 2606.26 51.05 603.04 89.51103
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Valley Slope Woods Valley Slope Valley Slope Woods
0.0159 0.0160 0.0064
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Point Northing Easting Elevation Station Elevation
6 5202.315935 4933.275 101.7189 0 0 101.7189
15 5051.214058 4957.338 98.6262 151.10 -24.06 23410.81 153.01 153.01 98.6262
25 4974.832243 4965.567 95.50385 76.38 -8.23 5901.89 76.82 229.83 96.6
95 4837.21505 5000.887 95.78186 137.62 -35.32 20186.00 142.08 371.91 95.78186
28 4803.70608 5013.178 94.96888 33.51 -12.29 1273.91 35.69 407.60 94.96888
40 4780.636686 5040.99 93.99783 23.07 -27.81 1305.69 36.13 443.73 93.99783
53 4741.3711 5058.49 93.99768 39.27 -17.50 1848.04 42.99 486.72 93.99768
73 4680.761789 5047.049 94.65741 60.61 11.44 3804.39 61.68 548.40 94.65741
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Reach 11/13
Thalweg dist 536.58 Sinuosity
Valley dist 481.76 1.11 Start
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Water Surface Slope
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Point Northing Easting Elevation Station Elevation
114 4934.752315 5465.982 104.3002 0 0 104.3002
115 4934.612045 5464.932 100.0796 0.14 1.05 1.12 1.06 1.06 100.0796
116 4936.624646 5440.248 101.532 -2.01 24.68 613.37 24.77 25.83 101.532
117 4931.194232 5405.906 100.6345 5.43 34.34 1208.83 34.77 60.59 100.6345
118 4924.821202 5389.736 99.84434 6.37 16.17 302.08 17.38 77.97 99.84434
110 4921.232749 5377.54 99.55489 3.59 12.20 161.62 12.71 90.69 99.55489
105 4921.073245 5375.572 98.96421 0.16 1.97 3.90 1.97 92.66 98.96421
103 4916.605842 5355.747 98.85029 4.47 19.83 413.00 20.32 112.98 98.85029
98 4898.834471 5312.334 99.51931 17.77 43.41 2200.48 46.91 159.89 99.51931
90 4902.002271 5247.041 99.57992 -3.17 65.29 4273.16 65.37 225.26 99.57992
80 4928.266939 5184.753 99.03797 -26.26 62.29 4569.70 67.60 292.86 99.03797
70 4940.629822 5169.429 98.8463 -12.36 15.32 387.65 19.69 312.55 98.8463
65 4985.146278 5088.368 96.59088 -44.52 81.06 8552.72 92.48 405.03 96.59088
57 4983.900631 5065.994 98.22151 1.25 22.37 502.14 22.41 427.44 98.22151
37 4984.086754 5005.459 95.50154 -0.19 60.53 3664.51 60.54 487.98 95.50154
36 4984.410245 5004.119 93.46059 -0.32 1.34 1.90 1.38 489.35 93.46059
35 4985.547066 4997.144 93.52045 -1.14 6.97 49.94 7.07 496.42 93.52045
34 4983.11239 4996.363 93.76155 2.43 0.78 6.54 2.56 498.98 93.76155
33 4978.555035 4996.254 94.39936 4.56 0.11 20.78 4.56 503.54 94.39936
32 4975.965715 4997.24 93.588 2.59 -0.99 7.68 2.77 506.31 93.588
31 4972.182266 4993.592 93.12644 3.78 3.65 27.62 5.26 511.56 93.12644
30 4972.719938 4988.923 92.99895 -0.54 4.67 22.09 4.70 516.26 92.99895
29 4974.688586 4985.604 93.53212 -1.97 3.32 14.89 3.86 520.12 93.53212
28 4974.344137 4983.378 93.75237 0.34 2.23 5.08 2.25 522.38 93.75237
27 4974.509064 4978.208 93.30175 -0.16 5.17 26.75 5.17 527.55 93.30175
26 4976.761287 4975.44 93.03346 -2.25 2.77 12.74 3.57 531.12 93.03346
25 4979.268189 4967.765 93.43529 -2.51 7.67 65.19 8.07 539.19 93.43529
24 4978.843348 4963.376 93.32995 0.42 4.39 19.45 4.41 543.60 93.32995
23 4980.049549 4960.676 93.17968 -1.21 2.70 8.75 2.96 546.56 93.17968
22 4981.919375 4957.741 93.26562 -1.87 2.93 12.11 3.48 550.04 93.26562
21 4987.251533 4945.385 93.19645 -5.33 12.36 181.12 13.46 563.49 93.19645
20 4991.809627 4934.192 93.16298 -4.56 11.19 146.06 12.09 575.58 93.16298
19 4988.109911 4923.83 92.82338 3.70 10.36 121.06 11.00 586.58 92.82338
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Bed Bed
Point Northing Easting Elevation Station Elevation
112 4928.403869 5376.46 103.237 0 0 103.237
101 4919.076424 5310.3 102.3592 9.33 66.16 4464.14 66.81 66.81 102.3592
87 4892.169115 5246.262 100.9856 26.91 64.04 4824.95 69.46 136.28 100.9856
82 4934.989496 5188.226 101.7 -42.82 58.04 5201.73 72.12 208.40 101.7
68 4996.530928 5090.877 101.5508 -61.54 97.35 13264.21 115.17 323.57 101.5508
3 4978.745522 4933.69 96.07004 17.79 157.19 25024.12 158.19 481.76 96.07004
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Bed
• Point Description Station Elevation
3 tr 0 92.47375
• 4 br 7.64 92.49954
5 run 9.27 92.32523
• 6 glide 12.00 92.33798
• 7 tr 14.39 92.49835
8 mr 20.93 92.52172
9 mr 28.08 92.44464
10 br 37.99 92.37688
• 11 run 40.90 91.92551
12 glide 44.72 91.91152
13 r/glide apex 48.69 92.14085
14 p 50.78 92.12704
• 15 p 55.24 92.07268
• 16 p 58.86 92.02272
17 p 63.90 92.06509
• 18 tr 68.37 92.06937
19 mr 79.43 92.05851
• 20 br 85.23 92.05679
21 p 89.79 91.71951
• 22 glide 90.88 91.77246
• 23 tr 92.79 91.95752
24 br debris 98.08 91.9002
• 25 run debris 101.33 91.14835
26 glide 103.39 91.26942
• 27 tf 105.45 91.87513
• 28 br 110.32 91.71428
29 run 113.75 91.36289
30 p 118.52 91.03845
31 glide 121.45 91.06125
• 32 tr 126.29 91.66084
33 br 134.53 91.36974
• 34 glide 138.49 91.25908
• 35 glide
36 tr 141.18
147.79 91.24152
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37 mr 156.04 91.45491
• 38 mr 166.87 90.7346
• 39 br 173.61 90.50545
146 run debris 177.51 90.71433
• 147 glide 180.69 90.21758
148 br 184.74 90.82013
• 149 mr 191.85 90.87788
• 150 mr 199.76 90.80963
151 mr 207.88 90.75176
• 152 br 213.53 90.63591
153 glide 215.94 90.44132
• 154 glide 219.32 90.48917
156 mr 230.55 90
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• 157 mr 236.49 .
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• 158 br 238.93 90.13844
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Profile(2007)
Average Water Surface Slope
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Revised Revised Revised Revised
Bed Water Riffle Pool Run Glide
Point Description Station Elevation Elevation Slope Slope Slope Slope
3 reach 2 r 0 85.13885 85.6623
5 run/glide ape 3.61 85.40814 85.61744
7 glide 8.09 85.09558 85.65613 0.0086
9 p 12.00 85.36148 85.64415
11 p 17.77 85.44263 85.64777
13 r 21.86 85.22341 85.64921 0.0000
15 br 25.58 85.54224 85.66639 0.0046
17 tr 33.32 85.62146 85.71448 0.0062
19 glide 37.11 85.33082 85.73703 0.0060
21 p 40.50 85.42959 85.74482
23 p 43.67 85.28313 85.73136
25 r 46.33 85.22761 85.72628 0.0000
27 br 49.50 85.50915 85.72483 0.0000
29 tf 52.13 85.57888 85.7752 0.0191
31 glide 54.79 85.31701 85.7672 0.0000
33 r 56.14 85.38593 85.76549 0.0000
35 br debris 58.89 85.54008 85.75558
37 mr 61.73 85.94554 86.09641
39 mr 72.33 86.00196 86.16646
41 tr 79.60 86.05987 86.28067
43 glide 85.02 85.79404 86.28678 0.0011
45 r 89.15 85.94386 86.29452 0.0019
47 br 94.58 86.08177 86.30551 0.0020
51 tr 112.62 86.18091 86.40314 0.0046
55 r 119.30 85.79436 86.42206
59 tr 129.55 86.28659 86.49082
63 p 136.37 86.22264 86.4812
67 run/glide ape 152.07 86.30989 86.63899
71 br 161.04 86.47587 86.63506
73 mr 165.24 86.48859 86.71857
75 tr 169.30 86.486 86.66895 0.0041
77 g 172.82 86.18273 86.68094 0.0034
79 r 177.54 86.29051 86.69502 0.0030
81 br 181.85 86.61765 86.80541 0.0256
83 br 191.24 86.73406 86.94559
85 mr 201.58 86.92817 87.10086
87 mr 210.93 87.08132 87.20357
201 mr 221.06 87.14709 87.36942
203 mr 225.62 87.25119 87.42669
205 tr 229.53 87.02812 87.4149 0.0123
207 topriffle debr 235.58 87.73394 87.93583
209 br 238.65 87.78916 88.03458
211 mr 261.47 88.17055 88.31415
213 mr 266.59 88.11032 88.35055
215 mr 278.61 88.16511 88.35119
217 mr 300.21 88.15312 88.42882
221 glide 316.96 87.81616 88.42807 0
223 r 319.84 87.7983 88.41569 0.0000
225 br 322.48 88.25598 88.45062 0.0132
227 mr 329.53 88.32451 88.49391
229 mr 339.69 88.25938 88.54937
231 mr 343.23 88.11578 88.56461
233 tr 348.00 88.50878 88.59982 0.0058
average 0.0087 0.0008 0.0091 0.0032
min 0.0041 0.0000 0.0000 0.0000
max 0.0191 0.0030 0.0256 0.0086
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T T T T r T {"` T T
Reedy Creek - Reference Reach 3
Profile (2007)
•
•
•
•
•
•
•
•
•
Average Water Surface Slope
0.0112
Main Channel
Bed Bed
Point Northing Easting Elevation Description Station Elevation
3 4974.94472 4995.632 96.47288 r3 br 0 0 96.47288
4 4986.48539 4985.184 96.64895 r3 mr -11.54 10.45 242.33 15.57 15.57 96.64895
5 4991.06777 4981.299 96.72845 r3 mr -4.58 3.89 36.10 6.01 21.57 96.72845
6 5000.84884 4980.071 96.79879 r3 mr -9.78 1.23 97.18 9.86 31.43 96.79879
7 5009.84576 4979.595 96.83148 r3 mr -9.00 0.48 81.17 9.01 40.44 96.83148
8 5016.33143 4988.53 96.91405 r3 mr -6.49 -8.93 121.89 11.04 51.48 96.91405
9 5025.24009 4995.505 97.03616 r3 mr -8.91 -6.98 128.02 11.31 62.80 97.03616
10 5029.98093 4994.94 97.25129 r3 mr -4.74 0.57 22.79 4.77 67.57 97.25129
11 5033.04789 4991.97 97.35954 r3 mr -3.07 2.97 18.23 4.27 71.84 97.35954
12 5039.992 4985.284 97.4042 r3 mr -6.94 6.69 92.93 9.64 81.48 97.4042
13 5044.25386 4980.533 97.45643 r3 tr -4.26 4.75 40.73 6.38 87.86 97.45643
14 5046.60159 4976.077 97.06218 r3 g -2.35 4.46 25.37 5.04 92.90 97.06218
32 5049.0363 4974.694 97.1107 r3 g -2.43 1.38 7.84 2.80 95.70 97.1107
33 5053.35353 4975.934 97.35978 r3 br -4.32 -1.24 20.18 4.49 100.19 97.35978
34 5063.34513 4979.854 97.44989 r3 mr -9.99 -3.92 115.20 10.73 110.93 97.44989
35 5066.37119 4985.362 97.40448 r3 mr -3.03 -5.51 39.49 6.28 117.21 97.40448
36 5070.75498 4989.319 97.41798 r3 mr -4.38 -3.96 34.88 5.91 123.11 97.41798
37 5076.83021 4994.754 97.51227 r3 tr -6.08 -5.43 66.45 8.15 131.27 97.51227
38 5080.07657 4994.994 97.33072 r3 g -3.25 -0.24 10.60 3.26 134.52 97.33072
39 5082.60739 4993.866 97.38903 r3 r -2.53 1.13 7.68 2.77 137.29 97.38903
40 5081.98006 4991.704 97.43986 r3 br 0.63 2.16 5.07 2.25 139.54 97.43986
41 5090.31077 4987.739 97.55457 r3mr -8.33 3.96 85.12 9.23 148.77 97.55457
42 5094.78303 4987.805 97.57601 rdmr -4.47 -0.07 20.01 4.47 153.24 97.57601
43 5100.30378 4989.483 97.59445 r3mr -5.52 -1.68 33.30 5.77 159.01 97.59445
44 5104.11086 4993.399 97.679 r3mr -3.81 -3.92 29.83 5.46 164.47 97.679
45 5108.74663 4998.853 97.83783 r3mr -4.64 -5.45 51.24 7.16 171.63 97.83783
46 5118.96282 5006.98 97.90041 r3mr -10.22 -8.13 170.42 13.05 184.69 97.90041
47 5124.8578 5010.685 97.94791 r3mr -5.89 -3.71 48.48 6.96 191.65 97.94791
48 5129.75303 5008.865 97.97284 r3mr -4.90 1.82 27.28 5.22 196.87 97.97284
49 5136.13737 5004.886 98.0832 r3mr -6.38 3.98 56.59 7.52 204.39 98.0832
50 5140.30762 5004.935 98.06954 r3mr -4.17 -0.05 17.39 4.17 208.57 98.06954
51 5148.55242 5004.545 98.32605 r3mr -8.24 0.39 68.13 8.25 216.82 98.32605
52 5152.87464 5001.164 98.33859 r3mr -4.32 3.38 30.11 5.49 222.31 98.33859
53 5148.84025 4994.984 98.43127 r3mr 4.03 6.18 54.47 7.38 229.69 98.43127
54 5148.83309 4988.585 98.45136 r3mr 0.01 6.40 40.95 6.40 236.09 98.45136
55 5149.31653 4979.716 98.65643 r3mr -0.48 8.87 78.88 8.88 244.97 98.65643
56 5156.94831 4980.436 98.63964 r3mr -7.63 -0.72 58.76 7.67 252.63 98.63964
57 5168.8987 4984.611 98.72401 r3mr -11.95 -4.18 160.24 12.66 265.29 98.72401
58 5174.69364 4985.921 98.78811 r3mr -5.79 -1.31 35.30 5.94 271.23 98.78811
59 5179.61204 4989.642 98.83017 r3mr -4.92 -3.72 38.04 6.17 277.40 98.83017
136 5188.64061 4988.932 98.82035 r3 mr -9.03 0.71 82.02 9.06 286.46 98.82035
137 5199.22777 4988.408 98.90334 r3 mr -10.59 0.52 112.36 10.60 297.06 98.90334
138 5204.75702 4985.732 98.85461 r3 mr -5.53 2.68 37.73 6.14 303.20 98.85461
139 5210.73447 4986.572 98.90469 r3 mr -5.98 -0.84 36.43 6.04 309.24 98.90469
140 5218.55227 4989.337 98.97785 r3 mr -7.82 -2.77 68.77 8.29 317.53 98.97785
141 5228.65063 4989.108 99.01182 r3 tr -10.10 0.23 102.03 10.10 327.63 99.01182
143 5236.26075 4986.06 99.00902 r3 bed shot -4.75 2.78 30.35 5.51 336.01 99.00902
144 5237.58904 4981.873 99.08098 r3 bed shot -1.33 4.19 19.30 4.39 340.40 99.08098
145 5240.95507 4980.02 99.09158 r3 b s -3.37 1.85 14.76 3.84 344.24 99.09158
146 5252.80503 4978.87 99.10516 r3 b s -11.85 1.15 141.74 11.91 356.15 99.10516
147 5256.11421 4976.094 99.13097 r3 b s -3.31 2.78 18.66 4.32 360.47 99.13097
148 5261.50869 4975.743 99.12905 r3 b s -5.39 0.35 29.22 5.41 365.87 99.12905
149 5266.1812 4979.045 99.12074 r3 b s -4.67 -3.30 32.74 5.72 371.59 99.12074
150 5276.00655 4975.299 99.31728 r3 b s -9.83 3.75 110.57 10.52 382.11 99.31728
151 5289.27378 4963.046 99.44259 r3 b s -13.27 12.25 326.17 18.06 400.17 99.44259
152 5294.64287 4963.347 99.57394 r3 b s -5.37 -0.30 28.92 5.38 405.55 99.57394
153 5301.44697 4956.145 99.69752 r3 b s -6.80 7.20 98.17 9.91 415.46 99.69752
106 -
105 ;-
105
103
102 1--
101
100
99 i-
98
97
96
95
0
215 5307.78364 4950.999 99.78607 bs -6.34 5.15 66.63 8.16 423.62 99.78607
216 5309.85451 4946.425 99.77732 bs -2.07 4.57 25.22 5.02 428.64 99.77732
217 5312.12177 4944.342 99.78802 bs -2.27 2.08 9.48 3.08 431.72 99.78802
• 218 5312.12094 4940.477 100.0506 bs 0.00 3.86 14.93 3.86 435.58 100.0506
219 5317.92152 4937.193 100.5238 bs -5.80 3.28 44.43 6.67 442
25 100
5238
• 220 5322.31858 4938.012 100.8165 bs -4.40 -0.82 20.00 4.47 .
446.72 .
100.8165
221 5323.73866 4940.403 100.8777 bs -1.42 -2.39 7.74 78
2 449
50 100
8777
222 5333.9492 4940.448 100.9022 bs -10.21 -0.04 104.26 .
1011 .
459.71 .
100.9022
223
224 5339.81049
5344.63016 4941.177
4945.455 101.1811 br
101.4199 bs -5.86
-4.82 -0.73
-4.28 34.89
41.53 5.91
6.44 465.62
472.06 101.1811
101.4199
• 225
226 5348.76823
5357.69026 4953.875
4962.978 101.5307 bs
101.6378 bs -4.14
-8.92 -8.42
-9.10 88.02
162.47 9.38
12.75 481.45
494.19 101.5307
101.6378
227 5360.8836 4965.419 101.7269 tr -3.19 -2.44 16.16 4.02 498.21 101.7269
228 5367.19665 4971.873 101.5753 bs -6.31 -0.45 81.52 9.03 507.24 101.5753
229 5369.28888 4975.137 101.7739 bs -2.09 -3.26 15.03 3.88 511.12 101.7739
230 5373.07574 4976.308 101.6743 bs -3.79 -1.17 15.71 3.96 515.08 101.6743
• 231 5376.04786 4973.621 101.7252 bs -2.97 2.69 16.06 4.01 519.09 101.7252
232 5379.53215 4969.36 101.7178 bs -3.48 4.26 30.30 5.50 524.59 101.7178
233 5381.09861 4961.669 101.6654 bs -1.57 7.69 61.60 7.85 532.44 101.6654
• 234 5386.19488 4948.019 102.1935 bs -5.10 13.65 212.28 14.57 547.01 102.1935
311 5388.5868 4944.428 102.3605 bs -2.39 3.59 18.62 4.31 551.33 102.3605
312 5400.38523 4937.564 102.5326 bs -11.80 6.86 186.32 13.65 564.98 102.5326
• 313 5406.12718 4936.521 103.1046 tr -5.74 1.04 34.06 5.84 570.81 103.1046
314 5410.1864 4935.789 102.5744 g -4.06 0.73 17.01 4.12 574.94 102.5744
• 315 5413.99028 4934.686 102.5571 r -3.80 1.10 15.69 3.96 578.90 102.5571
316 5418.35115 4933.697 103.6861 br -4.36 0.99 20.00 4.47 583.37 103.6861
• 317 5427.91686 4927.273 104.1994 mr -9.57 6.42 132.77 11.52 594.89 104.1994
318 5430.58481 4924.555 104.058 g -2.67 2.72 14.51 3.81 598.70 104.058
319 5431.81211 4922.864 104.0398 r -1.23 1.69 4.36 2.09 600.79 104.0398
320 5433.4148 4920.747 104.3433 br -1.60 2.12 7.05 2.65 603.44 104.3433
321 5438.29017 4914.069 104.2428 bs -4.88 6.68 68.37 8.27 611.71 104.2428
322 5442.69157 4909.749 104.0385 bs 4.40 4.32 38.04 6.17 617.88 104.0385
323 5445.1168 4907.294 104.1979 bs -2.43 2.45 11.91 3.45 621.33 104.1979
324 5446.96652 4904.836 104.3666 tr -1.85 2.46 9.47 3.08 624.41 104.3666
• 325 5451.98307 4902.491 103.749 g -5.02 2.34 30.66 5.54 629.94 103.749
326 5456.3521 4899.986 104.1799 r 4.37 2.51 25.37 5.04 634.98 104.1799
• 327 5461.02471 4902.603 104.317 br -4.67 -2.62 28.68 5.36 640.34 104.317
328 5468.88953 4907.365 104.3062 bs -7.86 -4.76 84.54 9.19 649
53 104
3062
• 329 5471.37573 4908.239 104.1942 bs -2.49 -0.87 6.94 2.64 .
652.17 .
104.1942
330 5474.28805 4907.9 104.3145 bs -2.91 0.34 8.60 2.93 655
10 104
3145
331 5475.88355 4905.665 104.3198 bs -1.60 2.23 7.54 2.75 .
657.84 .
104.3198
332 5478.89379 4898.492 104.425 bs -3.01 7.17 60.52 7.78 665.62 104.425
• 333 5482.55693 4890.195 104.5677 bs -3.66 8.30 82.26 9.07 674.69 104.5677

• 334
335 5489.32104
5494.52965 4885.654
4882.494 104.6221 bs
104.6613 bs -6.76
-5.21 4.54
3.16 66.37
37.11 8.15
6.09 682.84
688.93 104.6221
104.6613
336
337 5500.34853
5508.33841 4883.006
4884.744 104.7907 bs
104.6555 bs -5.82
-7.99 -0.51
-1.74 34.12
66.86 5.84
8.18 694.77
702.95 104.7907
104.6555
• 338
339 5511.1711
5510
4739 4886.94
4891
632 104.7285 bs
104
7797 b -2.83 -2.20 12.84 3.58 706.53 104.7285
. . .
s 0.70 -4.69 22.50 4.74 711.28 104.7797
340
431 5509.71295
5509
44171 4893.673
4898
332 104.812 bs
104
5567 b 0.76 -2.04 4.74 2.18 713.46 104.812
. . .
s 0.27 4.66 21.78 4.67 718.12 104.5567
• 432
433 5507.48119
5508
49093 4901.482
4903
517 104.7118 bs
104
7871 b 1.96 -3.15 13.77 3.71 721.83 104.7118
. . .
s -1.01 -2.04 5.16 2.27 724.11 104.7871

•' 434
435 5510.34
5512
15735 4904.909
4905
75 104.8085 bs
1 -1.85 -1.39 5.36 2.31 726.42 104.8085
. .
3 04.8941 bs -1.82 -0.84 4.02 2.00 728.42 104.8941
• 436
437 5514.03567
5516
16304 4906.367
4906
364 104.8324 bs
104 -1.88 -0.61 3.90 1.98 730.40 104.8324
. . .8301 bs -2.13 0.00 4.53 2.13 732.53 104.8301
• 438
439 5520.74813
5526
6251 4902.234
4897 104.7808 bs 4.59 4.13 38.07 6.17 738.70 104.7808
. .904 104.8805 bs -5.88 4.33 53.29 7.30 746.00 104.8805
• 440 5529.68128 4894.207 105.0796 bs -3.06 3.70 23.01 4.80 750.79 105.0796
441 5534.34048 4888.734 105.3686 bs 4.66 5.47 51.67 7.19 757.98 105.3686
• 442 5536.23181 4886.423 105.5872 tr -1.89 2.31 8.92 2.99 760.97 105.5872
443 5539.77275 4885.281 105.3753 g -3.54 1.14 13.84 3.72 764.69 105.3753
• 444 5541.14932 4884.74 105.3879 r -1.38 0.54 2.19 1.48 766.17 105.3879
445 5541.77901 4881.387 105.3951 r/g apex -0.63 3.35 11.64 3.41 769.58 105.3951
•
•
•
•
•

•
446 5545.69712 4878.788 105.1549 g -3.92 2.60 22.10 4.70 774.28 105.1549
447 5549.6898 4878.362 105.2628 r -3.99 0.43 16.12 4.02 778.30 105.2628
448 5554.92686 4881.78 105.5415 br -5.24 -3.42 39.11 6.25 784.55 105.5415
449 5559.12516 4888.835 105.5283 bs -4.20 -7.05 67.39 8.21 792.76 105.5283
450 5561.01864 4891.104 105.3552 bs -1.89 -2.27 8.74 2.96 795.72 105.3552
451 5563.38967 4892.799 105.4929 bs -2.37 -1.69 8.49 2.91 798.63 105.4929
452 5564.85042 4894.731 105.2277 bs -1.46 -1.93 5.86 2.42 801.05 105.2277
453 5566.85457 4896.849 105.6137 bs -2.00 -2.12 8.50 2.92 803.97 105.6137
454 5572.58377 4902.184 105.5613 bs -5.73 -5.33 61.28 7.83 811.80 105.5613
455 5575.615 4906.958 105.6188 bs -3.03 -4.77 31.97 5.65 817.45 105.6188
Tributary
Average Water Surface Slope
0.0442
456 5577.64088 4911.584 105.5489 bs 0 0 105.5489
457 5585.70265 4912.066 106.0694 bs -8.06 -0.48 65.22 8.08 8.08 106.0694
458 5591.43905 4914.056 106.2562 bs -5.74 -1.99 36.87 6.07 14.15 106.2562
459 5594.36435 4914.848 106.4694 bs -2.93 -0.79 9.18 3.03 17.18 106.4694
460 5596.54721 4914.191 106.5028 bs -2.18 0.66 5.20 2.28 19.46 106.5028
461 5598.16338 4912.516 106.6759 bs -1.62 1.68 5.42 2.33 21.79 106.6759
462 5601.26576 4911.008 106.6647 bs -3.10 1.51 11.90 3.45 25.24 106.6647
463 5602.47547 4910.486 106.5603 bs -1.21 0.52 1.74 1.32 26.55 106.5603
464 5605.68222 4908.642 107.5867 bs -3.21 1.84 13.69 3.70 30.25 107.5867
465 5609.86511 4907.422 108.1682 bs -4.18 1.22 18.98 4.36 34.61 108.1682
466 5616.97006 4907.033 108.582 bs -7.10 0.39 50.63 7.12 41.73 108.582
467 5618.57833 4905.362 109.0356 bs -1.61 1.67 5.38 2.32 44.04 109.0356
468 5621.30642 4902.397 109.3561 bs -2.73 2.96 16.23 4.03 48.07 109.3561
469 5622.85816 4899.088 109.3804 bs -1.55 3.31 13.36 3.65 5133 109.3804
470 5625.31326 4894.559 109.4963 bs -2.46 4.53 26.55 5.15 56.88 109.4963
471 5630.42731 4895.002 109.5494 bs -5.11 -0.44 26.35 5.13 62.01 109.5494
472 5633.52228 4896.886 109.3778 bs -3.09 -1.88 13.13 3.62 65.64 109.3778
473 5637.71839 4900.662 109.6188 bs -4.20 -3.78 31.87 5.65 71.28 109.6188
474 5641.3843 4900.802 109.6278 bs -3.67 -0.14 13.46 3.67 74.95 109.6278
475 5645.91204 4902.466 110.215 bs -4.53 -1.66 23.27 4.82 79.77 110.215
476 5652.66053 4903.545 110.1772 bs -6.75 -1.08 46.71 6.83 86.61 110.1772
477 5659.80857 4908.695 110.2213 bs -7.15 -5.15 77.62 8.81 95.42 110.2213
478 5665.4247 4907.77 110.2853 bs -5.62 0.93 32.40 5.69 101.11 110.2853
479 5669.1579 4900.201 110.3944 bs -3.73 7.57 71.22 8.44 109.55 110.3944
•
•
•
•
•
•
•
•
•

Appendix C.
Bankfull Verification Data

•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Reedy Creek Reference Reach 1
(DA= 0.08 square mile)
Realon: Blue Rldae/Pladmeint
Regional Regression Method
Carolina Golf Course Restoration Studies

Return Interval
sent Rural
Discharge
chill Urban
Discharge
cfs
1.3 12.5 50
1.5 17 57.5
2 22.9 75.4
5 43.8 132
10 62.7 175
25 93.3 268
50 121 305
100 154 339
200 192
500 252
Bold indicates interpolated data.
Reedy Creek Reference Reach 2
(DA = 0.06 square mile)
Re ion: Blue Rid e/Pledmont

Return Interval
(years) Rural
Discharge
ch Urban
Discharge
cfs
1.3 10 40
1.5 12 47
2 18.7 61
5 36 109
10 51.9 145
25 77.5 225
50 101 256
100 128 286
200 160
500 211
Bold indicates Interpolated data.
Reedy Creek Reference Reach 3
(DA = 0.12 square mile)
Region: Blue Rldae/Piatimnnt

Return Interva
ears Urban
Discharge
cfs
1.3 T 70
1.5 80
2 102
5 - 175
10 82.1 228
25 121 344
50 157 389
100 198 432
200 246
500 322
Bold indicates interpolated data.
Ready Crack Reference Reach 1
Regional Regression Method (Blue RidgelPiadmont)
400
350
300
250
w 200
t
150
0 100
50
0
1 10 100 1000
Return Interval lyears, logarithmic scale)
--}-- Rural Discharge -+-- Urban Discharge
Reedy Creek Reference Reach 2
Regional Regression Method (Blue RidgaiNedmont)
360
300
250
w 200
150
p 100
50 - +
0
10 100 1000
Return Interval (years, logarithmic scale)
-+- Rural Discharge -e-- Urban Discharge
Ready Creek Reference Reach 3
Regional Regression Method (Blue RldgaRiadmont)
500
450
$ 400
350

300 - -
-_-!-
i 250
200
150
100
50

0 _
10 100 1000
Return Interval (years, logarithmic scale)
--+- Rural Discharge - s-- Urban Discharge