20040500 All Versions_Mitigation Info_20030925

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BACK CREEK SITE
DETAILED STREAM AND WETLAND MITIGATION PLAN
MECKLENBURG COUNTY, NORTH CAROLINA
Prepared for:
North Carolina Department of Transportation
Raleigh, North Carolina
OF
Prepared by:
EcoScience Corporation
1101 Haynes Street, Suite 101
Raleigh, North Carolina 27604
January 2003
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EXECUTIVE SUMMARY

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The North Carolina Department of Transportation (NCDOT) is currently
evaluating stream and wetland mitigation potential on property owned by
three landowners: Daniel H. Fisher (Back Creek II Developers), Thelma C.
Morgan, and Mecklenburg County Storm Water Services, collectively
referred to as the Back Creek Site. The Back Creek Site is located
approximately 5 miles northeast of the City of Charlotte in Mecklenburg
County, North Carolina.
This document details stream restoration, as well as wetland
enhancement/restoration procedures, on the Back Creek Site. An
approximately 17.5-acre conservation easement, hereafter referred to as
the Site, has been proposed for mitigation activities. The Site
encompasses approximately 4117 linear feet of stream and 3.3 acres of
jurisdictional wetlands. The Site watershed, consisting of approximately
4.1 square miles, is developing rapidly and is characterized by high-
density residential development, commercial and industrial properties,
and, to a lesser extent, mixed hardwood forest and agricultural land.
Land use within the Site includes fallow pasture and various utilities
corridors.
Under existing conditions, Back Creek is characterized by several distinct
stream reaches: 1) the upstream reach has been dredged and straightened
in support of adjacent sewer line installation and 2) the downstream
reach retains its sinuous flow pattern. However, the majority of the
channel has been degraded by rip-rap/boulders installed for bank
stabilization. Natural vegetation within the floodplain has been removed
in support of historic agricultural practices including grazing and hay
production.
Restoration activities have been designed to restore historic stream and
wetland functions which may have existed on-site prior to channel
dredging/straightening, bank stabilization, and vegetation removal.
Stream restoration includes floodplain grading and construction of
approximately 4352 linear feet of meandering, E-type (highly sinuous)
stream channel within the Site. Stream restoration is expected to
include;
1) restoration of approximately 1 390 linear feet of Back Creek on new
location,
2) restoration of approximately 2135 linear feet of Back Creek in-
place, and
3) restoration of approximately 827 linear feet of secondary tributary
to Back Creek.

Wetland restoration/enhancement encompasses approximately 3.3 acres
t of floodplain underlain by hydric soils and includes removal of spoil
castings from channel dredging/straightening activities and re-vegetation
of the adjacent floodplain. An additional 0.5 acre of jurisdictional
' wetland may be created through the excavation of a shallow, open
water/freshwater marsh complex adjacent to the restored stream channel.
' Characteristic wetland soil features, groundwater wetland hydrology, and
hydrophytic vegetation communities are expected to develop in areas
adjacent to the constructed channel. The existing, degraded channel will
' be abandoned and backfilled. Subsequently, Site reforestation, including
streamside and bottomland hardwood forest communities, has been
included along the entire on-site stream and floodplain to further protect
water quality and enhance opportunities for wildlife.
A Monitoring Plan has been prepared that entails a detailed analysis of
' stream geomorphology, wetland hydrology, and Site vegetation. Success
of the project will be based on criteria set forth under each of the
monitored parameters outlined in this document.

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Table of Contents

1.0 INTRODUCTION ................................................................ 1
2.0 METHODS ....................................................................... 4
3.0 EXISTING CONDITIONS ...................................................... 6
3.1 Physiography, Topography, and Land Use ............................. 6
3.2 Soils ......................................................................... 10
3.3 Plant Communities ........................................................ 15
3.4 Hydrology .................................................................. 16
3.4.1 Drainage Area ......................................................... 16
3.4.2 Discharge .............................................................. 16
3.5 Stream Characterization ................................................. 17
3.5.1 Stream Geometry and Substrate .................................. 18
3.6 Stream Power, Shear Stress, and Stability Threshold ............ 25
3.6.1 Stream Power ......................................................... 25
3.6.2 Shear Stress ........................................................... 26
3.6.3 Stream Power and Shear Stress Methods and Results ....... 27
3.7 Jurisdictional Wetlands .................................................. 29
4.0 REFERENCE STUDIES ....................................................... 32
4.1 Reference Channel ........................................................ 35
4.2 Reference Forest Ecosystems .......................................... 36
5.0 RESTORATION PLAN ....................................................... 41
5.1 Stream Restoration ....................................................... 41
5.1.1 Reconstruction on New Location .................................. 46
5.1.2 Reconstruction In-Place ............................................. 56
5.1.3 Secondary Tributary Bank Sloping/Bench Excavation ........ 57
5.2 Wetland Enhancement/Restoration .................................... 60
5.3 Floodplain Soil Scarification ............................................ 61
5.4 Plant Community Restoration .......................................... 62
5.4.1 Planting Plan ......................................................... 66
6.0 MONITORING PLAN ......................................................... 68
6.1 Stream Monitoring ........................................................ 68
6.2 Stream Success Criteria ................................................. 68
6.3 Hydrology Monitoring .................................................... 70
6.4 Hydrology Success Criteria ............................................. 70
6.5 Vegetation Monitoring ................................................... 71
6.6 Vegetation Success Criteria ............................................ 71
6.7 Contingency ................................................................ 72
7.0 FINAL DISPENSATION OF THE PROPERTY ............................. 74
8.0 REFERENCES ............................... ................................ 75

F

List of Figures
Figure 1 Site Location ............................................................... 2
Figure 2 Topography ................................................................. 7
Figure 3 1993 Basin-wide Land Use .............................................. 8
Figure 4 1999 Basin-wide Land Use .............................................. 9
Figure 5 On-site Land Use ......................................................... 11
Figure 6 NRCS Soil Mapping ....................................................... 12
Figure 7 Modified Soil Units .......................................................13
Figure 8 Existing Cross-Sections and Plan View ............................. 19
Figure 9 Existing Profile and Plan View ........................................20
Figure 10 Jurisdictional Wetlands ...............................................30
Figure 1 1 A Mitigation Plan ....................................................... 42
Figure 1 1 B Mitigation Plan ....................................................... 43
Figure 12 Proposed Cross-sections and Plan View ..........................48
Figure 13 Proposed Profile and Plan View .....................................49
Figure 14 Live Willow Stake Revetment .......................................50
Figure 15 Cross Vane Weir ........................................................52
Figure 16 J-hook Vane Weir .................... ............................... 54
Figure 17 Log Vane Weir .......................................................... 55
Figure 18 Planting Plan ................................................. ........63
Figure 19 Conceptual Model of Target Plant Communities ................ 64
Figure 20 Monitoring Plan ......................................................... 69
List of Tables

Table 1 Morphological Characteristics of Existing Channels ............. 21
Table 2. Stream Power (S2) and Shear Stress (0 Values ..................... 28
Table 3 Reference Stream Geometry and Classification ................... 33
Table 4A Reference Forest Ecosystem (UT to Crane Creek) .............. 37
Table 4B Reference Forest Ecosystem (UT to Reedy Creek) ............. 38
Table 4C Reference Forest Ecosystem (Rocky River) ...................... 39
Table 5 Existing, Reference, and Proposed Channels ...................... 44
Table 6 Planting Plan ............................................................... 67

1
BACK CREEK SITE
1 DETAILED STREAM AND WETLAND MITIGATION PLAN
1.0 INTRODUCTION
1 The North Carolina Department of Transportation (NCDOT) is currently
evaluating stream and wetland mitigation potential on property owned by
1 three landowners: Daniel H. Fisher (Back Creek II Developers), Thelma C.
Morgan, and Mecklenburg County Storm Water Services, collectively
referred to as the Back Creek Site. The Back Creek Site is located
1 approximately 5 miles northeast of the City of Charlotte, 0.25 mile south
of the intersection of NC Highway 49 and Back Creek Church Road (SR
2827) (Figure 1).
1 Based on preliminary studies, it appears that approximately 17.5 acres of
floodplain, open water, and adjacent floodplain slopes within the Back
' Creek Site may be placed under a conservation easement in order to
conduct proposed mitigation activities. This 17.5-acre area will hereafter
be referred to as the Site. The Site encompasses 3300 linear feet of
1 Back Creek, approximately 817 linear feet of stream channel associated
with two unnamed tributaries to Back Creek, and approximately r3 a,creit
of j,urisd,ictip:-r4pl wetland and/or hydri,,c Tfwithin the adjacent floodplain.
1 Past Site land use, including livestock grazing, removal of riparian
vegetation, as well as dredging and straightening of the upstream portion
of Back Creek, appears to have resulted in degraded water quality,
1 unstable channel characteristics (stream entrenchment, erosion, and bank
collapse), and decreased wetland functionality.
1 The purpose of this study is to establish a detailed mitigation plan for
stream restoration and wetland enhancement/restoration alternatives.
The objectives of this study include the following.
1 • Classify the on-site streams based on fluvial geomorphic principles.
• Identify jurisdictional wetlands and/or hydric soils within the Site
1 boundaries.
• Identify a suitable reference forest, stream, and wetland to model
Site mitigation attributes.
1 • Develop a detailed plan of stream restoration and wetland
enhancement/restoration activities within the proposed 17.5-acre
conservation easement boundary.
1 • Establish success criteria and a method of monitoring the Site upon
completion of mitigation construction.

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SITE LOCATION
EcoScience BACK CREEK MITIGATION SITE
Corporation Detailed Miti
ation Plannin Dwn. by: MJR
Ckd by: MJR
Date: FIGURE

1
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g JAN 2003
Raleigh, North Carolina Mecklenburg County, North Carolina Project: 02-113.04

The goals of the restoration/enhancement efforts are as follows. /_ 9_'
' • Restore approximately 3525 linear feet of Back Cree /including
excavation of channel on new location ( E" f feet) and
restoration of channel in-place eet).
• Restore approximately r , d?'rr?, ,zeof secondar ributary to
Back Creek.
' • -e approximately 119% of jurisdictional wetland, eJIgMW
approximately of jurisdictional wetland, and qJMNW
approximately of open water/freshwater marsh adjacent to
' on-site channels.
• approximately of floodprone area and adjacent
upland slopes with native forest species.
' 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/enhancement plans, and 4) Site monitoring and success
criteria. Upon approval of this plan by regulatory agencies, engineering
construction plans will be prepared and activities implemented as
outlined. Proposed mitigation activities may be modified during the civil
design stage due to constraints such as access issues, sediment-erosion
' control measures, drainage needs (floodway constraints), or other design
considerations.

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2.0 METHODS
Natural resource information was obtained from available sources. U. S.
Geological Survey (USGS) 7.5 minute topographic mapping (Harrisburg,
NC), U.S. Fish and Wildlife Service (FWS) National Wetlands Inventory
(NWI) mapping, Natural Resource Conservation Service (NRCS [formerly
the Soil Conservation Service]) soils mapping for Mecklenburg County
(NRCS 1980), historic aerial photography, and recent aerial photography
were utilized to evaluate existing landscape, stream, and soil information
prior to on-site inspection.
Reference stream geometry measurements have been used to orient
' channel reconstruction design. Reference stream and floodplain systems
were identified and measured in the field to quantify stream geometry,
substrate, and hydrodynamics. Stream characteristics and detailed
' mitigation plans were developed according to constructs outlined in
Rosgen (1996), Dunne and Leopold (1978), Harrelson et al. (1994),
Chang (1988), and North Carolina Wildlife Resources Commission
' (NCWRC) (1996). Stream pattern, dimension, and profile under stable
environmental conditions were measured along reference (relatively
undisturbed) stream reaches and applied to the degraded channel within
' the Site. Reconstructed stream channels and hydraulic geometry
relationships have been designed to mimic stable channels identified and
evaluated in the region.
' North Carolina Natural Heritage Program (NHP) data bases were evaluated
for the location of designated natural areas which may serve as reference
' sites for mitigation design. Characteristic and target natural community
patterns were classified according to Schafale and Weakley's,
Classification of the Natural Communities of North Carolina (1990).
' Detailed field investigations were performed in November and December
2002, consisting of Site channel cross-sections, profile, and plan-view;
valley cross-sections; detailed soil mapping; and mapping of on-site
resources. Project scientists evaluated stream parameters to determine
the stability of the existing channel. Hydrology, vegetation, and soil
' attributes were analyzed to determine the status of jurisdictional areas.
Plant communities were delineated and described by structure and
composition.
' NRCS soil mapping was modified to identify hydric soil boundaries and to
predict (target) biological diversity prior to human disturbances. NRCS
' soil map units were ground truthed by a licensed soil scientist to verify
existing soil mapping units and to map inclusions.
n

Historical aerial photographs (1958, 1965, and 1993) were utilized to
' identify land use patterns and floodplain dynamics at the Site and in the
watershed. Disturbances to streams and wetlands during watershed
development were tracked, where feasible. However, none of these
' historical photographs exhibit riparian forest structure or historic stream
pattern prior to significant disturbance. Recent (1999) aerial photography
was evaluated to determine primary hydrologic features and to map
relevant environmental features.
Information collected on-site and in reference ecosystems was compiled
' in a database and incorporated with field observations to evaluate the on-
site stream under existing conditions. Subsequently, this mitigation plan
was developed to facilitate restoration success and to provide stream and
wetland mitigation for various NCDOT projects in the region.

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3.0 EXISTING CONDITIONS
3.1 Physiography, Topography, and Land Use
The Site is located in the northeastern portion of Mecklenburg County,
approximately 5 miles northeast of the City of Charlotte (Figure 1). This
portion of the state is underlain by the intrusive rocks of the Charlotte
Belt geologic formation within the Southern Outer Piedmont ecoregion of
North Carolina (USGS Subbasin 03040105). This hydrophysiographic
region is characterized by moderately dissected, irregular plains with
moderately steep slopes and narrow floodplains (Griffith 2002) (Figure 2).
This region is characterized by moderately high rainfall with precipitation
averaging approximately 43 inches per year (NRCS 1980).
The Site encompasses a reach of a Back Creek, two unnamed tributaries
to Back Creek, the adjacent associated floodplain, and wetland pockets
located within the adjacent floodplain. Back Creek, a third-order stream,
encompasses a drainage area of approximately 4.1 square miles. Back
Creek flows in an easterly direction for approximately 3300 linear feet
through the Site prior to its outfall at the eastern Site boundary. Back
Creek flows through a relatively wide, flat (0.005 rise/run), alluvial valley
(Valley Type VIII), with a floodprone area width measuring approximately
250 feet.
Within the Site boundaries, two smaller unnamed tributaries converge
with Back Creek, one entering from the south and one from the north.
These tributaries are significantly smaller than Back Creek, with a
collective drainage area encompassing only 3 percent of the upstream
Site drainage basin. These streams are characterized by relatively
narrow, moderately steep (0.024 rise/run) valleys, which flatten and
widen as they descend and converge with the larger Back Creek mainstem
channel. As the valley flattens, alluvial fans (Valley Type III) form in the
landscape, with floodprone area widths ranging from approximately 20 to
70 feet.
The upstream, Back Creek drainage basin is located in a rapidly
developing region of Mecklenburg County. The upstream watershed is
characterized by high-density residential development, commercial and
industrial complexes, and, to a lesser extent, rural pasture and forest.
Aerial photography from 1993 and 1999 indicate an increase in urban
land use from approximately 1.4 square miles (33 percent of drainage
area) to approximately 2.4 square miles (57 percent of drainage area)
over the 6-year period (Figure 3 and Figure 4). Based on development
adjacent to the Site and reconnaissance of the upstream drainage basin,
these rapid-development trends appear to have continued to the present
day.
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ECoScience
Corporation
Raleigh, North Carolina 27605
Client
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
TOPOGRAPHY
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0 2000 ft. 4000 ft.
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Source: USGS 7.5 Minute Quadrangle (Harrisburg. N.C.)
I I FIGURE
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EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title'
1993 BASIN-WIDE
LAND USE
FIGURE
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EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT

Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title
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FIGURE
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Historically, the Site appears to have been utilized for livestock pasture
and hay production. Currently, the Site is characterized by fallow,
successional fields with a few stands of isolated hardwood forest. The
farthest upstream fields are maintained through bush hogging and appear
to support more grass species than adjacent successional fields (Figure
5). The maintained fields appear to be utilized by the Morgan family for
hay production.
The Site is crossed by several utilities easements including a sewer line
' and high-tension-power lines (Figure 5). Back Creek appears to have been
altered during sewer line construction, including dredging and
straightening the upstream reach and stabilization of the entire reach
' through installation of rip-rap/boulders in the channel banks. The rip-
rap/boulders are especially prevalent in reaches where the sewer line
crosses, or abuts Back Creek.
' Immediately adjacent to the Site, area pastureland has been converted to
high-density residential development serviced by standard curb and gutter
' roads (Figure 5). Storm-water runoff is conveyed primarily through
underground storm culverts which discharge into sediment basins or are
piped directly into floodplain wetland depressions. In addition to
' residential development, construction of Interstate-485 is ongoing
immediately north of the Site. Various culverts enter the Site from
beneath the newly constructed roadway.
' 3.2 Soils
Site soils have been mapped by the NRCS (NRCS 1980) (Figure 6). On-
site verification and ground-truthing of NRCS map units was conducted in
the fall of 2002 by licensed soil scientists to refine soil map units and to
locate inclusions and tax-adjunct areas. The portion of the Site most
' intensely surveyed includes low-lying floodplain areas. Systematic
transects were established and sampled to ensure proper coverage. Soils
were sampled for color, texture, consistency, and depth at each
' documented horizon.
Based on NRCS mapping, the Site floodplain is underlain predominantly by
' soils of the Monacan (Fiuvaquentic Eutrochrepts) series, with side slopes
characterized by soils of the Enon (Uitic Hapiudaifs) and Wilkes (Typic
Hapiudaifs) series. However, Monacan soils are highly variable in the
' NRCS survey area and on-site soil profiles more closely resemble the
Chewacla (Fiuvaquentic Dystrochrepts) and Wehadkee (Typic Fiuvaquents)
associations of the neighboring Cabarrus County (2 miles east of the
' Site). Therefore, detailed soil mapping for the Site has been prepared
based on landscape position, land use distinctions, and hydric verses non-
hydric characteristics. As depicted in Figure 7, four revised soil map
10

LEGEND
SITE BOUNDARY (17.5 ac.) ,
1-485 CONSTRUCTION.
LIMITS
•• - •• SEWER LINE

HIGH TENSION'
POWER LINES
HARDWOOD FOREST
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RIPARIAN FRINGE z
STORMWATER BASIN€ a
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"Oks
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project*
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
FIGURE
5

IF C
LEGEND
H
Map Unit Map Unit Name nati
Desiggnati
on
EnB Enon sandy loam, non-hydric
2-8% slopes
EnD Enon sandy loam, non-hydric
8-15% slopes
Mo Monacan loam non-hydric with
hydric inclusions
WkE Wilkes loam, non-hydric
15-25% slopes
IrB En
a0 .
A w EnD
ri, p
L p EnB
HeB MeB FnD
En
EnB
?F? HE,E3
Ce,B2
?c0 EnB
® Va6
CeD2
GeV
0 2000 ft.
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/ 1 ?A? v ais
NRCS SOIL MAPPING Dwn. by. MJR FIGURE
LCoscience BACK CREEK MITIGATION SITE Ckd by MAR
Uh.W
Corporation Detailed Mitigation Planning Date AN 2003
k"I' ')h N,rtb C"'oh"', Mecklenburg County, North Carolina Project
02-113.04
i
LEGEND
SITE BOUNDARY (17.5 ac.)
1-485 CONSTRUCTION
LIMITS
•• - •• SEWER LINE
y4? `
y .
HIGH TENSION ?"?•G?"
POWER LINES!''
acres E ?p }+gv+[yy ? ,
FLOODPLAIN SOILS }?.
(HYDRIC) 3.3
+??M 3
SIDE SLOPE / ` .
VALLEY WALL SOILS 1.3 x
FLOODPLAIN SOILS +
(NON-HYDRIC) 11.9
UDORTHENTS 1.0 ..
M
111110,,

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EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
00?
BACK CREEK
r` ' e = MITIGATION SITE
r?
ay .. ,i "• DETAILED
y
MITIGATION
"b. 01 APJMIPJr-
ell
fill
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-AN
FIGURE
7

units were identified: 1) udorthents, 2) floodplain soils (hydric), 3)
floodplain soils (non-hydric), and 4) side slope/valley wall soils.
Udorthents
The Udorthents mapping unit consists of areas in which the natural soil
profiles have been altered by earth-moving operations or other
anthropogenic influences. Encompassing approximately 1.0 acre (6
' percent) of the Site, this mapping unit includes spoil material deposited
adjacent to Back Creek during dredging and straightening activities, fill
slopes associated with residential construction, and agricultural
roadways.
Floodplain Soils (Hydric)
' Hydric soils are defined as "soils that are saturated, flooded, or ponded
long enough during the growing season to develop anaerobic conditions in
the upper soil layer" (SCS 1987). Based on NRCS mapping, hydric soils
underlying the Site floodplain include soils of the Monacan series.
However, detailed soil mapping indicates that vast expanses of the on-
site floodplain exhibit characteristics of the hydric Wehadkee series.
' Hydric soils occur in a narrow band along the upper reaches of the Site,
encompassing approximately 3.3 acres (19 percent) of the Back Creek
' floodplain. On-site hydric soils are generally located in slight depressions
within the floodplain and are characterized by dark brown to slightly
gleyed loams and clay loams. In general, these areas appear to have been
' disturbed by utility easements and dredging/straightening of the upper
reach of Back Creek. Based on preliminary studies, on-site hydric soils
appear to be intermittently flooded from over-bank storm-water flows,
I upland runoff, groundwater migration into the Site, and, to a lesser
extent, direct precipitation.
' Floodplain Soils (Non-hydric)
Based on NRCS mapping, non-hydric soils underlying the Site floodplain
are also mapped as Monacan loam. However, detailed soil mapping
' indicates that portions of the Site floodplain underlain by non-hydric soils
exhibit characteristics of the Chewacla series.
Non-hydric soils occur adjacent to the entire on-site reach of Back Creek,
encompassing approximately 11.9 acres (68 percent) of the Back Creek
floodplain. Non-hydric floodplain soils are generally located in broad,
nearly level portions of the Site and are characterized by yellowish brown
loams and clay loams. These soils appear subject to frequent flooding;
however, aerobic features in the soil profile may indicate that soil
' permeability is sufficient to maintain non-hydric characteristics of this
portion of the floodplain.

14

1

0

u

n

7-1
L
Side Slope/Valley Wall Soils
Based on NRCS mapping, side slopes and valley walls adjacent to the
Back Creek floodplain are mapped as Enon sandy loam and Wilkes loam.
Detailed soil mapping confirmed these soils within the Site. Side
slope/valley wall soils encompass approximately 1.3 acres (7 percent) of
the Site, including slopes adjacent to the Back Creek floodplain. In
general, Enon soils occur in portions of the Site where side slopes are
less steep and Wilkes soils occurred in portions of the Site characterized
by slopes steeper than 15 percent grade. Outside of the Site, these soil
units have been disturbed by residential development.
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:
successional fields and hardwood forest (Figure 5).
Successional fields dominate the Site, accounting for approximately 90
percent of the Site area. This community is varied including fallow hay
fields and wetland herbaceous assemblage. Hay fields are characterized
by maintained, planted grasses such as alfalfa (Medicago sativa), fescue
(Festuca octiflora), and bluegrass (Poa pratensis). Invasive species such
as beggar ticks (Bidens bipinnata), broom sedge (Andropogon virginicus),
blackberry (Rubus sp.), and dog fennel (Eupatorium capil/ifolium), with a
few woody recruits including green ash (Fraxinus pennsylvanica),
persimmon (Diospyros virginiana), and winged elm (Ulmus alata), occur
throughout. Portions of fallow fields underlain by hydric soils are
characterized by a hydrophytic species composition, including rushes
(Juncus spp.), sedges (Carex spp.), smartweeds (Polygonum spp.), and
beakrush (Rhynchospora sp.).
Hardwood forest occurs on the northern bank of Back Creek in the central
portion of the Site. This community is characterized by more xeric,
upland species such as white oak (Quercus alba), northern red oak
(Quercus rubrua), and mockernut hickory (Carya tomentosa). As the
slope descends towards the floodplain, this community grades towards a
more mesic community with a canopy including willow oak (Quercus
phellos), American sycamore (Platanus occidentalis), river birch (Betula
nigra), and black willow (Salix nigra). A few, mature, individual trees
species are found in an approximately 15-foot wide riparian fringe
adjacent to the Back Creek channel. This riparian fringe is characterized
by river birch, black willow, American sycamore, rose (Rosa sp.), and
Chinese privet (Ligustrum sinense).
15

7?

3.4 Hydrology
Site hydrology is composed of surface water flows, groundwater
migration into open water conveyances, and, to a lesser extent,
precipitation. Surface water flows result primarily from upstream
drainage basin catchment, discharge into upstream feeder tributaries, and
surface water flows into and through the Site. No active seeps or springs
have been identified within the Site boundaries.
3.4.1 Drainage Area
This hydrophysiographic region is considered characteristic of the
Piedmont Physiographic Province, which extends throughout central
portions of North Carolina. The region is characterized by dissected,
irregular plains, with some low, rounded hills and ridges. Broad, gently
sloping uplands are convex-concave interfluves with gentle side slopes of
6 percent or less. Moderately to steeply sloping areas with narrow,
convex ridges are also common. In the Mecklenburg County area,
precipitation averages 43 inches annually, distributed evenly throughout
the year (NRCS 1980). The Site is located in USGS Hydrologic Unit
#03040105 (USGS 1974).
The Site drainage area encompasses approximately 4.1 square miles at
the downstream Site outfall. The drainage area, characterized by a
mixture of rural and urban land use, appears to be rapidly converting from
bottomland forest and agriculture towards high-density residential
development and commercial/industrial complexes.
3.4.2. Discharge
Discharge estimates for the Site utilize an assumed definition of
"bankfull" and the return interval associated with the 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). Research indicates that a stable stream channel
may support a return interval for bankfull discharge, or channel-forming
discharge, of between 1 to 2 years (Gordon et. al. 1992, Dunne and
Leopold 1978). The methods of Rosgen (1996) indicate calibration of
bankfull dimensions based on a potential bankfull return interval of
between 1.3 and 1.7 years for rural conditions.
Based on available regional curves, the bankfull discharge for Back Creek
(4.1 square mile watershed) averages approximately 247 cubic feet per
second (cfs) (Harman et al. 1999). In addition, the USGS regional
regression equation indicates that the bankfull discharge for Back Creek
averages approximately 270 cfs (USGS 2001).
16

To verify regional curves and USGS regression models, five gauged
streams (Lithia Inn Branch, Mallard Creek, North Prong Clark Creek, Long
Creek near Bessemer, and Long Creek near Paw Creek) were analyzed to
determine a return interval for momentary peak discharges. Momentary
peak discharges (return interval between 1.3 and 1.7 years) were
calculated from the gauge data and plotted against the regional curve
(Appendix A). Momentary peak discharges from analyzed stream gauges
' plotted above the predicted discharge from the regional curves for four of
the five stream gauges. This may indicate that bankfull discharges at the
Site are higher than predicted by regional curves.
' Bankfull indicators in the field have also been utilized to predict bankfull
discharge. The cross-sectional area associated with field indicators has
been compared to regression equations that relate discharge to cross-
sectional area in rural Piedmont streams. The average bankfull cross-
sectional area in the channel has been estimated at approximately 56
' square feet, suggesting a bankfull discharge of approximately 300 cfs.
For this project, the stable "design" channel is assumed to support a
bankfull discharge (1.3-year return interval) of between 250 and 300 cfs
1 at the Site outfall under existing watershed conditions.
Velocity comparison of bankfull discharges were conducted through
various measurements including R/D84, u/u*, mannings n by stream type,
and direct measurement of bankfull flows. Velocity estimations that
utilize. channel dimension characteristics of depth, cross-sectional area,
' slope, and/or substrate (R/D84, u/u*, and mannings n by stream type)
indicate that bankfull velocities may range between "O t per
At ..
second. The continuity equation (cfs/cross sectional area) indicates that
' bankfull velocities may be approximately ,,ond. However,
direct measurement of the channel immediately after'-'a 1.6 to 1.8 inch
rainf event indicate bankfull velocities of approximately 10011000ro,
' Measured velocities may be slightly lower that expected due to
high channel roughness from rip-rap/boulder materials installed in channel
banks by Mecklenburg County sewer-line utilities workers.
' 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/depth ratio, sinuosity, channel slope, and stream substrate
composition. The stream classes characterizing existing reaches within
' the Site include E-type (low width to depth ratio) and C-type (moderate
width to depth ratio) streams. Each stream type is modified by a number
1 through 6 (ex. E5), denoting a stream type which supports a substrate
17

dominated by 1) bedrock, 2) boulders, 3) cobble, 4) gravel, 5) sand, or 6)
silt/clay. Historically, the channel may have supported an E4/5 stream
type typical of those found in the North Carolina Piedmont under similar
watershed conditions.
' 3.5.1 Stream Geometry and Substrate
Stream geometry measurements under existing conditions are depicted in
' Figures 8 and 9 and summarized in Table 1. Back Creek is characterized
by three distinct stream channel types: 1) upstream straightened (E-type),
2) downstream sinuous (C-type), and 3) downstream sinuous (E-type).
' Individual cross-section data and other morphological data (including a
morphological measurement table) are included in Appendix B.
' Upstream Straightened (E-type)
The upstream portion of the Site contains a dredged and straightened
reach supporting characteristics of an E-type (low width to depth ratio)
stream. E-type streams are characterized as slightly entrenched, riffle-
pool channels exhibiting high sinuosity (> 1 .5). In North Carolina, E-type
streams often occur in narrow to wide valleys with well-developed alluvial
floodplains (Valley Type VIII). E-type streams typically exhibit a
sequence of riffles and pools associated with a sinuous flow pattern. E-
type channels are typically considered stable. However, these streams
' are sensitive to disturbance and may rapidly convert to other stream
types.
' The upstream channel has been dredged, straightened, and lined with rip-
rap/boulders in support of adjacent sewer line utilities maintenance. The
cross-sectional area of the channel is currently smaller than expected
' from regional curves and measurements of bankfull are currently 54
square feet, as compared to 56 square feet predicted by regional curves.
In addition, the width/depth ratio measures 7, lower than is considered
' typical for streams of this size in the region. Channel cross-sectional
area and width to depth ratio may have been diminished during
dredging/straightening activities or the installation of rip-rap/boulders for
I bank stabilization. The channel is currently characterized by eroding
banks as the channel attempts to enlarge to a stable cross-sectional area.
Straightening of the upstream channel has destroyed pattern variables
such as beltwidth, meander length, pool-to-pool spacing, and radius of
curvature. The channel is currently characterized by a sinuosity of 1.02
' (thalweg distance/straight-line distance). Rip-rap/boulders appear to be
inhibiting lateral channel extension and the formation of distinct,
repetitive riffles and pools within the reach. Pattern variables are
' currently not within the modal concept for E-type channels in the region.

18

C?

CROSS-SECTION 1
(Riffle)
92 92

90 90

88 68
0
86 86

w 84 84

135 145 155 165 175 185 195
Horizontal Distance in Feet
BonkfullWidtht 22.7 ft.
BankfullMoximum Depth: 3.8ft.
BonkfullAveroge Depth: 2.5 ft.
Bonkfull Cross seciionol Area: 55. 7 sq. ft
Width of Flood Prone Area: 297 ft.±
CROSS-SECTION 2
(Riffle)
97
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95
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w 89
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Horizontal Distance in Feet
Bonkfull Width: 29.5 ft.
Bonkfull Maximum Depth: 3.3 ft.
BonkfullAveroge Depth: 1.9 ft.
Bonkfull Cross-sectional Area: 55.7 sq. ft..
Width of Flood Prone Area: 114 ft.±
CROSS-SECTION 3
(Riffle)
98 98
d
96 96
c
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T _1
92 92
w 90 90
45 55 65 75 85 95 105
Horizontal Distance in Feet
Bankfull Width: 33.7 ft.
Bonkfull Maximum Depth: 3.0 ft.
Bonkfull Average Depth: 1.7 ft.
Bonkfull Cross-sectionol Area: 56.7 sq. ft..
Width of Flood Prone Area: 160 ft.±
NOTE:
All Cross sections
Facing the Upstream Direction
CROSS-SECTION 4
(Pool)
97
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Horizontal Distance in Feet
BonkfullWidtht 24.5 ft.
Bankfull Maximum Depth, 4.1 ft.
Bankfull Average Depth: 2.8 ft.
Bank full Cross-sectional Area: 69.2 sq. ft.
CROSS-SECTION 5
(Riffle)
98
w
96
C
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92
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5
EXISTING GRADE
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Linear (Down Volley) Distance in Feet
f?
EcoScience
Corporation
Raleigh, North Carolina
II REVISIONS II
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
EXISTING
-SECTIONS
CROSS
AND
PLAN VIEW
Own By: Dote:
MAF JAN 2003
Ckd BY: Scole:
WGL AS SHOWN
ESC Project No
02-113.04
FIGURE
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96
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92
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0 10 20 30 40 50 60
Horizontal Distance in Feet
Bankfull Width: 26.5 ft.
BonkfullMoximum Depth: 4.3ft.
BankfullAverage Depth, 2.7 ft.
Bank full Cross-sectional Area: 70.9 sq. ft..
UT
(Riffle)
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101
99
97
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5 15 25 35 45 55 65
Horizontal Distance in Feet
Bankfull Width: 3.5 ft.
Bankfull Maximum Depth: 1.0 ft.
Bonkfull Average Depth: 0.7 ft.
Bonk full Cross -sectional Area: 2.5 sq. ft
Width of Flood Prone Area: 5 ft.±
CROSS-SECTION 7
(Riffle)
„ 101 101
m

99 99

c 97 97
0
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w
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40 50 60 70 80 90 100
Horizontal Distance in Feet
BonkfullWidtht 21.9 ft.
Bankfull Maximum Depth: 4.0 ft.
Bankfull Average Depth: 2.2 ft.
Bonk full Cross-sectional Area: 48. 7 sq. ft..
Width of Flood Prone Area: 290 ft.#
CROSS-SECTION 8
(Riffle)
101 101
99 99
0 97 97
95 95
w 93 93
130 140 150 160 170 180 190
Horizontal Distance in Feet
Bonkfull Width: 16.7 ft.
BonkfullMoximum Depth: 4.7 ft.
BonkfullAveroge Depth: 3.4 ft.
Bonk full Cross- sec tionol Area: 56.8 sq. ft..
Width of Flood Prone Area: 235 fl.±
15 25 35 45 55 65
Horizontal Distance in Feet
Bonkfull Width: 29.5 ft.
BonkfullMoximum Depth: 3.6ft.
Bonkfull Average Depth: 1.9ft.
Bonkfull Cross-sectional Area: 56.1 sq. ft..
Width of Flood Prone Area: 293 ft.±
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Linear (Down Volley) Distance in Feet
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EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
EXISTING
PROFILE
AND
PLAN VIEW
Own By: Dale:
MAF JAN 2003
Ckd By; Scale:
WGL AS SHOWN
ESC Project No.:
02-113.04
FIGURE
9
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0
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TABLE 1
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing Channels
Variables Exisiting Channel
Upstream
Straightened Downstream
Sinuous C) Downstream
Sinuous (E)
1 Stream Type E5 C5 E4
2 Drainage Area (mil) 3.7-3.8 3.8-4.0 4.0-4.1
3 Bankfull Discharge (cfs) 250-300 250-300 250-30D
Dimension Variables
4 Bankfull Cross Sectional
`
56.2
55.7
Area (Abp
5 Bankfull Width (Wbu) Mean: 19.0 Mean: 32.2 Mean: 22.7
Range: 16.7-21.9 Range: 29.5-36 Range: -
6 Bankfull Mean Mean: 2.9 Mean: 1.8 Mean: 2.5
Depth (Dbkr) Range: 2.2-3.4 Range: 1.6-1.9 Range: -
7 Bankfull Maximum Mean: 4.4 Mean: 3.3 Mean: 3.8
Depth (D. Range: 4.0-4.7 Range: 3.0-3.6 Range: -
8 Pool Width (Wp„ ? Mean: 26.5 Mean: 26.5
No distinctive repetitive pattern of riffles Range: 24.5-28.5 Range: 24.5-28.5
9 Maximum Pool and pools due to straighting activities Mean: 4.3 Mean: 4.3
Depth (D .? Range: 4.1-4.5 Range: 4.1-4.5
10 Width of Floodprone Mean: 253 Mean: 179 Mean: 297
Area (Wfj Range: 290-235 Range: 114-293 Range: -
r)imonainn Ratins
11 Entrenchment Ratio Mean: 13.3 Mean: Mean:
(W aAtVbkf) Range: 13-14 Range: 4- Range
12 Width/Depth Ratio Mean: 7 _ Mean: 1 Mean: 9
WbWDbkF) Range: 5-10 Range: 16-23 Range:
13 Max. DmdDbkr Ratio Mean: 1.6 Mean: _ Mean:
Range: 1.4-1.8 Range: 1. 1 Range:
14 Low Bank Height/ Mean: ??- Mean: ?... Mean:
Max. Dbxr Ratio Range: 1.0-1.0 Range: Range:
15 Pool Depth/Bankfull Mean: ANINNEWL Mean:
Mean Depth (D .WED v) Range: 1.4-1.6 Range: 1.4-1.6
16 Pool width/Bankfull No distinctive repetitive pattern of riffles Mean: 0.8 _ Mean: 0.8
Width (W ,o ••b,) and pools due to straighting activities Range: 0 .9 Range: 0.8-0.9
17 Pool Area/Bankfull Mean: Mean:
Cross Sectional Area Range: - Range:
PnNnm Varialhlnc
18 Pool to Pool Spacing Mean: Mean: Mill
( Range: 59-351 Range: 59-351
19 Meander Length (L.) Mean: 313 Mean: 313
No distinctive repetitive pattern of riffles Range: 12908 Range: 129-608
20 Belt Width (Wb.0 and pools due to straighting activities Mean: 95 Mean: 95
Range: 41-199 Range: 41-199 ?-
-? _
21 Radius of Curvature (R,) Mean: 67? _ Mean: 67
Range: 23-135 Range: 23-135

22 Sinuosity (S_in)
1.02 _
- _-- 1.

n

7

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J

TABLE 1 Continued
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
Variables Exisiting Channel
Upstream Downstream Downstream
Straightened Sinuous (C) Sinuous (E)
Pattern Ratios
23 Pool to Pool Spacing/ Mean: Mean:
Bankfull Width ( bkf) Range: 1.8-10.9 Range: 2.6-15.5
24 Meander Length/ Mean:
1 Mean:
Bankfull Width (L,,,I 0 No distinctive repetitive pattern of riffles Range: 7
18.9 Range: 5.7-26.8
25 Meander Width Ratio and pools due to straighting activities Mean: Mean: tillEW
(Wbe1t/ bkf) Range: 1.3-6.2 Range: 1.8-8.8
26 Radius of Curvature/ Mean: Mean:
Bankfull Width (Rc/Wbo Range: 0.7-4.2 Range: 1.0-5.9
Prnfile Variahles
27 Average Water Surface 0.0037
Slope (S, )
28 Valley Slope (S.g y) 0.0038
29 Riffle Slope (SrNJ Mean: 0.0144 Mean: 0.0144
No distinctive repetitive pattern of riffles Range: 0 0.0507 Range: 0-0.0507
-01 Slope (Spoof
rp and pools due to straighting activities Mean: 0.0006 Mean: 0.0006
- Range: 0-0.0035 Range: 0-0.0035
Drnfiln Refine
31 Riffle Slope/ Water Surface Mean: 3.3 Mean: 3.3
Slope (S.Tjs Ve) No distinctive repetitive pattern of riffles Range: 0-11.8 Range: 0.11.8
32 Pool Slope/Water Surface and pools due to straighting activities Mean: 0.14 Mean: 0.14
Slope (Spuds.) Range: 0-0.8 Range: 0-0.8
11A?fcri?lc
D16 0.15 0.14 0.31
D35 0.39 0.28 2
D50 07 0.6 19.8
D84 10 32 55
D95 149 152 139

The average water surface slope for the upstream channel measures
approximately 0.0037 (rise/run). Although this slope is within acceptable
values of reference streams in the vicinity of the Site, water surface
slopes at sewer line crossings have become over-steepened due to
installation of rip-rap/boulders, pools have filled with sediment, and
riffles have flattened (Figure 9). In general, the bed of the upstream
channel is devoid of natural riffles and pools throughout much of its
reach.
The channel is characterized by a D50 of approximately 0.7 millimeters,
' indicating a channel substrate dominated by sand-sized particles.
Urbanization of the upstream watershed appears to have resulted in a
shift of bedload from gravel to sand-sized particles. Investigations of
' Back Creek, upstream from the Site, indicate that until urbanization has
achieved full build-out, sand may represent the primary material entering
the Site.
' Downstream Sinuous (C-type)
The central reach of the Site is characterized by a sinuous, over-widened
and shallow channel, supporting characteristics of a C-type (moderate
width to depth ratio) stream. C-type streams are characterized as slightly
entrenched, riffle-pool channels exhibiting moderately high sinuosity
' (> 1 .2). In North Carolina, C-type streams often occur in narrow to wide
valleys with well-developed alluvial floodplains (Valley Type VIII). C-type
streams typically exhibit a sequence of riffles and pools associated with a
sinuous flow pattern, with characteristic point bars within the active
channel. C-type channels are typically considered stable. However,
these streams can be significantly altered and rapidly destabilized by
changes in bank stability, watershed condition, and/or flow regime.
The downstream, sinuous C-type channel is characterized by an oversized
channel that has eroded its banks, resulting in a wide and shallow
'
channel (width/depth ratio average 19 [ranging from 16 to 231).
Although C-type channels may be stable, the on-site reach appears to be
characterized by extensive bank erosion, thereby enlarging the channel
cross-sectional area. The existing channel measures approximately 91
square feet, ranging from 74 to 1 1 1 square feet. Regional curves predict
' a channel cross sectional area should measure 55.6 square feet for this
reach. The oversized channel has resulted in channel incision, with bank-
height ratios ranging from 1.1 to 1.5 (low bank height /bankfull maximum
' depth).
Pattern variables appear within the modal concept of C-type and E-type
' streams in the region. However, over-widening of the channel may affect
pattern variables such as meander length, pool-to-pool spacing, radius of
curvature, and sinuosity. The channel is currently characterized by a
23

7
u
sinuosity of 1.4 (thalweg distance/straight-line distance), with pool-to-
pool spacing averaging 180 feet (ranging from 59 to 351 feet), meander
length averaging 313 feet (ranging from 129 to 608 feet), and beltwidth
averaging 95 feet.
The average water surface slope for this downstream reach measures
approximately 0.0037 (rise/run). The average riffle slope measures
approximately 0.0144 (rise/run), ranging from 0 to 0.0507 (rise/run).
The average riffle slope appears to be nearly four times the average water
slope and the upper range of riffle slopes is more than 13 times the
' average water surface slope (Figure 9). Although average water surface
slope appears to be characteristic of stable streams in the region, riffle
slopes are significantly higher than indicative of reference streams in the
' vicinity of the Site.
Similar to the upstream straightened reach, this reach substrate is
' characterized by a D50 indicating a channel substrate dominated by sand
size particles (0.6 millimeters). However, coarsening of the lower portion
of this reach may indicate that 1) urbanization has occurred recently and
' sand substrate has not migrated completely through the reach or 2)
stream power is not sufficient to move the load of sand through the
reach.
' Downstream Sinuous (E-type)
The downstream reach of the Site supports a sinuous, eroding channel,
' supporting characteristics of an E-type (low width/depth ratio) stream. E-
type streams, as discussed above (Upstream Straightened, E-Type), are
characteristic of wide, flat, alluvial floodplains in the region. E-type
streams, although very stable, may be sensitive to upstream drainage
basin changes and/or channel disturbance and may rapidly convert to
other stream types.
' The downstream sinuous E-type channel has been affected by sewer line
maintenance, including straightening of several reaches and installation of
' rip-rap/boulders for bank stabilization. The channel appears to be
downcutting into bed material, resulting in an incised and oversized
channel. Typically, incised channels are expected to extend laterally,
' carving a new floodplain at the lower elevation; however, rip-rap/boulders
may be hindering channel evolution. The channel is currently
characterized by a cross-sectional area measuring 87 square feet (56
' square feet predicted by the regional curves), with bankfull depths of 3.8
feet and resultant bank height ratios measuring approximately 1.4 (low
bank height/bankfull maximum depth).
Pattern variables appear within the modal concept of C-type and E-type
streams in the region. However, several portions of the channel have
24

n

been altered in support of sewer line maintenance. Several reaches
appear to have been straightened resulting in radius of curvatures ranging
to a low of 23 feet (1.0 radius of curvature/bankfull width), pool-to-pool
spacing ranging to a high of 351 feet (15.5 pool-to-pool spacing/bankfull
width), and meander length ranging to a high of 608 feet (26.8 meander
length/bankfull width). The channel is currently characterized by a
sinuosity of 1.4 (thalweg distance/straight-line distance), which appears
within the modal concept of stable streams in the region.
The average water surface slope for this downstream reach measures
approximately 0.0037 (rise/run). The average riffle slope measures
approximately 0.0144 (rise/run), ranging from 0 to 0.0507 (rise/run).
The average riffle slope appears to be nearly four times the average water
slope and the upper range of riffle slopes is more than 13 times the
average water surface slope (Figure 9). Although average water surface
slope appears to be characteristic of stable streams in the region, riffle
slopes are significantly higher than indicative of reference streams in the
vicinity of the Site.
' The channel is characterized by a D50 of approximately 19.8 millimeters
indicating a channel substrate dominated by coarse gravel. Sand sized
particles from the upstream reach appear to have not migrated to this
' downstream reach, or have migrated to the downstream reach and have
been transported through the Site outfall.
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 the condition referred to
as aggradation. 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:
SZ = Pgos
25

n

1

where 92 = total stream power (lb-ft/s2), p = density of water, g =
gravitational acceleration, Q = discharge (W/sec), and s = energy slope
(ft/ft). The specific weight of water (y = 62.4 Ib/ft3) 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 re-working 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 streambed.
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 streambed.
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 streambed 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 r = shear stress (Ib/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 v ariability and instantaneous values
higher than the mean value can be applied based on channel form and
26

irregularity. For a straight channel, the maximum shear stress can be
assumed from the following equation:
Tma x = 1 .5T

n

r

C

Li

for sinuous channels, the maximum shear stress can be determined as a
function of plan form characteristics:
Tmax = 2.65T(Rc/Wbkf)-0.5
where R. = radius of curvature (ft) and Wbkf = 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 = Tv
where w = stream power per unit of bed area (N/ft-sec, Joules/sec/ft2), r
= shear stress, and v = average velocity (ft/sec). Similarly,
A) _ Q/Wbkf
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.
27

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 the aforementioned equations, stream power and shear stress were
estimated for 1) the existing on-site stream reach (taken at 3 cross-
sections), 2) two reference streams (UT to Crane Creek and Reedy Creek),
and 3) proposed on-site conditions. Important input values and output
results (including stream power, shear stress, and per unit shear power
' and shear stress) are presented in Table 2.
Average stream velocity and discharge values were calculated for the
existing on-site stream reach, reference streams, and proposed
conditions. Stream roughness coefficients (n) were estimated using a
modified version of Jarrett's (1985) weighted method for Cowan's (1956)
' roughness-component values and applied to Manning's equation (Manning
1981).
' Table 2. Stream Power K2) and Shear Stress (,r) Values

C
1

Water Total
surface Stream
Discharge Slope Power Hydraulic Shear
(ft2/s) (ft/ft) (f2) O/W Radius Stress Velocity TV T...
Back Creek (Existing)

Upstream
Straightened 247 0.0037 57.03 3.00 2.18 0.50 4.6 2.3 0.75
Downstream
Sinuous C-type 247 0.0037 57.03 1.77 1.57 0.36 4.4 1.6 0.67

Downstream
Sinuous E-t a 247 0.0037 57.03 2.51 2.01 0.46 4.4 2.0 0.72
Reference Streams
UT to Crane
Creek 117 0.0014 10.22 1.01 1.45 0.13 4.1 0.5 0.21
UT to Reedy
Creek 17 0.0111 11.77 1.13 1.17 0.81 3.0 2.4 1.32
Proposed Conditions

Upstream 247 0.0032 49.32 2.20 2.04 0.41 4.4 1.8 0.67

Downstream 247 0.0036 55.49 2.48 2.04 0.46 4.4 2.0 0.76
Total 247 0.0034 52.40 2.34 2.04 0.43 4.4 1.9 0.71
28

Calculations were performed on-site for the upstream straightened reach,
' the downstream sinuous, C-type (over-widened) reach, and the
downstream sinuous, E-type reach. As would be expected, stream power
and shear stress are lowest in the C-type (over-widened) reach (1.77 and
' 0.36, respectively) that is currently showing signs of aggradation.
Conversely, stream power and shear stress are highest in the upstream
straightened reach (3.0 and 0.5, respectively) were slopes have been
steepened by dredging and straightening activities and the channel has
been maintained at a low cross-sectional area and low width/depth ratio.
' In order to maintain sediment transport functions of a stable stream
system, the proposed channel should exhibit stream power and shear
stress values between the aggrading and degrading on-site reaches of
' Back Creek. Results of the analysis indicate that the proposed channel is
expected to maintain stream power values ranging from 2.2 to 2.48 and
shear stress values ranging from 0.41 to 0.46. These values reside
between values for unstable reaches measured for this study. Therefore,
the design channel is expected to effectively transport sediment through
the Site, resulting in stable channel characteristics.
' 3.7 Jurisdictional Wetlands
Jurisdictional wetland limits are defined using criteria set forth in the
' U.S. Army Corps of Engineers (COE) Wetlands Delineation Manual (DOA
1987). As stipulated in this manual, the presence of three clearly defined
parameters (hydrophytic vegetation, hydric soils, and evidence of wetland
' hydrology) are required for a wetland jurisdictional determination.
Jurisdictional wetland limits were mapped in the field on 20 November
2002. Based on field assessment, jurisdictional wetlands exist as three
individual pockets and occupy a total of 3.3 acres of the Site, as
depicted in Figure 10.
' Based on U.S. Fish and Wildlife Service, NWI mapping, on-site wetlands
are classified as palustrine systems, with emergent vegetation that is
' persistently and/or temporarily flooded (PEM1A). Based on the N.C.
Department of Environment, Health, and Natural Resources, A Field Guide
to North Carolina Wet/ands (DEHNR 1996), on-site wetlands are classified
' as Piedmont/Mountain Bottomland Hardwood Forest, which has been
disturbed by land clearing.
' On-site jurisdictional wetlands appear to be seasonally flooded by ground-
water table fluctuations and over-bank surface water flows.

29

LEGEND
SITE BOUNDARY (17.5 ac.)
L?n
1-485 CONSTRUCTION
LIMITS
SEWER LINE t {'
yb*
HIGH TENSION
POWER LINES 1 a? '?
a Ak
® JURISDICTIONAL ?%
WETLANDS (3.3 acres) Rt
r
?fi.

14f
t k a ?s'
yyT? e B
`?ka ., / ? l? t l? ri. ¢ H? '?•??' '-fir L
rye :vp lit.
J u r?.a y
7

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100 ft. 0 200 ft.
1:24.000
uh.v
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
JURISDICTIONAL
WETLANDS
10

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Jurisdictional wetlands are located in poorly drained, depressional
pockets, which retain surface water flows due to low permeability of the
soil body. These areas are underlain by loamy to clayey soils which are
gleyed in color with frequent modeling, potentially indicating a fluctuating
water table. On-site floodplain soils appear to have been significantly
disturbed by utility line installation and maintenance,
dredging/straightening of on-site streams, and adjacent land development.
Historically, on-site wetlands may
forest, including swamp chestnut oak
(Ulmus americana), hackberry (Celtus
and Weakley 1990). Jurisdictional a
fallow fields dominated by rushes an
and a few woody recruits,
have supported mature hardwood
(Quercus michauxii), American elm
laevigata), and green ash (Schafale
reas are currently characterized by
J sedges with other invasive herbs
Disturbance to on-site jurisdictional wetlands include land
clearing/vegetation removal, soil disturbance through installation of
utilities easements, and hydrologic alterations such as
dredging/straightening of streams. These disturbances may have
collectively reduced the functionality of on-site jurisdictional wetlands.
On-site impacts may have reduced hydrologic functions, biogeochemical
functions, and plant and animal habitat interactions.
31

' 4.0 REFERENCE STUDIES
A fundamental concept of stream classification entails the development
' and application of regional reference curves to stream reconstruction and
enhancement. Regional reference curves can be utilized to predict
bankfull stream geometry, discharge, and other parameters in altered
' systems. Development of regional reference curves for North Carolina
was initiated in 1995. The curves characterize a broad range of streams
within the Piedmont physiographic province. Small watersheds or
' deviations in valley slope, land use, or geologic substrates may not be
accurately described by the curves; therefore, verification of individual
watersheds may be necessary. Reference sites have been utilized in
' conjunction with regional curves for detailed planning and
characterization of this mitigation project.
' In order to develop proposed geometric parameters for the on-site,
degraded channel, three nearby streams were measured for reference.
The primary reference reach for the on-site channel is located
' approximately 26 miles northeast from the Site, east of Salisbury
(Unnamed Tributary to Crane Creek). Two additional reference streams
were also measured in support of the project, including 1) a stream
' located approximately 5 miles south of the Site (Unnamed Tributary to
Reedy Creek) and 2) a stream located approximately 19 miles northeast of
the Site (Unnamed Tributary to Dutch Buffalo Creek) (Appendix C). These
' reference streams occur in the same USGS sub-basin as the Site
(03040105) and are characterized by G-type and E-type channels. The G-
type reference reach is not considered dimensionally stable; however,
' distinct bankfull variables were identifiable in the reach and
pattern/profile characteristics appear to have not been degraded, allowing
for limited assistance with channel design.
' Table 3 provides a summary of the three reference streams utilized to
establish reconstruction parameters. Data utilized to assemble Table 3 is
' provided in Appendix C. The table includes reference stream geometry
measurements as well as ratios of geometry relative to bankfull width,
bankfull depth, and bankfull slope. Because the stream channels at these
' sites could not be adequately viewed from available aerial photography,
plan views were developed through the use of laser technology.
Subsequently, channel cross-sections were measured at systematic
' locations and stream profiles were developed via laser level. Stream
substrates were quantified through systematic pebble counts along the
reference reaches. In-field measurements of channel geometry were also
' performed along stream wavelengths located outside of the plan view
area.

32
1

I

L

1

n

TABLE 3
Reference Stream Geometery and Classification
Back Creek Mitigation Site
Variables Exisiting Channel
UT to Dutch Buffalo Creek UT to Reedy Creek F UT to Crane Creek
1 Stream Type *G 5/6 E 4/5 E 415
2 Drainage Area (miz) 0.4 4F5
3 Bankfull Discharge (cfs) 46 4 85
Dimension Variables
4 Bankfull Cross Sectional Mean: 11.1 Mean: 15.5 Mean: 20.5
Area (Abkf) Range: 10.2-11.7 Range: 11.8-17.1 Range: 19.3-25.0
5 Bankfull Width (Wbkf) Mean: 10.0 Mean: 10.4 Mean: 10.1
Range: 9.7-11.5 Range: 9.6-11.2 Range: 9.5-11.9
6 Bankfull Mean Mean: 1.1 Mean: 1.4 Mean: 2.0
Depth (Dbkf) Range: 1.0-1.1 Range: 1.2-1.6 Range: 1.9-2.1
7 Bankfull Maximum Mean: 1.4 Mean: 2.2 Mean: 2.6
Depth (Dm„, Range: 1.4-1.6 Range: 1.8-2.2 Range: 2.5-2.9
8 Pool Width (Wp.i) Mean: 10.6 Mean: 14.2 Mean: 11.1
Range: 8.8-12.4 Range: 13.7-14.7 Range: 10.5-11.7
9 Maximum Pool Mean: 2.1 Mean: 2.3 Mean: 2.9
Depth (D oi) Range: 2.0-2.2 Range: 2.2-2.3 Range: 2.8-3.0
10 Width of Floodprone Mean: 17.5 Mean: 58 Mean: 237
Area ^,) Range: 16.0-18.5. Range: 42 - 71 Range: 232 - 345
Dimension Ratios
11 Entrenchment Ratio Mean: 1.8 Mean: 5.6 Mean: 25.0
(Wf. ?n •`bkf) Range: 1.4-1.9 Range: 3.7-7.4 Range: 20.0-34.5
12 Width/Depth Ratio Mean: 9 Mean: 7 Mean: 5
Wbk(/Dbkf) Range: 9-11 Range: 6 - 8 Range: 5-6
13 Max. D,;s/Dbkf Ratio Mean: 1.4 Mean: Aftla- Mean: Ah?
Range: 1.3-1.5 Range: 1.4-1.6 Range: 1.2-1.4
14 Low Bank Height/ Mean: 2.4 Mean: Mean: all"
Max. Dbkf Ratio Range: 2.3-2.4 Range: 1.0 - 1.2 Range: 1.1-1.2
15 Pool Depth/Bankfull _ Mean: 1.9 Mean: Mean: .
Mean Depth (D.p Dbkf) Range: 1.8-2.0 Range: 1.6-1.6 Range: 1.4-1.5
16 Pool width/Bankfull Mean: 1.1 Mean: AMI- Mean:
Width (W Mbkf) Range: 0.9-1.1 Range: 1 .3 - 1.4 Range: 1.0-1.2

Pattern Variaibies
17 Pool to Pool Spacing Mean: 55 Mean: 84 Mean: 53
(Lo-u) Range: 34 - 90 Range: 13-112 Range: 26 - 114
18 Meander Length (Lm) Mean: 80 Mean: 102 Mean: 73
Range: 58-111 Range: 81 - 137 Range: 61-115
19 Belt Width (Wbek) Mean: 52 Mean: 76 Mean: 86
Range: 42 - 60 Range: 68 - 84 Range: 74 - 101
20 Radius of Curvature (R.) Mean: _
26.6 Mean: 27.6 Mean: 25.3
Range: 12.1 - 57 Range: 17.1 - 42 Range: 18.6-30.4
21 Sinuosity (Sin) _
1.4
1.55
1.8

L

TABLE 3 Continued
Reference Stream GeometM and Classification
Back Creek Mitigation Site
Variables Exisiting Channel
UT to Dutch Buffalo Creek UT to Reedy Creek UT to Crane Creek
Pattern Ratios
22 Pool to Pool Spacing/
Bankfull Width (L bkf) Mean:
Range: 5.5
3.4-9.0 Mean:
Range: 1.3 - 10.8 Mean:
Range:
-11.3
23 Meander Length/
Bankfull Width (L a/Wbkf) Mean:
Range: 8
5.8-11.1 Mean: 006
Range-,±S- 13.2 Mean:
Range: .
.0 - 11.4
24 Meander Width Ratio
(WWn•n• bkf) Mean:
Range: 5.2
4.2-6.0 Mean: 7.3
Range: - 8.1 Mean
Range: 8.5
7.4-10.0
25 Radius of Curvature/
Bankfull Width (RC'Wbkf) Mean:
Range: 2.7
1.2-5.7 Mean:
Range: 1.6-4.0 Mean:
Range: i
1.8-3.0
Profile Variables
26 Average Water Surface 0.0062 Owl 4hk
Slope (S.,) 'ns
27 Valley Slope (S, Ijey) 0.0086 0.0172 0.0025
28 Riffle Slope (Sfift) Mean: 0.0091 Mean: 0 Mean: 0.0019
Range: 0.005 - 0.0159 Range: 0.0105-0.0221 Range: 0.006 - 0.0033
29 Pool Slope (Sp.i) Mean: 0.0019 Mean: 0.0069 Mean: 0.0004
Range: 0.0005-0.0052 Range: 0.0016-0.0182 Range: 0 - 0.0006
Profile Ratios
30 Riffle Slope/ Water Surface Mean: 1.5 Mean: 1.3 Mean: 1.4
Slope (Sr;tfL/Sa.) Range: 0.8 - 2.6 Range: 0.9 - 2.0 Range: 0.4 - 2.4
31 Pool Slope/Water Surface Mean: 0.3 Mean: 0.6 Mean: 0.3
Slope (Sp.a Saga) Range: 0.1 - 0.8 Range: 0.1 - 1.6 Range: 0 - 0.4
Materials
D16 NA 0.1 NA
D35 0.18 0.29 0.44
D50 0.4 0.5 1.9
D84 _?.. 13 _ 12 12
D95 21 85 36

' 4.1 Reference Channel
initially, reference streams in the region were visited and classified by
stream type (Rosgen 1996). This classification stratifies streams into
' comparable groups based on geometric characteristics. Reference
reaches identified in the vicinity were characterized primarily as E-type
(highly sinuous) channels with sand or gravel substrate. E-type streams
' are slightly entrenched, highly sinuous (> 1.5) channels which exhibit
high meander width ratios (belt width/bankfull width). These streams
exhibit a sequence of riffles and pools associated with a sinuous flow
' pattern.
Dimension
' Data collected at UT to Crane Creek indicate a bankfull cross-sectional
area ranging from 19.3 to 25.0 square feet, with bankfull widths of 9.5
to 11.9 feet, average depths of 1.9 to 2.1 feet, and width/depth ratios of
' 5 to 7 (Table 3). Regional curves predict that the stream should exhibit a
bankfull cross-sectional area of approximately 28 square feet, slightly
above the range displayed by the reach.
' Field indicators measured at the UT to Reedy Creek indicate a bankfull
cross-sectional area ranging from 11.8 to 17.1 square feet, including
' widths of 9.6 to 11.2 feet, average depths of 1.2 to 1.6 feet, and
width/depth ratios of 6 to 8 (Table 3). Regional curves predict that the
stream should exhibit a bankfull cross-sectional area of approximately 12
' square feet, within the range displayed by the reach.
Pattern
' In-field measurements of the UT to Crane Creek have yielded an average
sinuosity of 1.8 (Table 3). Accompanying this sinuosity is a belt width
which ranges between 74 and 101 feet, an average meander wavelength
' of 88 feet, and a radius of curvature ranging between 19 and 30 feet.
Meander geometry values for this reference reach are acceptable for E-
type streams in the region.
Based on field surveys, the UT to Reedy Creek demonstrates an average
sinuosity of 1.55 (Table 3). This sinuosity supports a belt width which
' ranges between 68 and 84 feet, an average meander wavelength of 102
feet, and a radius of curvature ranging from 17 to 42 feet. Pattern
values for this reference reach appear suitable for E-type streams in the
vicinity.
Field surveys of the UT to Dutch Buffalo Creek indicate an average
' sinuosity of 1.4 (Table 3). Associated with this sinuosity is a belt width
ranging from 42 to 60 feet, an average meander wavelength of 80 feet,
and a radius of curvature ranging between 12 and 57 feet. Pattern values
35

for this reference reach are acceptable for E-type streams in the
' Piedmont.
Profile
' Based on elevational profile surveys, the reference reach at the UT to
Reedy Creek is characterized by a relatively steep valley slope (0.017
rise/run); however, this was expected because this reach is located
' relatively far upstream, away from the influence of Reedy Creek and its
associated floodplain. Typically, gradient decreases in a downstream
direction as the watershed increases in size. This is evidenced by the
' valley slope of the UT to Crane Creek which is relatively flat (0.0025
rise/run). This reference reach was surveyed farther down valley, and the
comparatively flat valley slope was anticipated. The valley slope on the
' reference portion of the UT to Dutch Buffalo Creek is moderately steep
(0.0086 rise/run). However, this tributary flows through a progressively
flattening valley. Pool slopes (Spooi) and riffle slopes (S,iffie) of all three
' reference reaches reside, on average, within the range indicative of stable
stream systems.
1 4.2 Reference Forest Ecosystems
According to Mitigation Site Classification (MIST) guidelines (EPA 1990),
' Reference Forest Ecosystems (RFEs) must be established for mitigation
sites. RFEs are forested areas on which to model restoration efforts of
the mitigation site in relation to soils, hydrology, and vegetation. RFEs
' should be ecologically stable climax communities and should represent
believed historical (pre-disturbance) conditions of the mitigation site.
Quantitative data describing plant community composition and structure
' are collected at the RFEs and subsequently applied as reference data for
design of the mitigation site planting scheme.
' Three RFE areas were chosen to guide plant community restoration along
the on-site channel. The RFEs are all found within the Southern Outer
Piedmont Ecoregion, one southwest and two northeast of the Site. The
' RFEs support plant community, landform, and hydrological characteristics
that restoration efforts will attempt to emulate. Circular, 0.1-acre plots
were randomly established within the selected RFEs. Data collected
' within each plot include 1) tree, shrub, and herb species composition; 2)
number of stems for each tree and shrub species; and 3) diameter at
breast height (DBH) for each tree and shrub species. Field data (Tables
' 4A through 4C) indicate importance values (IV) of dominant tree species
calculated based on relative density, dominance, and frequency of tree
species composition (Smith 1980). Hydrology, surface topography, and
' habitat features were also evaluated.

36

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One of the northeastern RFEs is located in the floodplain of a UT to Crane
' Creek in Rowan County, North Carolina. Three 0.1-acre plots were
established which best characterize expected steady-state forest
composition. Forest vegetation was dominated by swamp chestnut oak
(IV=0.17), green ash (IV =0.13), American elm (IV =0.10), and shagbark
hickory (IV =0.09) (Table 4A). Portions of the canopy were also
dominated by willow oak, boxelder (Acer negundo), tulip tree
' (Liriodendron tulipifera), black tupelo (Nyssa sylvatica), and red maple
(Acer ruhrum).
A second RFE is located southwest of the Site in the floodplain of Reedy
Creek in Mecklenburg County, North Carolina. Within the RFE, vegetative
sampling at four 0.1-acre plots indicate that forest tree vegetation was
' dominated by tulip tree (IV=0.12), American elm (IV =0.10), northern red
oak (IV =0.08), and black walnut (Juglans nigra) (IV =0.07) (Table 413).
Other, less dominant tree species within the sample plots were green ash,
boxelder, and American sycamore.
The third RFE is located northeast of the Site in the floodplain of the
' Rocky River in. Cabarrus County, North Carolina. Ten 0.1 -acre plots were
established which best characterize expected steady-state forest
composition. Forest vegetation was dominated by green ash (IV =0.39),
' boxelder ([V=0.22), American elm (IV=0.12), swamp chestnut oak
(IV =0.06), ironwood (Carpinus caroliniana) (IV =0.05), overcup oak
(Querces lyrata) (IV =0.05), and hackberry (IV =0.05) (Table 4C).
Portions of the canopy were also dominated by winged elm, water ash
(Fraxinus caroliniana), and Chinese Privet.

1

40

' 5.0 RESTORATION PLAN
The primary goals of this restoration plan include 1) construction of a
' stable, riffle-pool stream channel; 2) enhancement of water quality
functions in the on-site, upstream, and downstream segments of the
channel; 3) creation of a natural vegetation buffer along restored stream
' channels; 4) maximization of the area returned to historic wetland
function; and 5) restoration of wildlife functions associated with a
riparian corridor/stable stream.
The complete mitigation plan is depicted in Figures 1 1 A and 1 1 B. The
proposed mitigation plan is expected to restore approximately 3525 linear
' feet of Back Creek (1390 linear feet on new location and 2135 linear feet
in-place), restore approximately 827 linear feet of secondary tributary
adjacent to Back Creek, restore approximately 1.5 acres of jurisdictional
wetland, enhance approximately 1.8 acres of jurisdictional wetland, and
create approximately 0.5 acre of open water/freshwater marsh within the
Site boundaries. Components of this plan may be modified based on
construction or access constraints.
Primary activities proposed at the Site include 1) stream restoration, 2)
wetland enhancement/restoration, 3) soil scarification, and 4) plant
community restoration. Subsequently, 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 that approximates hydrodynamics, stream geometry, and local
microtopography relative to reference conditions. This effort consists of
' 1) stream reconstruction on new location and 2) stream reconstruction in-
place. Geometric attributes for the existing, degraded channel and the
proposed, stable channel are listed in Table 5.
' An erosion control plan and construction/transportation plan are expected
to be developed during the next phase of this project. Erosion control
' will be performed locally throughout the Site and will be incorporated into
construction sequencing. Exposed surficial soils at the Site are
unconsolidated, alluvial sediments which do not re-vegetate rapidly after
' disturbance; therefore, seeding with appropriate grasses and immediate
planting with disturbance-adapted shrubs will be employed following the
earth-moving process. In addition, on-site root mats (seed banks) and
' vegetation will be stockpiled and redistributed after disturbance.

41
i
i
i
i
MITIGATION LEGEND

c!g? CROSS-VANE WEIR
J-HOOK VANE OR
LOG VANE WEIR
L-( RIP-RAP SILL
IMPERMEABLE
CHANNELPLUG
CONSTRUCTED FORD
OXBOW DEPRESSION
0 CONSTRUCTED BERM
STORMWATER BASIN
FLOODPLAIN BENCH
01 EXCAVATION
ABANDONED CHANNEL
BACKFILL
s kA Y k
f r ,
tMt 4`
F , b
: to
;o it 0 loo ll. " A
1 16,66•'
14. m <i t A

sty

Top of Riffle Bottom of Riffle
Location Riffle Length Riffle Slopes
(ft
) Elevation Elevation
. (ft.)
Riffle 1 80 96.15 96.15 0.0000
Riffle 2 43 96.15 96.23 -0.0019
Riffle 3 32 96.23 96.08 0.0047
Riffle 4 70 96.08 95.85 0.0033
Riffle 5 67 95.85 95.62 0.0035
Riffle 6 52 95.62 95.39 0.0044
Riffle 7 118 95.39 95.00 0.0033
Riffle 8 43 95.00 94.79 0.0049
Riffle 9 40 94.79 94.64 0.0038
Riffle 10 45 94.64 94.45 0.0042
Riffle 11 76 94.45 94.20 0.0033
Riffle 12 33 94.20 94.04 0.0048
Riffle 13 66.5 94.04 93.63 0.0062
Riffle 14 92 93.63 93.17 0.0050
Riffle 15 96 93.17 92.73 0.0046
Riffle 16 53 92.73 92.42 0.0058
Riffle 16B 71 92.42 92.04 0.0054
Riffle 17 112.5 92.04 91.53 0.0045
Riffle 18 100 91.53 91.05 0.0048
Riffle 19 30 91.05 90.87 0.0060
Riffle 20 42 90.87 90.63 0.0057
Riffle 20B 39 90.63 90.39 0.0062
Riffle 21 89 90.39 89.82 0.0064
Riffle 22 60 89.82 89.37 0.0075
Riffle 23 160 89.37 88.32 0.0066
Riffle 24 145 88.32 87.21 0.0077
Riffle 25 76 87.21 86.61 0.0079
Riffle 26 78 86.61 86.01 0.0077
Riffle 27 112 86.01 85.15 0.0077
Riffle 28 117 85.15 84.48 0.0057
0.005
Riffle elevations and slope is equal to existing
bed contours to avoid hydrologic trespass
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MITIGATION
PLAN
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No: 02-113.04
FIGURE
11-A
A y+Y 3 y ,Q*07 '.
tl• 1
GENERAL LEGEND R?
SITE BOUNDARY (17.5 ac.)
•• - •• SEWER LINE 1
HIGH TENSION
POWER LINES
CHANNEL ON
NEW LOCATION
R11 K1 t
Ole
4 1k.
1000,
' Alp b?
?j / ? •A
lip
a

DA F
i
i
i
i
i

a
MA
R19 _
. 4 A r9 ? Rl y;. ? ? °'?
;J?_.:. 1144 ? ?,. , ` ?j i.yo ? ..??"•'?^`.. ,
A*nu
rt F R2
.?,?{t p +i.
{1 # -? ! AN3,.#;?
Jh
Vir,
Z-1 14
vmy
?Np
NOTE:
FOR RIFFLE ELEVATIONS AND SLOPE,
SEE TABLE, FIGURE 11-A.

I
LEGEND MITIGATION LEGEND x:
SITE BOUNDARY (17.5 ac.) CROSS-VANE WEIR
1-485 CONSTRUCTION J-HOOK VANE OR
LIMITS LOG VANE WEIR
- •• - •• SEWER LINE
IMPERMEABLE
HIGH TENSION CHANNEL PLUG
POWER LINES
CONSTRUCTED FORD
CHANNEL ON k
NEW LOCATION
FLOODPLAIN FILL
CHANNEL RESTORATION
IN PLACE FLOODPLAIN BENCH
ABANDONED CHANNEL EXCAVATION
BACKFILL
m W.
R21
i
.
r.
Ly
:.
R23 • ? ? « . ? ?
R2 :/1 ? A'E!? Vii"` 3 a?' ?Nt?iA ?. , x •'?„ ,
k `' } .
' !3
rp 1
. +x..t:'

ECoSCIenCe
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MITIGATION
PLAN
r+. .
a dw ? , '? ry own By: Date:
MAF JAN 2003
Ckd By Scale:
4001 WGL As Shown
x P ° fir ESC Project No. 02-113.04
FIGURE
11-B

TABLE 5
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
Variables Exisiting Channel Reference Reach Proposed Reach
Upstream
Straightened Downstream
Sinuous (C) Downstream
Sinuous (E) UT to
Cra Creek Back
Creek
1 Stream Type E5 C5 E4 E4/5 E4/5
2 Drainage Area (mil) 3.7-3.8 3.8-4.0 4.0-4.1 1.5 3.7-4.1
3 Bankfull Discharge (cfs) 250-300 250-300 250-300 85 250-300
Dimension Variables
4 Bankfull Cross Sectional 54 56.2 55.7 20.5 56
Area (Abkf)
5 Bankfull Width (Wbkf) Mean: 19.0 Mean: 32.2 Mean: 22.7 Mean: 10.1 Mean: 22.4
Range: 16.7-21.9 Range: 29.5-36 Range: -- Range: 9.5-11.9 Range: 21.2-23.7
6 Bankfull Mean Mean: 2.9 Mean: 1.8 Mean: 2.5 Mean: 2.0 Mean: 2.5
Depth (Dbkf) Range: 2.2-3.4 Range: 1.6-1.9 Range: -- Range: 1.9-2.1 Range: 2.4-2.6
7 Bankfull Maximum Mean: 4.4 Mean: 3.3 Mean: 3.8 Mean: 2.6 Mean: 3.3
Depth (Dmax Range: 4.0-4.7 Range: 3.0-3.6 Range: - Range: 2.5-2.9 Range: 2.8-3.8
8 Pool Width (W,,,) No distinctive repetitive Mean: 26.5 Mean: 26.5 Mean: 11.1 Mean: 29.1
pattern of riffles and pools Range: 24.5-28.5 Range: 24.5-28.5 Range: 10.5-11.7 Range: 22.4-33.6
9 Maximum Pool due to straighting Mean: 4.3 Mean: 4.3 Mean: 2.9 Mean: 4.3
Depth (D p.,) activities Range: 4.1-4.5 Range: 4.1-4.5 Range: 2.8-3.0 Range: 3.5-7.5
10 Width of Floodprone Mean: 253 Mean: 179 Mean: 297 Mean: 237 Mean: 230
Area (Wfpa) Range: 290-235 Range: 114-293 Range: -- Range: 232-345 Range: 114-297
Dimension Ratios
11 Entrenchment Ratio Mean: 13.3 Mean: 6 Mean: 13 Mean: 25.0 Mean: 10.3
(Wfpa/Wbkf) Range: 13-14 Range: 4-10 Range: -- Range: 20.0-34.5 Range: 5.1-13.3
12 Width/Depth Ratio Mean: 7 Mean: 19 Mean: 9 Mean: 5 Mean: 9
Wbkf/Dbkf) Range: 5-10 Range: 16-23 Range: Range: 5-6 Range: 8-10
13 Max. Drdf/Dbkf Ratio Mean: 1.6 Mean: 1.9 Mean: 1.5 Mean: 1.3 Mean: 1.3
Range: 1.4-1.8 Range: 1.7-2.1 Range: Range: 1.3-1.5 Range: 1.1-1.5
14 Low Bank Height/ Mean: 1.0 Mean: 1.2 Mean: 1.4 Mean: 1.2 Mean: 1.0
Max. Dbkf Ratio Range: 1.0-1.0 Range: 1.1-1.5 Range: Range: 1.1-1.2 Range: 1.0-1.2
15 Pool Depth/Bankfull Mean: 1.5 Mean: 1.5 Mean: 1.5 Mean: 1.7
Mean Depth (D ,/Dbkf) No distinctive repetitive Range: 1.4-1.6 Range: 1.4-1.6 Range: -- Range: 1.4-3.0
16 Pool width/Bankfull pattern of riffles and pools Mean: 0.8 Mean: 0.8 Mean: 1.1 Mean: 1.3
Width (W?Mbkf) due to straighting Range: 0.8-0.9 Range: 0.8-0.9 Range: 1.0-1.2 Range: 1.0-1.5

17 Pool Area/Bankfull activities
Mean: 1.2
Mean: 1.2
Mean: 0.9
Mean: 1.2
Cross Sectional Area Range: - Range: -- Range: - Range: 1.1-1.4
Pattern Varialbles
18 Pool to Pool Spacing Mean: 180 Mean: 180 Mean: 53 Mean: 126
(LP:P
) Range: 59-351 Range: 59-351 Range: 26-114 Range: 60-210
-
-
19 Meander Length (Lm) No distinctive repetitive Mean: 313 Mean: 313 Mean: 73 Mean: 220
pattern of riffles and pools Range: 129-608 Range: 129-608 Range: 61-115 Range: 166-347
20 Belt Width (Wben) due to straighting Mean: 95 Mean: 95 Mean: 86.1 Mean: 57
activities Range: 41-199 Range: 41-199 Range: 74.3-101.3 Range: 25-140
21 Radius of Curvature (Re) Mean: 67 Mean: 67 Mean: 25.3 Mean: 58
Range: 23-135 Range: 23-135 Range: 18.6-30.4 Range: 43-100
22 Sinuosity (Sin) 1.02 1.4 1.4 1.8 1.5

11

h
u

d

TABLE 5 Continued
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
Variables Exisiting Channel Reference Reach Proposed Reach
Upstream Downstream Downstream UT to Back
Straightened Sinuous (C) Sinuous (E) Crane Creek Creek
Pattern Ratios
23 Pool to Pool Spacing/ Mean: 5.6 Mean: 7.9 Mean: 5.2 Mean: 5.6
Bankfull Width (Lp bkf) Range: 1.8-10.9 Range: 2.6-15.5 Range: 2.6-11.3 Range: 2.7-9.4
24 Meander Length/ No distinctive repetitive Mean: 9.7 Mean: 13.8 Mean: 7.2 Mean: 9.8
Bankfull Width (L, Y ••bkf) pattern of riffles and pools Range: 4.0-18.9 Range: 5.7-26.8
_ Range: 6.0-11.4
m Range: 7.4-15.5
25 Meander Width Ratio due to straighting Mean: 3.0 Mean: 4.2 Mean: 8.5 Mean: 2.5
nn?
(WCeIC ??bkf) activities
Range: 1.3-6.2
Range: 1.8-8.8
Range: 7.4-10.0
Range: 1.1-6.3
26 Radius of Curvature/ Mean: 2.1 Mean: 3.0 Mean: 2.5 Mean: 2.6
Bankfull Width (Rc/INbkf) Range: 0.7-4.2 Range: 1.0-5.9 Range: 1.8-3.0 Range: 2.0-4.5
Profile Variables
27 Average Water Surface 0.0037 0.0037 0.0037 0.0014 0.0034
Slope (Sam)
28 Valley Slope (S ,,?) 0.0038 0.0052 0.0052 0.0025 0.0051
29 Riffle Slope (S,;ffle) No distinctive repetitive Mean: 0.0144 Mean: 0.0144 Mean: 0.0019 Mean: 0.005
pattern of riffles and pools Range: 0-0.0507 Range: 0-0.0507 Range: 0.0006-0.0033 Range: 0.0033-0.0079
30 Pool Slope (Sp.1) due to straighting mean: 0.0006 Mean: 0.0006 Mean: 0.0004 Mean: 0.0017
activities Range: 0-0.0035 Range: -0.0035 Range: 0.0000-0.0006 Range: 0-0.003
Profile Ratios
31 Riffle Slope/ Water Surface No distinctive repetitive Mean: 3.9 Mean: 3.9 Mean: 1.4 Mean: 1.5
Slope (SwIdS-) pattern of riffles and pools Range: 0-13.7 Range: 0-13.7 Range: 0.4-2.4 Range: 1.0-2.3
32 Pool Slope/Water Surface due to straighting Mean: 0.16 Mean: 0.16 Mean: 0.3 Mean: 0.5
Slope (SpiSa.) activities Range: 0-0.9 Range: 0-0.9 Range: 0.0-0.4 Range: 0.1-0.9

Materials
D16 0.15 0.14 0.31 NA NA
D35 0.39 0.28 2 0.44 0.4
D50 0.7 0.6 19.8 1.9 2
D84 10 32 55 12 34
D95 149 152 139 36 140

0
L,'

A transportation plan, including the location of access routes and staging
areas will be designed to avoid impacts to the existing wetland pockets
and proposed design channel corridor. In addition, the transportation
plan and all construction activities will minimize disturbance to existing
vegetation and soils to the extent feasible. The number of transportation
access points into the floodplain will be maximized to avoid traversing
long distances through the Site interior.
5.1.1 Reconstruction on New Location
The upstream reach of the Site is characterized by an adjacent floodplain
that is suitable for design channel excavation on new location. Primary
activities designed to restore the channel on new location include 1)
beltwidth preparation and grading, 2) floodplain bench excavation, 3)
channel excavation, 4) installation of channel plugs, and 5) backfilling of
the abandoned channel.
Beltwidth Preparation and Grading
The stream beltwidth corridor will be cleared to allow survey and
equipment access. Care will be taken to avoid the removal of existing,
deeply rooted vegetation within the beltwidth 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,
survey will be developed and the
plotted and staked along the
' frequency configurations may be
variations in the floodplain profile.

r

the design channel and updated profile
location of each meander wavelength
profile. Pool locations and relative
modified in the field based on local
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
46

I
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 5. The cross-sectional area will average 56 square feet, with a
' bankfull width measuring approximately 22.4 feet, and an average
bankfull depth measuring approximately 2.5 feet (Figure 12).
' Figures 11A and 11B provide a plan form and riffle elevations, lengths,
and slopes for the constructed channel. Elevations depicted for the top
of each riffle are equivalent to the previous bottom of riffle, allowing for
' a flat water surface in all pools under normal flow conditions. A
conceptual view of the proposed profile and plan view of the constructed
channel is depicted in Figure 13.
The stream banks and local belt width area of constructed channels will
be immediately planted with shrub and herbaceous vegetation. Shrubs
such as tag alder (Ulnus serrulata) and black willow may be removed from
'
the banks of the abandoned channel or stockpiled during clearing and
replaced into the stream construction area. Deposition of shrub and
' woody debris into and/or overhanging the constructed channel is
encouraged. Root mats may also be selectively removed from adjacent
areas and placed as erosion control features on channel banks.
Particular attention will be directed toward providing vegetative cover and
root growth along the outer bends of each stream meander. Live willow
' stake revetments will be constructed as conceptually depicted in Figure
14. Available root mats or biodegradable, eros.ion-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
on-site and inserted through the root/erosion mat into the underlying soil.
' Channel Plugs
Impermeable plugs will be installed along abandoned channel segments at
locations identified in Figures 11 A and 1 1 B. 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 sufficiently wide and deep to form an
imbedded overlap in the existing banks and channel bed.
' The plug situated at the upstream terminus of the design channel, located
below the stream diversion point, may sustain high-energy flows.

47

Horizontal Distance in Feet
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0 Bankfull Cross-sectionolAreo: 56 ft.sq.
1 Bonkfull Width: 22.7'
2 Bankfull Average Depth: 2.5'
Bankfull Maximum Depth: 3.3'
3
Cross-section 1 Riffle
Horizontal Distance in Feet
v i
0
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3
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4 8 12 15 20 24 Z8 3Z 3b 40 44 4a
-------------
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Cross-section 2 Pool
Vegetation
Revetment

NOTE:
Cross-section Facing the
Downstream Direction
Pool
Cross-section#2
1
0
1
2
3
Bonkf ull Cross -sec tionol Area: 67.4 ft.sq.
Bonkfull Width: 29.1'
BonkfullAveroge Depth: 2.3'
Bankfull Maximum Depth: 4.3'
tjR s-sec tion #1
weg
E F?a?
' o
O`tec?'on
i
EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client
Project
NCDOT
BACK CREEK
MITIGATION
SITE
DETAILED
MITIGATION
STUDIES
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
PROPOSED
CROSS-SECTIONS
Dwn By: Dale:
MAF JAN 2003
Ckd By Scale:
WGL AS SHOWN
ESC Project No.:
02-113.04
FIGURE
12

PROFILE
96
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Linear (Down Volley) Distance in Feet
EcoScience
96 Corporation
Raleigh, North Carolina
94 REVISIONS
92
90
88
86
84
Client
NCDOT
Project:
BACK CREEK
MITIGATION
SITE
DETAILED
MITIGATION
STUDIES
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
PROPOSED
PROFILE AND
PLAN VIEW
Dwn By: Dote:
MAF JAN 2003
cka sy ScAS
WGL SHOWN
ESC Project Ni 02-113.04
FIGURE
13

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Therefore, a hardened structure or additional armoring (Section 5.1 .1 .1
' may be considered at this location.
Channel Backfillina
' After impermeable plugs are installed, the abandoned channel will be
back-filled. Backfilling will be performed primarily by pushing stockpiled
materials into the channel. The channel will be filled to the extent that
' on-site material is available and compacted to maximize microtopographic
variability, including ruts, ephemeral pools, and hummocks in the vicinity
of the backfilled channel.

I I

I

A deficit of fill material for channel back-fill may occur. If so, a series of
closed, linear depressions may be left along confined channel segments.
Additional fill material for critical areas may be obtained by excavating
shallow depressions along the banks of these planned, open-channel
segments. These excavated areas will represent closed linear, elliptical,
or oval depressions. In essence, the channel may be converted to a
sequence of shallow, ephemeral pools adjacent to effectively plugged and
back-filled channel sections. These pools would be expected to stabilize
and fill with organic material over time. Vegetation debris (root mats,
top soils, shrubs, woody debris, etc.) will be redistributed across the
backfill area upon completion.
5.1.1.1 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 1) cross-vane weirs, 2) J-
hook and/or log vanes, 3) stone/rip-rap sills, and 4) root wads.
Cross-vane Weirs
Cross-vane weirs may be installed at locations as depicted in Figures 1 1 A
and 1 1 B. The purpose of the vane is to 1 ) sustain bank stability, 2)
direct high velocity flows during bankfull events toward the center of the
channel, 3) maintain average pool depth throughout the reach, 4)
preserve water surface elevations and reconnect the adjacent floodplain
to flooding dynamics from the stream, and 5) modify energy distributions
through increases in channel roughness and local energy slopes during
peak flows.
Cross-vane weirs will be constructed as conceptually depicted in Figure
15. The structure will be constructed of boulders approximately 30
inches in minimum width. Cross-vane weir construction will be initiated
by imbedding footer rocks into the stream bed for stability and to prevent
undercutting of the structure. Header rocks will then be placed atop the
51

CHANNEL
BANK
1/3 i 1/3 i 1/3
PLAN VIEW
SCALE: N.T.S.
NOTE: HEADER AND FOOTER STONES ARE LARGE BOULDERS
APPROXIMATELY 36" IN DIAMETER
CHANNEL
BANK
MEcoScie*n? ce
5' 5- Corporation
HEADER STONES Raleigh, North Carolina
EXIST. CHANNEL REVISIONS
Client
SECTION A-A
SCALE: N.T.S. NCDOT
ONE I 20,
_ J
? Projecl?
RIP RAP-
"- ? ab? UU Qb? ?? ?U Qb W abw ?'b V-os 0- AN Title:
ROCK FILL
(• 5 STONE - TYPICAL
FILTER CROSSNANE
FABRIC SECTION 13-B ROCK FILL (•5 STONE) }HEIR
WHERE NEEDED
SCALE N.T.S.
Dwn By Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No.:
02-113.04
FIGURE
15

11
11
r
n
i

0

footer rocks at the design elevation. Footer and header rocks create an
arm that slopes from the center of the channel upward at approximately
10 to 15 degrees, tying in at the bankfull floodplain elevation. The
cross-vane arms at both banks will be tied into the bank with a sill to
eliminate the possibility of water diverting around the structure. Once
the header and footer stones are in place, filter fabric will be buried into
a trench excavated around the upstream side of the vane arms. The filter
fabric is then draped over the header rocks to force water over the vane.
The upstream side of the structure can then be backfilled with suitable
material to the elevation of the header stones. Approximately 13 of
these structures are anticipated at appropriate locations to maintain bank
stability and surface-water elevations along the reach. The approximate
location of each structure is depicted in Figures 1 1 A and 1 1 B.
Modifications to the location and elevation of each structure may be
necessary during construction activities.
J-hook/log vanes
J-hook or log vane weirs may be installed at locations depicted in Figures
1 1 A and 1 1 B. The primary purpose of these vanes is to direct high-
velocity flows during bankfull events towards the center of the channel.
J-hook vanes will be constructed using the same type and size of rock
used to construct cross-vane weirs (Figure 16). Log vanes will be
constructed utilizing large tree trunks harvested from the Site or imported
from off-site. The tree stem harvested for a log-vane arm must be long
enough to be imbedded into the stream channel and extend several feet
into the floodplain (Figure 17). A trench will be dug into the stream
channel that is deep enough for the head of the log to be at or below the
channel invert. The trench is then extended into the floodplain and the
log is set into the trench such that the log arm is below the floodplain
elevation. If the log is not of sufficient size to completely block stream
flow (gaps occur between the log and channel bed) then a footer log or
stone footers will be installed beneath the header log. Boulders will then
be situated at the base of the log and at the head of the log to hold the
log in place.
Similar to a cross vane, the arm of the J-hook vane and the log vane
(which forms an arm) must slope from the center of the channel upward
at approximately 10 to 15 degrees, tying in at the bankfull floodplain
elevation. Once these vanes are in place, filter fabric is toed into a
trench on the upstream side of the vane and draped over the structure to
force water over the vane. The upstream side of the structure is then
backfilled with suitable material.
' Stone/Rip-Rap Sills
Stone/rip-rap sills may be installed
to fix the elevation of riffle heads,
11
at various locations within the channel
protect against headcut migration up
53

PLAN VIEW
SCALE: N.T.S.
5'
11
1
EXISTING
CHANNEL
SECTION A-A
SCALE: N.T.S.
20'
EXISTING
CHANNEL
HEADER
STONE

FOOTER
STONE
r P?A Il 4f?C 1 1 Pl I Ll?
ROCK FILL
(e5 STONE)
WHERE NEEDED
SECTION B-B
SCALE: N.T.S.
CLASS "A'
RIP RAP
ROCK FILL
to 5 STONE)
FILTER
FABRIC
EcoScience
Corporation
Raleigh, North Carolina
REVISION
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY11
NORTH CAROLINA
Title:
TYPICAL
J-HOOK
VANE
Dwn By Dote:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No:
02-113.04
FIGURE
NOTE: HEADER AND FOOTER STONES ARE LARGE BOULDERS
APPROXIMATELY 36" IN DIAMETER
16
MODIFIED JILL
FOR GRADE
CONTROL

EcoScience
Corporation
LARGE
STONE Raleigh, North Carolina
% MODIFIED SILL
% F FOR GRADE REVISIONS
?0* TOP OF BANK CONTROL
CHANNEL LOG VANE
I-I
BANK Ell BANKFULL
% LARGE .I
STONE _
- F ?_J ?-
II - III
A IA FILTER BOTTOM OF
m _ }
CHANNEL FABRIC ( - I I-CHANNEL
BANK I-1 I I I -III-III
LARGE I-III- -III III- I Client:
STONE
1 - 1
INCORPORATION OF A
ROOT WAD FOR NCDOT
INSTREAM HABITAT
,
,
CROSS-SECTION A-A
b SCALE N.T.S. Project:
-34
LOG VANE
MODIFIED SILL
FOR GRADE FILTER BACK CREEK
CONTROL FABRIC
MITIGATION SITE
' r INCORPORATION OF A
LARGE ROOT WAD FOR DETAILED
' STONE INSTREAM HABITAT LARGE MITIGATION
STONE PLANNING
SCOUR
HOLE It TOP OF BANK 11 1 BANKFULL MECKLENBURG COUNTY
------ NORTH CAROLINA
10-15° %
FLOW Title:
i
BOTTOM OF CHANNEL
m LOG VANE
LOG VANE WEIR
NOTE Dwn By Date:
PLAN VIEW NOTE= FILTER FILTER FABRIC TOED IN AND DRAPED MAF JAN 2003
FILTER FABRIC TOED IN AND DRAPED FABRIC ON UPSTREAM SIDE OF LOG VANE Ckd By: Scale
SCALE: N.T.S. ON UPSTREAM SIDE OF LOG VANE PRIOR TO BACKFILL.
PRIOR TO BACKFILL. PROFILE B-B WGL As Shown
SCALE: N.T.S. ESC Project No.:
02-113.04
FIGURE
17

the channel, and provide for grade control at sensitive areas such as new
' location channel and abandoned channel tie-in points. Stone/rip-rap sills
may be constructed of rip-rap and/or small boulders which are unsuitable
for cross vane and j-hook vane construction.
' Sill construction will be initiated by excavating a trench across the
channel. Boulders and rip-rap will be piled into the trench to the final
elevation of the riffle head. The stone should be piled to conform to
channel dimension upstream and downstream of the sill, forming a saddle
shaped structure that ties into floodplain elevation. Once the stone has
' been installed, filter fabric will be toed into a trench on the upstream side
of the structure and draped over the top of the stones. After filter fabric
is in place the structure can be backfilled with suitable material to the
elevation of the sill.
Root-Wad Installation
' Root wads may be installed in conjunction with log vanes and/or J-hook
vanes to provide diverse in-stream habitat including shade, detritus, and
bank overhang. As there are few mature trees on-site, root wads are
expected to be imported from off-site. The imported root wads must
have approximately 10 to 15 feet of bole left intact. The bole may be
utilized as footer for a vane arm and/or will be used to anchor the root
' wad in the bank. If backfilling is necessary behind the root wad, this
area will be stabilized with suitable erosion control measures. Planting
with native floodplain vegetation is expected to reduce erosion of bank
I sediments, reduce flow velocities in flood waters, filter pollutants, and
provide wildlife habitat.
' 5.1.2 Reconstruction In-Place
The reach of Back Creek expected to be reconstructed in-place includes
' downstream reaches of the mainstem tributary whe.re the channel retains
a sinuous flow pattern. The main objective of restoration in this reach is
to raise the channel invert to within approximately 3.3 feet of the
' floodplain surface and to reduce channel size to approximately 56 square
feet. Primary activities designed to achieve these objectives may include
1) installation of cross-vane and log-vane weirs and 2) creation of a
bankfull bench.
In-stream Structures
In-stream structures including cross-vane and log-vane weirs may be
installed in the channel. These structures are conceptually depicted in
Figures 15 and 17 and are described in section 5.1.1.1 of this report.
' The purpose of these vanes is to 1) direct high velocity flows during
bankfull events toward the center of the channel, 2) increase the average
pool depth throughout the reach, 3) provide diverse in-stream habitat
56
t

I?

n

including shade and detritus, and 4) modify energy distributions through
increases in channel roughness and local energy slopes during peak flows.
Bankfull Bench Creation
Reaches of Back Creek proposed to be restored in-place through bankfull
bench excavation include the downstream tie-in at the project outfall
(Figure 1 1 B). Bench excavation in this location will maintain stable bank-
height ratios and proposed bankfull cross-sectional areas in the vicinity of
the restored channel tie-in point with off-site bed elevations. After
excavation of the bench, the new floodplain surface is expected to be
stabilized and planted with native floodplain vegetation.
5.1.3 Secondary Tributary Bank Sloping/Bench Excavation
Two secondary tributaries to Back Creek enter the Site; one enters the
Site from the south, at the upper extent of the project, and a second
enters the Site from the north midway through the project reach. Both
tributaries are characterized by smaller drainage basins measuring
approximately 0.1 square mile and 0.04 square mile, respectively.
Various mitigation scenarios exist for these channels and are discusses
below.
5.1.3.1 Upstream Tributary (Through the Morgan Property)
Several alternatives are proposed for mitigation of this upstream
tributary. This tributary has been straightened, entrenched, and
approximately one third of the channel has been lined with rip-rap. Based
on regional curves and data collected on-site, the proposed cross-
sectional area will average 4.5 square feet, with a bankfull width of 5.6
feet, and an average bankfull depth of 0.8 feet. Four mitigation options
are proposed for this secondary tributary: 1) no action, 2) reconstruction
of stream channel from the property line, 3) reconstruction of stream
channel from the rip-rap terminus, and 4) re-direction of channel into the
wetland enhancement area.
Regardless of the preferred mitigation alternative, landowner constraints
may necessitate the installation of a channel ford to allow access to
portions of the property isolated by the conservation easement and/or
stream restoration activities. The location of the proposed channel ford
is depicted on Figure 1 1 A, and may be subject to change dependant upon
comment from landowners and/or construction constraints. The ford is
expected to consist of a shallow depression in the stream banks where
vehicular crossings can be made. The ford shall be constructed of
hydraulically stable rip-rap or suitable rock and should be large enough to
handle the weight of anticipated vehicular traffic.
57
1
I I
J

L

7
No Action
Actions designed to restore the secondary tributary may be expected to
hydraulically impact the existing property owner. Three alternatives
described below are designed to reduce potential for both on-site and off-
site impacts. However, if off-site impacts appear to be unavoidable with
these three alternatives, a no-action alternative is recommended for the
secondary tributary. No action is expected to represent a preservation-
based mitigation effort. Planting of the stream banks may be
recommended to reduce bank degradation and sedimentation of adjacent
and downstream reaches. In addition, continued communication with the
upstream landowner is recommended.
Channel Reconstruction from Property Line (Alternative 1)
This alternative calls for the excavation of approximately 583 linear feet
of channel from the southern property line to the tie-in point with Back
Creek. The rip-rap section of the existing channel may be removed and
utilized for ford construction at the location depicted in Figure 1 1 A. The
existing channel will be plugged and backfilled as necessary. After
excavation of the channel, stream banks and local belt width areas will be
immediately planted with shrub and herbaceous vegetation. The primary
purpose of this alternative is to restore stream and water quality function
to as much of this tributary as possible without adversely affecting
adjacent property owners.
Channel Reconstruction from Rip-Rap Terminus (Alternative 2)
This alternative calls for the excavation of approximately 500 linear feet
of channel from the rip-rap terminus to the tie-in point with Back Creek.
Floodplain excavation may occur along portions of the existing rip-rap
section to reduce flooding during major precipitation events. The
remaining channel will be plugged and backfilled as needed. After
excavation of the channel, stream banks and local belt width areas will be
immediately planted with shrub and herbaceous vegetation. The primary
purpose of this alternative is to restore stream and water quality function
to as much of this tributary as possible without adversely affecting land
use of the current property owner.
Channel Re-direction into Jurisdictional Wetlands (Alternative 3)
This alternative involves the redirection of the channel from the rip-rap
channel towards wetland enhancement areas along the southeastern bank
of Back Creek. Additional excavation along the proposed channel may be
required to maintain the necessary slope for the release of water into
enhancement areas. The primary purpose of this alternative is to 1)
reduce flooding concerns of the existing property owner, 2) increase the
area and function of on-site wetlands, and 3) provide habitat for a variety
of wildlife and plant species.
58

0

I?

5.1.3.2 Central Tributary
Several alternatives are proposed for mitigation of this centrally located
tributary. This tributary has been severely entrenched (bank height ratio
of 1.7) due to upstream and downstream land use activities. Based on
regional curves and data collected on-site, the proposed cross-sectional
area should average 2.4 square feet, with a bankfull width of 3.9 feet,
and an average bankfull depth of 0.6 foot. Four possible mitigation
options are proposed for this secondary tributary: 1) no action, 2) bank
sloping, 3) floodplain bench excavation, and 4) the introduction of
structures to stabilize the channel.
No Action
Actions designed to restore this tributary may impact the Interstate 540
(1-540) roadway project and/or the properties adjacent to 1-540.
Alternatives described below are designed to reduce potential for both on-
site and off-site impacts. However, if off-site impacts appear to be
unavoidable with these alternatives, a no-action alternative is
recommended for the tributary. No action is expected to represent a
preservation-based mitigation effort. Planting of the stream banks may
be recommended to reduce bank degradation and sedimentation of
adjacent and downstream reaches.
Bank Sloping (Alternative 1)
This alternative calls for the enhancement of approximately 244 linear
feet of channel from the 1-540 right-of-way to the convergence with Back
Creek. The objective of bank sloping is to remove the eroding material
and collapsing banks. After excavation, the slopes will exhibit a gentle
gradient (minimum 3:1 slope) prior to tie in with the existing land
surface. Shrubs and vegetation that develop dense root mats will be
inserted through the short-term erosion control materials. The bank
sloping effort will be locally adjusted to maximize the use of knick points
(geologic control features) and existing deep rooted vegetation.
Floodplain Bench Excavation (Alternative 2)
' This alternative calls for the restoration of approximately 244 linear feet
of channel from the 1-540 right-of-way to the convergence with Back
Creek. Floodplain bench excavation is proposed for the full length of the
' channel. The objective of bench excavation is to 1) remove the eroding
material and collapsing banks, 2) enlarge the bankfull channel width, and
3) increase the width of the flood-prone area and reintroduce floodplain
' function such as a reduction of flow velocities in flood waters, filter
pollutants, and provide wildlife habitat.
' In-stream Structures
In-stream structures including cross-vane and log-vane weirs may be
installed in the channel. These structures are conceptually depicted in
59
1

7
u
F

I I

Figures 15 through 17 and are described in section 5.1.1.1 of this report.
The purpose of these vanes in this channel is to 1) direct high velocity
flows during bankfull events toward the center of the channel, 2) provide
diverse in-stream habitat including shade and detritus, and 3) modify
energy distributions through increases in channel roughness and local
energy slopes during peak flows. In-stream structures may be
incorporated into alternatives 1 and 2 to reduce hazards of headcut
and/or bank failure.
5.2 Wetland Enhancement/Restoration
Alternatives for wetland restoration are designed to restore a fully
functioning wetland system which will provide surface water storage,
nutrient cycling, removal of imported elements and compounds, and will
create a variety and abundance of wildlife habitat. Mitigation activities
are expected to restore approximately 1.5 acres of jurisdictional wetland,
enhance approximately 1.8 acres of jurisdictional wetland, and create
approximately 0.5 acre of open water/freshwater marsh within the Site.
Portions of the Site underlain by hydric soil have been impacted by
ditching of a natural stream, channel incision, vegetative clearing, earth
movement associated with the dredging/straightening of Back Creek,
and/or utilities installation. Wetland mitigation options should focus on
1) the re-establishment of historic water table elevations, 2) excavation
and grading of elevated spoil and sediment embankments, 3)
reestablishing hydrophytic vegetation, and 4) reconstructing stream
corridors.
Re-establishment of Historic Groundwater Elevations
The existing channel depth in the upstream reach of Back Creek measures
4.4 feet, while the depth for the proposed channel in the upstream reach
is 3.3 feet. Similar projects conducted in this region of the state utilized
DRAINMOD simulations in Chewacia/Wehadkee soils to determine
groundwater influence on wetland hydroperiod around streams that were
encised. According to these simulations, by raising the water surface
elevation by 1.1 feet the zone of influence may be reduced by
approximately 20-25 feet in a pasture/open field setting. Additionally, by
re-planting these areas the zone of influence may be reduced by
approximately 40-45 feet, based on forested conditions (Appendix D).
Based on these results an increase in the water table elevation may re-
establish historic elevations and possibly re-hydrate approximately 1.0
acre of relict wetland adjacent to the channel.
Excavation and Grading of Elevated Spoil and Sediment Embankments
' Some areas adjacent to the existing channel have experienced both
natural and unnatural sediment deposition. Spoil piles were likely cast
adjacent to the channel during dredging/straightening of the upstream
60

reach. Major flood events may have also deposited additional sediment
' adjacent to stream banks from upstream construction activities. The
removal of these spoil materials as well as sediment deposition adjacent
to the channel may restore approximately 0.5 acre of historic wetland.
Hydrophytic Vegetation
On-site wetland areas have endured significant disturbance from land use
activities such as land clearing, utilities installation and maintenance,
grazing, hay production, and other anthropogenic maintenance. Wetland
areas may be re-vegetated with native vegetation typical of wetland
' communities in the region. Emphasis should focus on developing a
diverse plant assemblage. Sections 5.4 (Plant Community Restoration)
and 5.4.1 (Planting Plan) provide detailed information concerning
' community species associations. Re-vegetation of portions of the Site
underlain by hydric soils is expected to enhance the entire 3.3 acres of
on-site jurisdictional wetland.
' Reconstructing Stream Corridors
This stream restoration plan involves the reconstruction of both Back
' Creek and its associated tributaries. The existing channels will be
backfilled so that the water table will be restored to relict conditions.
However, some portions of the existing Back Creek channel will remain
' open for the creation of wetland 'oxbow lake' like features. These
features will be plugged on each side of the open channel and will
function as open water systems. They are expected to provide habitat
' for a variety of wildlife as well as create approximately 0.5 acre of open
water/freshwater marsh within the Site.
5.3 Floodplain Soil Scarification
Microtopography and differential drainage rates within localized floodplain
' areas represent important components of floodplain functions. Reference
forests in the region exhibit complex surface microtopography. Small
concavities, swales, exposed root systems, seasonal pools, oxbows, and
' hummocks associated with vegetative growth and hydrological patterns
are scattered throughout these systems. As discussed in the stream
reconstruction section, efforts to advance the development of
' characteristic surface microtopography will be implemented.
In areas where soil surfaces have been compacted, ripping or scarification
will be performed. Mixing of vegetation debris in surface soils and tip
mounds will also p romote future complexity across the landscape. After
construction, the soil surface should exhibit complex microtopography
' ranging to 1 foot in vertical asymmetry across local reaches of the
landscape. Subsequently, community restoration will be initiated on
complex floodplain surfaces.

61
1

C

0

1
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.
RFE data, on-site 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. These community associations include 1) Piedmont/Mountain
floodplain forest, 2) stream-side assemblage, 3) riverine bottomiand
hardwood forest, and 4) slope forest (Figure 18). Figure 19 identifies the
location, based on elevation and position relative to the restored stream,
of each target community to be planted. Planting elements within each
map unit are listed below.
Piedmont/Mountain Floodplain Forest
1. Hackberry (Celtis laevigita)
2. Green Ash (Fraxinus pennsylvanica)
3. Swamp Chestnut Oak (Quercus michauxii)
4. American Elm (Ulmus americana)
5. Shagbark Hickory (Carya ovata)
6. American Sycamore (Platanus occidentalis)
7. Willow Oak (Quercus phe/los)
8. Black Gum (Nyssa sylvatica)
9. Black Walnut (Juglans nigra)
Stream-Side Forest Assemblage
1. Black Willow (Salix nigra)
2. Box Elder (Ater negundo)
3. Ironwood (Carpinus caroliniana)
4. River Birch (Betula nigra)
5. American Sycamore (Platanus occidentalis)
6. Swamp Dogwood (Cornus amomum)
Stream-Side Shrub Assemblage
1. Tag Alder (Alnus serrulata)
2. Buttonbush (Cephalanthus occidentalis)
3. Elderberry (Sambucus canadensis)
62

LEGEND
SITE BOUNDARY
17
5
(
.
ac.)
1-485 CONSTRUCTION LIMITS
- •• - •• SEWER LINE
HIGH TENSION POWER LINES
CONSTRUCTED CHANNEL acres
_ OPEN WATER/
FRESHWATER MARSH 0.3
RIVERINE BOTTOMLAND
HARDWOOD FOREST 2.8
Q SLOPE FOREST 0.8
STREAMSIDE ASSEMBLAGE
'
EACH SIDE OF CHANNEL)
(15 3.1
PIEDMONT MOUNTAIN
FLOODPLAIN FOREST 6.6

a
r
i•
ro4
r?w
till
u `r
1
kA.

ti wy ? .cx? g .
: 14

EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
PLANTING
PLAN
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
Esc Project No: 02-113.04
FIGURE
18

COMMUNITY SLOPE STREAMSIDE PIEDMONT/ MOUNTAIN RIVERINE BOTTOMLAND
ASSEMBLAGE FOREST ASSEMBLAGE FLOODPLAIN FOREST HARDWOOD FOREST
CANOPY Streamside Forest
VEGETATION
Mockernut Hickory Black Willow Hackberry Swamp Chestnut Oak
American Beech Box Elder Green Ash Cherrybark Oak
White Oak Ironwood Swamp Chestnut Oak Green Ash
Southern Red Oak River Birch American Elm American Elm
Northern Red Oak American Sycamore Shagbark Hickory Willow Oak
Willow Oak Swamp Dogwood American Sycamore Yellow Poplar
Black Cherry Willow Oak Water Oak
Streamside Shrub Black Gum Sugar Berry
Black Walnut
Tag Alder
Buttonbush
Elderberry
Arrow-wood Viburnum
Possumhaw Viburnum
Bankers Dwarf Willow
Black Willow
f'r '

LAND Stream Banks
Floodplain and Adjacent Floodplain Floodplain
FORM Slopes Flood Plain Flats
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
CONCEPTUAL
MODEL
OF TARGET
COMMUNITY
PATTERNS
Dwn By: Dale:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
Esc Project No.: 02.113.04
FIGURE
19

4. Arrow-wood Viburnum (Viburnum dentatum)
5. Possumhaw Viburnum (Viburnum nudum)
' 6. Bankers Dwarf Willow (Salix cotteli)
7. Black Willow (Salix nigra)
'
Riverine Bottomland Hardwood Forest
1. Swamp Chestnut Oak (Quercus michauxii)
2. Cherrybark Oak (Quercus pagoda)
3. Green Ash (Fraxinus pennsylvanica)
4. American Elm (Ulmus americana)
5. Willow Oak (Quercus phellos)
' 6. Yellow Poplar (Liriodendron tulipifera)
7. Water Oak (Quercus nigra)
' 8. Sugar Berry (Symplocos tinctoria)
Slope Forest
1. Mockernut Hickory (Carya tomentosa)
' 2. American Beech (Fagus grandifolia)
3. White Oak (Quercus alba)
' 4. Southern Red Oak (Quercus falcata)
5. Northern Red Oak (Quercus rubra)
6. Willow Oak (Quercus phellos)
' 7. Black Cherry (Prunus serotina)
The stream-side trees and shrubs include species with high value for
' sediment stabilization, rapid growth rate, and the ability to withstand
hydraulic forces associated with bankfull flow and overbank flood events.
Stream-side trees and shrubs will be planted within 10 to 15 feet of the
' channel throughout the meander belt width. Shrub elements will be
planted along the banks of the reconstructed stream, concentrated along
outer bends.
' Piedmont/Mountain floodplain forests are targeted for non-hydric soils
located in outer portions of the floodplain. Riverine bottomland hardwood
' species will be planted in portions of the Site underlain by hydric soils.
Species common along slope forests will be planted on slopes adjacent to
the floodplain.
' Certain opportunistic species which may dominate the early successional
forests have been excluded from community restoration efforts.
' Opportunistic species consist primarily of red maple, tulip tree, and
sweetgum. These species should also be considered important
components of bottomland forests where species diversity has not been
jeopardized.

65

The following planting plan is the blueprint for community restoration.
' The anticipated results stated in the Success Criteria (Section 6.6) are
expected to reflect potential vegetative conditions achieved after steady-
state conditions prevail over time.
5.4.1 Planting Plan
' The purpose of a planting plan is to re-establish vegetative community
patterns across the landscape. The plan consists of 1) acquisition of
available plant species, 2) implementation of proposed Site preparation,
' and 3) planting of selected species.
Species selected for planting will be dependent upon availability of local
' seedling sources. Advance notification to nurseries (1 year) will facilitate
availability of various non-commercial elements.
' Bare-root seedlings of tree species will be planted within specified map
areas at a density of 435 stems per acre on 10-foot centers. Table 6
depicts the total number of stems and species distribution within each
' vegetation association. Planting will be performed between December 1
and March 15 to allow plants to stabilize during the dormant period and
set root during the spring season. A total of 7136 diagnostic tree and
shrub seedlings will be planted during restoration (Table 6).

n

66

0

TABLE 6
Planting Plan
Back Creek Mitigation Site

Riveriine Stream-Side Assemblage Piedmont/
Mountain
Vegetation Association
(Planting Area) Bottomland
Hardwood Forest Forest Shrub lope Forest Floodplain
Forest
TOTAL
Area (acres) 2.8 3.1 0.8 6.6 17.2
SPECIES # planted'
% tots z # planted
% total # planted
% total # planted
% tote # planted
% total # planted
Green Ash 243(20) 431(15) 674
Swamp Chestnut Oak 243(20) 287(10) 530
American Elm 243(20) 287(10) 530
Cherrybark Oak 122(10) 122
Willow Oak 122(10) 287 (10) 409
Water Oak 122(10) 122
Sugarberry 122(10) 122
Black Willow 202(15) 337(25) 539
Box Elder 270(20) 270
Ironwood 13S(10) 135
River Birch 135(10) 135
American Sycamore 337(25) 431(15) 768
Swamp Dogwood 270(20) 270
Tag Alder 270(20) 270
Elderberry 135(10) 135
Arrow-wood Viburnum 135(10) 135
Possurnhaw Viburnum 135(10) 135
Bankers Dwarf Willow 337(25) 337
Mockemut Hickory 70(20) 70
American Beech 70(20) 70
White Oak 70(20) 70
Southern Red Oak 70(20) 70
Black Cherry 70(20) 70
Hackberry 287(10) 287
Shagbark Hickory 287(10) 287
Black Gum 287(10) 287
Black Walnut 7(10) 287
TOTAL 1217 1349 1349 350 2871 7136
1 Planting densities comprise 435 trees and/or shrubs per acre within each specified planting area.
2 Some n?n-commercial elem ntsir a? r of be local) oavaalable at the t?me of plaptigg. The stem count for unavailable s ecies should I? , distributed
among o er target a ements ?as o t e percent %) Mstribution. ne year o a vance notice to rest nurseries will ?romote avalla llity o some
non-commercial elements. However, reproductive failure in the nursery may occur.
3 Scientific names for each species, required for nursery inventory, are listed in the mitigation plan.

7
u

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 wetland components of hydrology and vegetation.

H

r

6.1 Stream Monitoring
Three stream reaches are proposed to be monitored for geometric and
biological activity as depicted in Figure 20. Each stream reach will
extend for a minimum of 300 feet along the restored channel. Annual fall
monitoring will include development of a channel plan view, 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/depth
ratio, 6) meander wavelength, 7) belt width, 8) water surface slope, 9)
sinuosity, and 10) stream substrate composition. The stream will
subsequently be 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 pre-construction and post-
construction pictures has been initiated.
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),
2) channel stability indicative of a stable stream system, and 3)
development of diagnostic biological communities over time.
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/depth ratio should characterize an E-type and/or a
borderline E-type/C-type channel (<_ 15), bank height-ratios must
characterize a stable or moderately unstable channel (5 1.3), and
changes in cross-sectional area and channel width must indicate less than
0.5 foot of bed and/or bank erosion per year along the monitoring reach.
In addition, abandoned channel reaches or shoot cutoffs must not occur
and sinuosity values must remain greater than 1.35 (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
68

4i'yY
b ?
,f
Fes'

EcoScience
Corporation
Raleigh, North Carolina 27605
Client
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MONITORING
PLAN
own By: Date'.
MAF JAN 2003
Ckd By Scale:
WGL As Shown
ESC Project No.: 02-113.04
FIGURE
20
?. ?; > 6 s: ?? '? , f?.w ?1 R 1? '.0 ¦

the channel width is enlarging due to bank erosion, additional bank or
' slope stabilization methods may be employed.
The stream must maintain shear stress values to adequately transport
' sediment through the Site. Pebble counts will be conducted annually to
determine D50 and D84 values within the restored stream. Pebble counts
would be expected to indicate a general coarsening of materials on the
' riffles throughout the monitoring period. Substrate will be considered
successful if the channel is characterized by a substrate consisting of
sand/fine gravel (D50 greater than 0.5-2 millimeters).
Visual assessment 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 Hydrology Monitoring
While hydrological modifications are being performed on the Site, surficial
monitoring wells will be designed and placed in accordance with
specifications in the COE's Installing Monitoring Wells/Piezometers in
' Wetlands (WRP Technical Note HY-IA-3.1, August 1993). Monitoring
wells will be set to a depth immediately above the top of the clay
subsurface layer (range: 24 to 40 inches below the surface).
' Two monitoring wells will be placed immediately adjacent to vegetation
sampling plots to provide representative coverage within each of the
' identified mitigation design units (Figure 20). Hydrological sampling will
be performed throughout the growing season at intervals necessary to
satisfy the hydrology success criteria within each design unit (EPA 1990).
6.4 Hydrology Success Criteria
Target hydrological characteristics include saturation or inundation for at
least 12.5 percent of the growing season at lower landscape positions,
during average climatic conditions. Upper landscape reaches may exhibit
' surface saturation/inundation between 5 percent and 12.5 percent of the
growing season based on groundwater gauge data. These 5-12.5 percent
areas are expected to support hydrophytic vegetation. If wetland
' parameters are marginal as indicated by vegetation and hydrology
monitoring, a jurisdictional determination will be performed in these
' areas.
Hydrological contingency will require consultation with hydrologists and
regulatory agencies if wetland hydrology enhancement is not achieved.
70

e

PJ

Floodplain surface modification, including construction of ephemeral
pools, represents a likely mechanism to increase the floodplain area that
supports jurisdictional wetlands. Recommendations for contingency to
establish wetland hydrology will be implemented and monitored until
Hydrology Success Criteria are achieved.
6.5 Vegetation Monitoring
Restoration monitoring procedures for vegetation are designed in
accordance with EPA guidelines enumerated in Mitigation Site Type
(MIST) documentation (EPA 1990) and COE 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 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 criterion is achieved.
During quantitative vegetation sampling in early fall of the first year,
approximately four sample plots will be randomly placed within the Site.
Sample-plot distributions are expected to resemble locations depicted in
Figure 20; however, best professional judgment may be necessary to
establish vegetative monitoring plots upon completion of construction
activities. In each sample plot, vegetation 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.
6.6 Vegetation Success Criteria
Success criteria have been established to verify that the vegetation
component supports community elements necessary for floodplain forest
development. Success criteria are dependent upon the density and
growth of characteristic forest species. Additional success criteria are
dependent upon density and growth of "Character Tree Species."
Character Tree Species include planted species along with species
identified through visual inventory of an approved reference (relatively
undisturbed) bottomland forest community used to orient the project
design. All canopy tree species planted and identified in the reference
71

forest will be utilized to define "Character Tree Species" as termed in the
success criteria.
An average density of 320 stems per acre of Character Tree Species must
' be surviving in the first three monitoring years. Subsequently, 290
Character Tree Species per acre must be surviving in year 4, and 260
Character Tree Species per acre in year 5. Planted species must
represent a minimum of 30 percent of the required stem per acre total (96
stems/acre). Each naturally recruited Character Tree Species may
represent up to 10 percent of the required stem per acre total. In
essence, seven naturally recruited Character Tree Species may represent
a maximum of 70 percent of the required stem/acre total. Additional
stems of naturally recruited species above the 10 percent - 70 percent
' thresholds are discarded from the statistical analysis. The remaining 30
percent is reserved for planted Character Tree Species (oaks, etc.) as a
seed source for species maintenance during mid-successional phases of
forest development.
If vegetation success criteria are not achieved based on average density
calculations from combined plots over the entire restoration area,
supplemental planting may be performed with tree species approved by
regulatory agencies. Supplemental planting will be performed as needed
' until achievement of vegetation success criteria.
No quantitative sampling requirements are proposed for herb assemblages
as part of the vegetation success criteria. Development of floodplain
forests over several decades will dictate the success in migration and
establishment of desired understory and groundcover populations. Visual
' estimates of the percent cover of herbaceous species and photographic
evidence will be reported for information purposes.
6.7 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 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 on-site structures are compromised,
' the affected structure may 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.
72

Structures which remain intact, but exhibit flow around, beneath, or
' through the header/footer stones may be repaired by excavating a trench
on the upstream side of the structure and re-installing filter fabric in front
of the header and footer stones. Structures which have been
' compromised, resulting in shifting or collapse of, header/footer stones
should be removed and replaced with a structure suitable for on-site
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 1.41), provisions for impeding headcut
migration and repairing damage caused by the headcut may be
implemented. Headcut migration may be impeded through the installation
of in-stream grade control structures (rip-rap sill and/or cross-vane weir)
and/or restoring stream geometry variables until channel stability is
achieved. Channel repairs to stream geometry may include channel
I 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 width/depth ratios that exceed a value of 15, contingency
measures to reduce bank erosion and width/depth ratio may occur. Bank
' erosion contingency may include the installation of cross-vane weirs
and/or 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.

73

' 7.0 FINAL DISPENSATION OF THE PROPERTY
NCDOT will maintain the Site conservation easement until all mitigation
' activities are completed and the Site is determined to be successful. All
landowners are expected to retain ownership of their respective parcels.
The conservation easement is expected to be transferred perpetually with
' property upon sale of the properties. Covenants and/or restrictions on
the deed will be included that will ensure adequate management and
protection of the Site in perpetuity.

E

74

t 8.0 REFERENCES
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).
Department of the Army (DOA). 1987. Corps of Engineers Wetland
Delineation Manual. Tech. Rpt. Y-87-1, Waterways Experiment
' Station, COE, Vicksburg, Mississippi.
Department of Environment, Health and Natural Resources (DEHNR).
' 1996. A Field Guide to North Carolina Wetlands. Tech. Rpt. No.
96-01. North Carolina Division of Environmental Management,
Water Quality Section, Raleigh, North Carolina
Dunne, D. and L.B. Leopold. 1978. Water in Environmental Planning.
W.H. Freeman and Company. N.Y.
Environmental Protection Agency (EPA). 1990. Mitigation Site Type
Classification (MiST). EPA Workshop, August 13-15, 1989. EPA
' Region IV and Hardwood Research Cooperative, NCSU, Raleigh,
North Carolina.
' Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream
Hydrology: an Introduction for Ecologists. John Wiley & Sons, Ltd.
West Sussex, England.
' Griffith, G.E. 2002. Ecoregions of North and South Carolina. Reston
Virginia. U.S. Geological Society (map scale 1:1,500,000).
' Harman, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.A. O'Hara,
A. Jessup, and R. Everhart. 1999. Bankfull Hydraulic Geometry
' Relationships for North Carolina Streams. N.C. State University,
Raleigh, North Carolina.

75
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.
' Jarret, R.D. 1985 Determination of Roughness Coefficients for Streams
in Colorado. USGS Water Resources Investigations Report 85-4004,
' Lakewood, Colorado.
Manning, R. 1981. On the Flow of Water in Open Channels and Pipes.
' Transactions of the Institution of Civil Engineers of Ireland. 20,
1 61 -20.
Natural Resources Conservation Service (NRCS). 1980. Soil Survey of
Mecklenburg County, North Carolina. United States Department of
' Agriculture.
North Carolina Wildlife Resources Commission (NCWRC). 1996. Draft
Guidelines for Stream Relocation and Restoration in North Carolina.
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, N.C.
I Department of Environment, Health, and Natural Resources.
Raleigh, North Carolina.
I Smith, R. L. 1980. Ecology and Field Biology, Third Edition. Harper and
Row, New York. 835 pp.
Soil Conservation Service (SCS). 1987. Hydric Soils of the United
States. In cooperation with the National Committee for Hydric
soils. United States Department of Agriculture.
'
United States Geological Survey (USGS). 1974. Hydrologic Unit Map -
1974. State of North Carolina.
'
United States Geological Survey (USGS) 2001. Estimating the Magnitude
and Frequency of Floods in Rural Basins of North Carolina -
' Revised. USGS Water-Resources Investigations Report 01-4207.
Raleigh, North Carolina.
1
76

11

u
1
1
1
1

u

?I
APPENDIX A
STREAM GAUGE DATA

PEAK STREAM FLOW
' Mallard Creek near Charlotte, NC
USGS Station # 02124130
Drainage Area 20.70 square miles
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1962 4500 0.053 5.3 19.00
2 1955 3060 0.105 10.5 9.50
3 1971 2900 0.158 15.8 6.33
4 1959 2410 0.211 21.1 4.75
' 5 1954 2100 0.263 26.3 3.80
6 1965 1970 0.316 31.6 3.17
7 1966 1900 0.368 36.8 2.71
' 8 1967 1680 0.421 42.1 2.38
9 1958 1650 0.474 47.4 2.11
10 1956 1600 0.526 52.6 1.90
11 1968 1520 0.579 57.9 1.73
12 1964 1470 0.632 63.2 1.58
13 1960 1360 0.684 68.4 1.46
14 1969 1300 0.737 73.7 1.36
15 1963 1180 0.789 78.9 1.27
16 1957 1170 0.842 84.2 1.19
17 1961 890 0.895 89.5 1.12
' 18 1970 870 0.947 94.7 1.06

?QES;ohG l
s? " 6
1 64 S. V Sl /j K C C G J) 4 4-C,
C ? X223

2 5? SL-' S c ?-'s

PEAK STREAM FLOW
North Prong Clark Creek near Huntersville, NC
USGS Station # 02124060
Drainage Area 3.61 square miles
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
' 1 1959 2450 0.048 4.8 21
2 1954 1780 0.095 9.5 10.5
3 1964 1670 0.143 14.3 7
4 1966 1420 0.190 19.0 5.25
5 1962 1110 0.238 23.8 4.2
6 1973 970 0.286 28.6 3.5
7 1963 785 0.333 33.3 3
' 8 1958 660 0.381 38.1 2.63
9 1955 640 0.429 42.9 2.33
10 1965 500 0.476 47.6 2.1
11 1967 480 0.524 52.4 1.91
12 1960 430 0.571 57.1 1.75
13 1961 415 0.619 61.9 1.62
14 1956 390 0.667 66.7 1.50
15 1957 318 0.714 71.4 1.40
16 1971 305 0.762 76.2 1.31
17 1968 295 0.810 81.0 1.24
18 1972 290 0.857 85.7 1.17
19 1969 228 0.905 90.5 1.11
20 1970 203 0.952 95.2 1.05
V
?/`i?j p »c1 I
?a
' f E Gt S C? S _5 c' `,5c'
c.?223 22S_?
?y r o.? ? C 3
Y= ? ? ?

PEAK STREAM FLOW
Lithia Inn Branch near Lincolnton NC
USGS Station # 02143310
Drainage Area 1.01; square mile
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1960 722 0.071 7.1 14.00
2 1965 580 0.143 14.3 7.00
3 1956 565 0.214 21.4 4.67
4 1962 525 0.286 28.6 3.50
5 1958 396 0.357 35.7 2.80
6 1961 315 0.429 42.9 2.33
7 1954 145 0.500 50.0 2.00
8 1964 138 0.571 57.1 1.75
9 1966 128 0.643 64.3 1.56
10 1955 115 0.714 71.4 1.40
11 1959 93 0.786 78.6 1.27
12 1967 80
/ 0.857 85.7 1.17
13 1957 70 0.929 92.9 1.08
C V- vC s : ril c4 i C' c, f F .'
.9Z23
?9. 03 5 (l- 01) -

1
PEAK S TREAM FLOW
1 Long Creek near Paw C reek, NC
USGS Station # 02142900
Drainage Area 16.40 square miles
' Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1982 4300 0.028 2.8 36.00
1 2 1975 3720 0.056 5.6 18.00
3 1977 3480 0.083 8.3 12.00
1 4
5 1986
1973 2790
2250 0.111
0.139 11.1
13.9 9.00
7.20
6 1984 1890 0.167 16.7 6.00
7 1987 1760 0.194 19.4 5.14
1 8 1983 1650 0.222 22.2 4.50
9 1978 1550 0.250 25.0 4.00
10 1993 1550 0.278 27.8 3.60
11 1991 1480 0.306 30.6 3.27
1 12 2001 1400 0.333 33.3 3.00
13 1985 1390 0.361 36.1 2.77
14 2000 1370 0.389 38.9 2.57
1 15 1979 1360 0.417 41.7 2.40
16 1992 1360 0.444 44.4 2.25
17 1967 1350 0.472 47.2 2.12
1 18 1989 1320 0.500 50.0 2.00
19 1994 1280 0.528 52.8 1.89
20 1966 1260 0.556 55.6 1.80
21 1998 1220 0.583 58.3 1.71
1 22 1974 1180 0.611 61.1 1.64
23 1976 1180 0.639 63.9 1.57
24 1990 1160 0.667 66.7 1.50
25 1995 1140 0.694 69.4 1.44
26 1996 1020 0.722 72.2 1.38
27 1971 972 0.750 75.0 1.33
28 1988 954 0.778 77.8 1.29
1 29 1969 874 0.806 80.6 1.24
30 1968 830 0.833 83.3 1.20
1 31
32 1980
1999 814
797 0.861
0.889 86.1
88.9 1.16
1.13
33 1972 774 0.917 91.7 1.09
34 1970 543 0.944 94.4 1.06
1 35 1981 530 0.972 97.2 1.03
1 ?
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t r c, ?c "
1 a-
c
1
5
,
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1 flit?vl f G' G (/( j ?- S `<<-5 E o?a7?c i
e?223 6 ?? S- cis
1 y=

PEAK STREAM FLOW
Long Creek near Bessemer, NC
USGS Station # 02144000
Drainage Area 31.80 square miles
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1972 6500 0.023 2.3 44.00
' 2 1958 5290 0.045 4.5 22.00
3 1978 4930 0.068 6.8 14.67
' 4
5 1977
1985 3890 0.091
2920 0.114 9.1
11.4 11.00
8.80
6 1965 2680 0.136 13.6 7.33
7 1963 2620 0.159 15.9 6.29
' 8 1984 2460 0.182 18.2 5.50
9 1979 2410 0.205 20.5 4.89
10 1987 2230 0.227 22.7 4.40
11 1961 2120 0.250 25.0 4.00
12 1973 2110 0.273 27.3 3.67
13 1990 1870 0.295 29.5 3.38
14 1971 1830 0.318 31.8 3.14
' 15 1960 1660 0.341 34.1 2.93
16 1964 1650 0.364 36.4 2.75
17 1991 1500 0.386 38.6 2.59
18 1962 1430 0.409 40.9 2.44
19 1975 1390 0.432 43.2 2.32
20 1976 1330 0.455 45.5 2.20
21 1995 1300 0.477 47.7 2.10
' 22 1966 1240 0.500 50.0 2.00
23 1982 1230 0.523 52.3 1.91
24 1959 180 0.545 54.5 1.83
' 25 1974 1160 0.568 56.8 1.76
26 1968 1140 0.591 59.1 1.69
27 1955 1040 0.614 61.4 1.63
28 1993 1040 0.636 63.6 1.57
' 29 1956 1020 0.659 65.9 1.52
30 1967 1010 0.682 68.2 1.47
k ?u 31 1996 1010 0.705 70.5 1.42
32 1994 993 0.727 72.7 1.38
33 1980 990 0.750 75.0 1.33
34 1983 982 0.773 77.3 1.29
'
35
1954
980 0.795
79.5
1.26
36 1981 932 0.818 81.8 1.22
37 1989 850 0.841 84.1 1.19
38 1969 837 0.864 86.4 1.16
' 39 1986 824 0.886 88.6 1.13
40 1970 774 0.909 90.9 1.10
41 1957 722 0.932 93.2 1.07
' 42 1992 533 0.955 95.5 1.05
43 1988 384 0.977 97.7 1.02
l?d"cG?F

7zZ3 C ?S-

L

APPENDIX B
EXISTING STREAM DATA

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y` ^ Cross Section 1 Riffle 128
94
93
92
- 91
C 90
° 89
m 88
W 87
86
85
84
F7 FS
I h inktull top.of-ba
58.34 8987
130 140 150 160 170
Width from River Left to Right (ft)

Si;Gt?
Riffle

d cl;pjl( n
h ei"Illt of ills uIll-fit
(tt) r.nv?'1?ti?16
olnlt distance
notes pt (ft) ?le;alinn
92.98
{ a • : 93.29
90.08
90.1
90.11
y c ` ; 89.25
dar 88.85

T 87.67
Try' 86.47
' fie! 'u 85.74
85.51
85.39
`I 84.68
85.35
s; '?:r +?i^,hd 85.85
- `: 89.52
89.87
89.37
89.37
??ts 89.81
t{ 88.81
k 89.63
92.25
4 `y
s

180 190
V'! fpa "Flannel f?lonning"
t) slope (%Tr n"

52.5 x-section area 2.3 d mean
22.5 width ' 25.3 wet P
3.7 d max 2.1 h yd radi
5.2 bank ht 9.6 w/d ratio
297.0 W flood Lone area 13.2 ent rai!2-ji
hydraulics
4.8 .el il. M,ec
252.3 discharge rate, Q cfs
0.56 shear stress Ibs/ft s
0.54 shear velocity (fUsec)
3.012 unit stream power Ibs/fUsec
0.31 Froude number
9.0 friction factor u/u'
34.5 threshold rain size mm
check from channel material -
0 measured D84 mm
0.0 relative roughness 0.0 fric. factor
0.000 Mannin 's n from channel material

98
97
w3? r
96
95
v
0 94
> 93
w 92
w 91

' ' 90
89
Cross Section 2 Riffle 1288
25 35
? tY
45 55 65 75 85
Width from River Left to Right (ft)

Riffle
r?
?? d?s?ripU n ?r
?? }? height of instrument (ft). 'R !?fti?'
' omit k'tanee FS
ti,:. nr les ;?t. (ft) (RY Icvr,Gon
v 7-_ i","wl' ! r ;? 97.37
95.72
94.03
' 93.26
92.66
91.4
90.44
°7 q"r, r a
.. 90.04

90.12
90.28
90.04
89.89
90.13
91.25

oil J
"
?; - 91.91
92.87
p {h'' r 93.11
94.77
FS FS vV tpa channel t?iannin I s
??nkfull' tod ?f t ?lii. ??pe (, 1 n
93.11
dimensions
52.2 x-section area 1.9 d mean
27.5 width 29.1 wet P
3.2 d max 1.8 h yd radi
4.9 bank ht 14.5 w/d ratio
114.0 W flood prone area 4.1 entratio
hydraulics
4.4 velo_it tf'sec,'
228.0 discharge rate, Q cfs
0.48 shear stress Ibs/ft s
0.50 shear velocity ft/sec
2.224 unit stream power (lbs/fUsec)
0.31 Froude number
8.8 friction factor u/u*
29.5 threshold rain size mm
check from channel material
0 measured D84 mm
0.0 relative roughness 0.0 fric. factor
0.000 Mannin 's n from channel material

98 Cross Section 3 Riffle 1415
97
- y
96
r,
t x 95
c
t •a° 94 -
w 93 - -
92 -
90
45 50 55 60 65 70 75 80 85 90 95
Width from River Left to Right (ft)

Riffle

descliption:
height of in 'trLIIII (ftj;
nmit distance FS
IlOteS pt. (f t) (It) . eleV?7tlon

' w 95.57
95.41
95.31
95.21
93.11
93.35
92.48
Y 92.42
i„ 91.21
L <'
"{ 3 91.14
f 91.04
91.27
92.68
93.24
F`,"
r .' 93.74
4 94.38
94.41

A 95.03
L", 95.7

FS FS V" fpa channel r:lanniny's
bankfull, top Cat bank (itj Iope (i,) "n"
?r.
INV
93
dimensions - ???
52.3 x-section area 1.6 d mean
33.0 width 34.8 wet P
2.9 d max 1.5 h yd radi
3.3 bank ht 20.8 w/d ratio
160.0 W flood prone area 4.8 ent ratio
hydraulics .: <
3.9 veloat, (ft's?c)
202.8 discharge rate, Q cfs
0.40 shear stress Ibs/ft s
0.46 shear velocity ft/sec
1.648 unit stream power Ibs/fUsec
0.29 Froude number
8.5 faiction'factor u/u"
24.2 threshold rain size mm
check from channel material,
0 measured D84 mm
0.0 relative roughness 0.0 Eric. factor
0.000 Mannin 's n from channel material

e

C`
w ..

is
Cross Section 4 Pool 1485
ar
96
95
S 94
°- 93
m
w 92
91
90
89
60 65 70 75 80 85 90 95 100 105 110
Width from River Left to Right (ft)
section'
description
height of instrument (ft): 4
omit distance FS
pt (it) (ft) - eIevafLL
95.57
? 95.07
95.27
94.95
94.59
94.41
89.96
90.02
90.12
91.41
91.93
93.36
93.96
94.87
94.95
ES FS channel
ankfult top of bauk slope (%)
93.98 ,4 37
dimensions'
66.8 x-section area 2.8 d mean
24.1 width 26.6 wet P
4.0 d max 2.5 h yd radi
4.9 bank ht

hydraulics

0.67 shear stress Ibs/ft s
0.59 shear velocity ft/sec

42.6 threshold rain size mm

k a

„v Cross Section 5 Riffle 1751
r -?
Lsri 99
:, . 98 - - - -- - -
}~ 97 - ?{
kkr 96 - ?M
95
>94 -
:
w 93 - - - -- - ?? 1
fry 92 -
L 90
r? .
E
15 20 25
30
35 40 45
50
55 60
Width from River Left to Right (ft)
F

'"?
`'''` •
-
fffll

7

d'c
ri
h fight of in trume
a, x•. - nmit distance FS FS I -S V" fpa channel Mani 611j"3
notes pt. (fq (ft) elevation bankfull top of bank (ft) dope (°6 ) "n"
? 96.99 ki+, 7' . 4 ?k
?' ?
"?/ ? 96.12 94.72 5 32
95.6
95.08
94-22
is
i?
i
h •,t
u
:Y
91.23
91.29
91.6
92.23
93.02
93.26
93.49
94.51
94.75
95.32
?
dimensloh
11
51.8 x-section area 1.8 dn
28.0 width 30.4
3.5 d max 1.7 M
4.1 bank ht 15.2
293.0 W flood rone area 10.5 hydraulics

4.2 velccih? fUsec
218.4 discharge rate, Q cfs
0.46 shear stress Ibs/ft s
0.49 shear velocity fUsec
2.090 unit stream' power (lbs/fUsec)
0.30 Froude number
8.7 friction factor u/u'
27.8 threshold rain size mm
check from channel material
0 measured D84 mm
0.0 relative rou hness O n Eric. factor
0.000 Mannin 's n from channel material

Cross Section 6 Pool 1772
97
96
95
:+ c 94
F 1? ? O
*" > 93
w
92
91
Yh1r? 90
10 15 20 25 30 35
Width from River Left to Right (ft)
sec

description: '
heght of instrument (ft); r
omit di;tence FS
os - notes pt. (ft) (t t)) ole?a:ic,n
` 747- ,t-0 ar
ii? 96.6
95.58
94.94
94.73
93.98

?la!? 90.61
tfi ?Y a r t,; 90.76
90.94
91.22
92.49
94.05
94.66
95.64
95.55
95 RR
?Y
LrJ„infUii i[UP Of J
40 45 50
channel
aupe (?n)
rllmrnsions
69.3 x-section area 2.6 d mean
26.3 width 28.8 wetP
4.4 d max - 2.4 h yd radi
5.3 bank ht

r„yJraullcs

0.65 shear stress Ibs/ft s
0.58 shear velocity fUsec

40.8 threshold rain size mm

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

103
?y
k 102
??;•r:. 101
100

99
°- 98
L ,.
97
W
96

95
94
93
Cross Section 7 Riffle 2610
20
'I
y
rf i•
i
l

30 40 50 60 70 80 90
Width from River Left to Right (ft)
Riffle

height of in strument (ft : f r
ofilit distance FS FS FS V) fpa channel A1,nning's
notes pt. (ft) (ft) elevation bankfull top of bank (ft) slop
r 100.88 >,. n r r
r r 99.05
98.08
P 97.69
97.33
96.1
l' 95.9
f,: t 95.1
93.7
dinienslons
48.7 x-section area 2.2 d mean
21.9 width 25.0 wet P
4.0 d max 2.0 h yd radi
4.0 bank ht 9.8 w/d ratio
290.0 W flood prone area 13.2 entratio
air ,s)e'a 93.68
hydraGi hs
0.0 velocity ft sec
0.0 discharge rate, 0 cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity fUsec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u'
0 0 threshold rain size mm
check from channel material
8 measured D84 mm
89.5 relative roughness 14.0 Eric. factor
0.000 Manni? 's' n from channel: material

c
i
Rk
r-
?Yi _
1
l ?r
t
v`
K ?V
t
J
?t
3
x
tae '.
1
? F
A,
104
103
102
101
x 100
0 99
> 98
w 97
96
95
94
93
Cross Section 8 Riffle 2888
140 150 160 170 180
Width from River Left to Right (ft)
?l?,cripti n ? ?c? ,
height of in trument (ft)
omit distance FS
pt. (it) (ft) e!evaGon
10U.48
99.66
imam, 99.63
99.36

F 98.18
F _ 97.62
98.28
,..?._ , AA All
99.76
99.15
99.24
97.36
96.65
94.67
94.33

? 3 94.82

100.1
190 200
t?fa
s j?o 7r
f?, FS V? tpa channel t.lannuig's '? ,;
bani:fulf top ref bank (ft) elope f t) "n'.
98.71 99.15
dimensions
51.8 x-section area 3.2 d mean
16.3 width 20.1 wet P
4.4 d max 2.6 h yd radi
4.8 bank ht 5.2 w/d ratio
235.0 W flood prone area 14.4 ent ratio
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity fUsec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u'
48 threshold rain size mm
check from channel material
8 measured D84 mm
127.5 relative rou hness 14.8 fric. factor
0.000 Mannin 's n from channel material'
a,

din?en?io?c?
8.6 x-section area 1.5 d mean
5.7 width 8.2 wet P
2.3 d max 1.0 h yd radi
4.0 bank ht 3.8 w/d ratio
21.0 !^.t flood prone area _- - 3.7 ent ratio
?`r C1 fS?UIiCS
0.0 vehcity ft'sec
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ff s
0.00 shear velocity fUsec
0.000 unit stream owes Ibs/ft/sec
0.00 Froude number
0.0 friction factor u/u'
99 threshold rain size mm -
check from chan- el material
0 measured )84 mm
0.0 relative rou hness 0 0 fric. factor
0.000 Mannin 's 1 from channel material

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Existing Pattern
Back Creek Mitigation Plan
Stream Plan V iew All measurments in feet
Downstream Sinuous Reach
Bankfull
Pool Belt Radius of Meander Width
Pool (from) Spacing Width Curvature Wavelength Estimate
3 164 281
4 129 41 57 176
5 59 55 293
6 281 59 48 562
7 316 67 304
8 105 123 67 608
9 351 71
10 287 199 23 433
11 222 106 293
12 140 117 43 246
13 105 128 129
14 94 76 36 176
15 129 39 257
16 140 47 135
Average 180 95 67 313
Low 59 41 23 129
High 351 199 135 608
Sinuousity for the downstream reach is 1.41
Upstream Straightened Reach
Upstream reach has no distinctive repetitive pattern of riffles and pools
due to straighting activities. Pattern data other then sinuousity was not recorded.
Sinuousity for the upstream reach is 1.02
1
P
Existing Profile
Date: November 4 an d 5, 2002

Water
Bed Bankfull Floodplain Site
Surface Feature
Elevation Elevation Elevation Stationing
Elevation
81.58 81.94 Invert of Center C-501
80.49 81.93 Scour hole at cul%-489
82.13 82.13 run -447
' 82.53 82.76 br -438
82.10 82.86 mr -421
82.18 82.83 85.15 mr -388
82
84 83
35 tr -379
.
81.73 .
83.43 p1 -348
82.68 83.43 85.66 run -331
82.93 83.42 br1 -313
' 82.13
82.38 83.44
83.43 p2 -288
run -264
82.84 83.43 tr1 -250
82.53 83.43 p2b -242
82.83
83.42 83.42
83.53 88.79 run -223
br2 -218
82.89 83.54 85.50 mr2 -172
82.38 83.55 mid riffle scour pc-146
' 82.19
82.99 83.55
83.55 85.52 mid riffle scour pc-122
bottom of run (rip -115
84.65 84.97 top of run (rip rap -87
83.57 84.97 p3 -77
' 84.21
84.57 84.97
84.97 89.97 run3 -53
run/glide apex -34
83.79 84.97 p3b -23
84.48 84.97 br3 -17
83.90 84.96 p4 0
' 84.46 84.97 br4 15
84.47 84.97 mr/tr 25
84.00 84.98 p5 38
84.41 84.97 86.90 run5 49
' 84.27 84.96 p5b 63
84.45 84.97 run 85
84.42 84.98 run 94
85.01 85.33 br5 104
85.00 85.50 87.62 mid riffle @ Cros: 128
85.24 85.59 tr5 155
83.20 85.58 p6 166
85.06 85.59 90.36 run6 177
' 84.80 85.59 mr6 209
84.61 85.60 p7 230
85.11 85.61 run7 260
86.53 86.83 89.12 br7 289
87.15 87.27 tr7 333
86.19 87.29 p8 344
86.30 87.28 run8 380
86.81 87.30 br8 417
' 87.64 88.14 91.64 tr8 471
86.89 88.14 p9 480
87.05 88.14 run 515

25
38
49
63
85
94
104
128
155
166
177
209
230
260
289
333
344
380
417
471
480
515
0
15
H
H

F
0

j

7

7

87.57 88.12 run 528 528
88.00 88.30 br9 538 538
87.50 88.24 mr9 553 553
87.83 88.31 tr9 577 577
87.39 88.31 glide 588 588
87.13 88.31 p10 599 599
87.61 88.35 90.36 91.66 br10 near adj trib 612 612
88.25 88.75 tr10 651 651
87.40 88.75 glide 670 670
86.54 88.75 92.00 p11 700 700
87.76 88.74 run 717 717
87.81 88.74 run 744 744
87.50 88.70 92.45 run 774 774
87.96 88.68 br11 829 829
88.53 88.72 92.54 mr11 867 867
88.57 88.90 tr11 907 907
87.80 88.91 p12 919 919
88.47 88.90 br12 926 926
89.01 89.53 mr12 @ sewer [in 965 965
90.00 90.50 tr12 1010 1010
89.67 90.52 glide 13 1027 1027
89.39 90.51 p13 1035 1035
90.50 90.79 br 13 1051 1051
89.78 90.81 tie in stream @ ct 1059 1059
89.31 90.83 p14 1077 1077
89.71 90.81 run 1101 1101
90.40 90.83 br14 1108 1108
89.99 90.84 glide 1123 1123
89.55 90.84 glidel4 1138 1138
89.25 90.84 glide 1148 1148
89.21 90.85 glide 1191 1191
88.98 90.86 p15 1204 1204
89.42 90.83 run 1238 1238
89.87 90.86 run glide apex 1258 1258
88.97 90.89 p16 1270 1270
89.41 90.87 92.94 94.62 run 1288 1288
90.24 90.89 br16 1304 1304
90.67 90.87 tr16 1332 1332
89.68 90.89 p17 1340 1340
90.47 90.92 run 1364 1364
90.56 90.99 br17 1386 1386
91.50 91.99 tr17 1415 1415
90.53 92.01 glide 1425 1425
89.89 92.01 93.56 p18 1437 1437
90.80 92.02 run/glide apex 1452 1452
90.05 92.03 p18b 1467 1467
90.00 92.04 p18b 1485 1485
89.78 92.04 p18b 1502 1502
90.77 92.09 95.38 br18 1536 1536
90.51 92.68 br18 1536 1536
90.68 92.68 94.94 mr18 1581 1581
91.07 92.72 93.46 mr 1601 1601
91.23 92.68 95.84 mr 1622 1622
91.29 92.72 secondary trib tie- 1630 1630
91.13 92.74 glide 1644 1644
90.27 92.79 glide 1652 1652
89.54 92.80 convergence riffle 1664 1664
89.97 92.81 95.84 convergence riffle 1677 1677
91.22 92.84 top of convergent 1687 1687
90.57 92.84 glide19 1697 1697
90.53 92.85 95.75 p20 1709 1709
1
F

I

r

r

u

I I

90.75 92.84 br20 1722 1722
91.15 92.84 93.74 95.39 x-sec 5 riffle 20 1751 1751
90.71 92.86 p21 x-sec 1772 1772
90.70 92.85 run 1791 1791
90.80 92.85 95.60 oxbow low bank 1804 1804
90.33 92.83 glide 1814 1814
90.05 92.84 95.70 glide 21 1828 1828
89.63 92.78 p22 1837 1837
90.51 92.79 95.96 run 1852 1852
90.43 92.79 96.31 atypical riffle 1878 1878
90.07 92.78 glide 1897 1897
89.71 92.78 p23 1906 1906
91.59 92.77 96.60 br23 1924 1924
91.61 92.83 tr23 1936 1936
90.74 92.80 96.72 glide23 1944 1944
90.31 92.81 p24 1949 1949
90.16 92.80 93.91 p24 1962 1962
90.37 92.78 p24 1974 1974
90.89 92.78 br24 1981 1981
91.72 92.85 96.33 tr24 2004 2004
90.82 92.85 p25 2016 2016
91.21 92.84 run glide apex 2036 2036
90.53 92.83 95.13 scour pool 25b 2045 2045
92.52 93.34 96.24 tr25 2065 2065
92.23 93.41 fence/property Hn.2097 2097
91.83 93.40 p26 2117 2117
92.21 93.44 run 2142 2142.00
92.77 93.42 br26 2159 2159.00
92.73 93.84 potential tie-in pt 12172 2172.00
92.96 93.95 97.25 tr26 2205 2205.00
92.20 94.00 p27 2234 2234.00
92.80 94.02 97.65 2274 2274.00
92.92 94.04 br27 2312 2312.00
92.72 94.06 97.74 mr 2366 2366.00
92.51 94.16 97.81 p28 2434 2434.00
93.39 94.13 97.80 br28 2484 2484.00
93.46 94.16 mr 2514 2514.00
93.73 94.80 98.00 mr 2558 2558.00
93.88 95.02 tr28 2587 2587.00
93.75 95.05 97.88 p29 2610 2610.00
93.32 94.71 X-sec-7 2610 2610.00
93.58 94.73 98.56 2652 2652.00
93.63 94.84 TR29 2682 2682.00
93.78 94.83 98.31 2710 2710.00
93.89 94.88 2739 2739.00
94.02 94.90 98.62 BB 2789 2789.00
94.47 94.92 2818 2818.00
95.45 96.13 98.48 Ditch Tie in C 2845 2845.00
94.63 96.17 X-sec 8 2888 2888.00
94.91 96.15 98.64 2931 2931.00
94.10 96.15 PA 2956 2956.00
94.26 96.15 2973 2973.00
94.99 96.17 98.57 TR B 2993 2993.00
94.24 96.16 PB 3004 3004.00
95.58 96.19 98.83 3029 3029.00
94.81 96.21 C 3047 3047.00
94.73 96.22 3071 3071.00
95.71 96.25 99.65 Bottom of Steep F 3098 3098.00
96.30 97.01 99.90 Top of Steep R/R 3129 3129.00
96.23 97.04 100.50 Sewerline Crossii 3147 3147.00
95.54 97.07 100.42 D 3175 3175.00

95.87 97.05 100.48
95.35 97.08 100.39 E
96.02 97.10 100.80 F
95.51 97.09 BR G
96.15 97.34 101.16 TR G
95.90 97.35 Fence
96.65 97.31 Bridge
UT to Back Creek on Morgan Property
3197 3197.00
3219 3219. 00
3237 3237. 00
3261 3261. 00
3289 3289. 00
3306 3306. 00
3332 3332. 00
95.58 Mainstem tie in
95.97 96.03
95.74 96.13 99.07
97.36 97.51
98.60 98.83 X
99.82 99.95 99.86
99.22 99.95 100.89 Y Channel width =2.6
99.90 100.08
98.37 100.08 scour pool
99.29 100.08 bottom of headcut
101.17 101.24 102.32 top of headcut
100.99 101.54
102.12 102.22 103.39
101.14 102.23 scour pool below Rip-rap
102.22 102.22 103.48 bottom of rip rap
102.96 103.45 103.58
104.12 104.14
104.19 104.44 104.39 at bend
105.32 105.42 104.97 fence corner
106.61 106.83 106.70
107.74 107.74 fence at prop line
UT to Back Creek on BC Developers Property
90.97 92.26 confluence of Back Ceek
92.51 92.65
92.19 92.73 small pool
92.60 93.00
92.64 93.02
92.49 93.03 Pool
92.97 93.04 BR
92.79 93.13 TR
92.68 93.17 Pool
92.95 93.15 95.83 BR
93.41 93.67 TR
93.01 93.69 97.15 Pool
93.67 93.76 BR
94.40 94.50 98.83 TR
93.38 94.52 Scour pool below bedrock (grade control;
93.97 94.51 Base of nickpoint
96.10 96.15 99.99 Top of nickpoint
95.96 96.16
97.42 97.64 approximately 2 feet past fence line
97.55 97.98 stormwater outfall (36 inch culvert)

Site: Back Creek prop Downstream Sinuous Facet Slopes
Personnel: Grant, Ad am
Station Water
(feet) Surface Feature Riffles Pools
Elevation
' 0 81.94 Invert of Center Culvert
12 81.93 Scour hole at culvert
54 82.13 run 0.0035
63 82.76 br
80 82.86 mr
' 113 82.83 mr
122 83.35 tr 0.0100
153 83.43 p1
170 83.43 run 0.0017
' 188 83.42 br1
213 83.44 p2
237 83.43 run
251 83.43 tr1
' 259 83.43 p2b
278 83.42 run
283 83.53 br2
329 83.54 mr2
355 83.55 mid riffle scour pool
' 379 83.55 mid riffle scour pool
386 83.55 bottom of run (rip-rap over) 0.0002
414 84.97 top of run (rip rap over) 0.0507
' 424
448 84.97
84.97 p3
run3
0.0000
467 84.97 run/glide apex
478 84.97 p3b
484 84.97 br3
501 84.96 p4
' 516 84.97 br4
526 84.97 mr/tr 0.0000
539 84.98 p5
550 84.97 run5
' 564 84.96 p5b
586 84.97 run
595 84.98 run
605 85.33 br5
' 629 85.50 mid riffle @ Cross Section 1
656 85.59 tr5 0.0051
667 85.58 p6
678 85.59 run6 0.0000
710 85.59 mr6
' 731 85.60 p7 skipped about 3 pools
761 85.61 run7
790 86.83 br7 ideal riffle
' 834
845 87.27
87.29 tr7 ideal riffle
p8 0.0100
881 87.28 run8
918 87.30 br8 0.0001
972 88.14 tr8 0.0156
981 88.14 p9
' 1016 88.14 run
1029 88.12 run
1039 88.30 br9
1054 88.24 mr9
' 1078 88.31 tr9
1089 88.31 glide
1100 88.31 p10
1113 88.35 br10 near adj trib 0.0017
1152 88.75 tr10 0.0103
' 1171 88.75 glide
1201 88.75 p11
1218 88.74 run
1245 88.74 run
' 1275 88.70 run
1330 88.68 br11
1368 88.72 mr11
1408 88.90 tr11 0
0028
1420 88.91 p12 .
1427 88.90 br12 0.0000
1466 89.53 mr12 @ sewer line

1511 90.50 tr12
1528 90.52 glide 13
1536 90.51 p13
1552 90.79 br 13
1560 90.81 tie in stream @ culvert
1578 90.83 p14
1602 90.81 run
1609 90.83 br14
1624 90.84 glide
1639 90.84 glide14
1649 90.84 glide
1692 90.85 glide
1705 90.86 p15
1739 90.83 run
1759 90.86 run glide apex
1771 90.89 p16
1789 90.87 run
1805 90.89 br16
1833 90.87 tr16
1841 90.89 p17
1865 90.92 run
1887 90.99 br17
1916 91.99 tr17
1926 92.01 glide
1938 92.01 p18
1953 92.02 run/glide apex
1968 92.03 p18b
1986 92.04 p18b
2003 92.04 p18b
2037, 92.68 brI8
2082 92.68 mr18
2102 92.72 mr18
2123 92.68 mr18
2131 92.72 TR
2145 92.74 Glide
2153 92.79 Glide
2165 92.80 convergence riffle
2178 92.81 convergence riffle
2188 92.84 top of convergence riffle
2198 92.84 glide19
2210 92.85 p20
2223 92.84 br20
2252 92.84 x-sec 5 riffle 20
2273 92.86 p21 x-sec
2292 92.85 run
2305 92.85 br 21 oxbow low bank
2315 92.83 Glide
2329 92.84 glide 21
2338 92.78 p22
2353 92.79 run
2379 92.79 atypical riffle
2398 92.78 Glide
2407 92.78 p23
2425 92.77 br23
2437 92.83 TR 23
2445 92.80 glide 23
2450 92.81 p24
2463 92.80 p24
2475 92.78 P24
2482 92.78 br24
2505 92.85 tr24
2517 92.85 p25 bed rock
2537 92.84 run glide apex
2546 92.83 scour pool 25b
2566 93.34 tr25
2598 93.41 fence/property line
0.0190
0.0000
0.0002
0.0003
0.0016
0.0345
0.0008
ave 0.0144 0.0006
min 0.0000 0.0000
max 0.0507 0.0035
standev 0.0156 0.0010
Value changed from
negative to zero for
statistical analysis
_ Not used in slope
calculations due to
high water
i
i
Velocity Comparison Form
Class
Date 12 2 Z o Zz Team ,4 ceay?r G f'
Stream i? G C k C rvee lC Location X• - S Ec f ; o,-) 2-
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF) ft2
SS 7 Bankfull Mean Depth
DBKF = (ABKF/WBKF) ft
/
Bankfull Width (WBKF) ft
Z ?- Wetted Perimeter (WP)
(`(2 DBKF) WBKF) 3 3 3 ft
D84 3 2 mm D84
(mm/304.8)
Q- I17-s ft
Bankfull Slope ` ft/ft
VQ 3 Hydraulic Radius (R)
(ABKF/M) 7 ft
/._
Gravity 3 2 - 13 ft/S2 R/D84 (use D84 in FEET) r 3 ft/ft
R/D84, u/u*, Mannings n
ft/Si
U/U* (using R/D84: see Reference Reach Field Book: p188, River Field Book:p233) ft/s,
Mannings n: (Reference Reach Field Book: p189, River Field Book:p236) 0-02-9 ftv6
1
Velocity: from Manning's equation: u=1.49R213S12/n - 4-6.
ft/Sj
u/u*=2.83+5.7log R/D84
U*. u'=(gRS)o.s
Velocity: u=u•(2.83+5.7logR/D84)
0-- ft/s?
1 q- ft/s I
- -----. J
Mannings n by Stream Type
Stream Type G
Mannings n: (Reference Reach Field Book: p187, River Field Book:p237) --1/6
Velocity: from Manning's equation u=1.49R2j3S1!2/n I 3-Y ft/s
Continuity Equation
QBKF (cfs) from regional curve or stream gage calibration Z 3 cfs
Velocity (u=Q/A or from stream gage hydraulic geometry) I _ _L?-_3 ft/s
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7

APPENDIX C
REFERENCE STREAM DATA

Co s f 1.
avie C)
Reeds
;? t yak°° G ss Cross?road? Hol
<p ? xg 0 !,Q
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'Coo T ro
C"?hhland
_eafC. -A El rnwOo ' 0 52
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(? { { f uarry?
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F ith P le oven;
° e ( s. in 9ea? Crescent
?- UT to c
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m0mou t DUTCH CREEK Ne
,?31.,' I ? BUFFALO
CREEK Gold Hill
c
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(704), ?f ?
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nd
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??, Oa' _ 'ri rt15r OWS`;r R. a rr vilt y 21
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MITIGATION
N ell /-j T-" f SITE - ed rqg Porter
!a. abaCrus ie#d A4 ad I
- O kboro
Hicko n NQ iFOLK s rHE/?lV T
Q Atlen tv?i . lan4
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r v
t Q ze ?7 UT to e tear ; G' o? ti :. Cofi€onv
i REEDY !fgri Rock
OS CREEK G 4
fn ? s
lip Fair ie ew ;
ay 1;a oods e Ct alem Gte
Bier svil
r 44 s' T vk pia g liv `? a ?, r
REFERENCE SITE LOCATIONS Dwn.by: MAF APPENDIX
EcoScience Ckd by: WGL C
Corporation Back Creek Mitigation Site Date: Figure
DETAILED MITIGATION STUDIES JAN 2003
Raleigh, North Carolina Mecklenburg County, North Carolina Project:
Y+ 02-113.04

n

0

/
-„ - f ? 1' 1 j Ex
' 1 0 1 mi. 4 mi. _ f 3t ': * \ $ - ?'
1:144,000 ?` i`, + r z w
Source: 1997 North Carolina Atlas and Gazetteer, p.57. 1 OP.
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Dwn. by: MAF APPENDIX
EcoScience UT to REEDY CREEK Ckdby: WGL C
Corporation Reference Site Date: Figure
JAN 2003
North Carolina
? Raleigh, Mecklenburg County, North Carolina
Project:
2A
02-113.04

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Riffle 1 Riffle ---
108
107 AL
106
C: 105
0
> 104
w
103
102
101
0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
section.
Riffle
description: : .
height of instrument (ft)
:

notes omit distance FS
pt. (ft) (ft)
elevation FS
bankfull FS
top of bank W fpa
(ft) channel
slope Manning's
r; L. rtgf? 105.82
r r 105.06 103.5 t 10J.S
. ?..; 104.86
-91 w 5r, ? aH '' 104.2
y TM #4 , 3 1 ^ 103.73
I%' 103.47
103.38
#7f'+e?3a1 <tf?_,. 103.12
102.75
dimensions
11.8 x-section area 1.2 d mean
9.6 width 10.8 wet P
1.8 d max 1.1 h yd radi
1.9 bank ht 7.8 w/d ratio
70.5 W flood prone area 7.4 ent ratio
102.38
n'= + 101.9
t 101.75
101.7
101.7
101.69
101.82
?f
102.11
102.87
t
103.22
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, 0 "cfs'
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u*
8.0 threshold rain size mm
' h t! 103.8
104.07
104.27
+ Y" 104.38
104.41
check from channel material,
12 measured D84 mm
30.2 relative roughness 11.3 fric. factor
0.000 Mannin 's n from channel material
104.69
Yf1, ;74 104.61
104.86
# 105.54
107.36

108
107
106
= 105
is
a?
W 104
103
102

Riffle 2 Riffle ---
0 10 20 30 40
Width from River Left to Right (ft)
r..Uon.
Riffle
description:
height of instrument (ft):
om it distance FS
notes pt . (ft) (ft) elevation
106.52
106.4
105.62
105.1
105.21
ri e'f? 105.13
104.77
104.27
102.98
102.79
102.74
j 102.59
102.56
102.73
103.05
104.02
104.8
105.12
105.51
• 105.86
106.01
106.41
107.34
FS FS
bankfull top:ofban
104.77 105.13
50 60
70
W fpa channel Manning's
(ft) slope n"
:.
dimensions -
17.1 x-section area 1.6 d mean
10.4 width 12.7 wet P
2.2 d max 1.3 h yd radi
2.6 bank ht 6.4 w/d ratio
58.0 W flood prone area 5.6 eht ratio
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs)
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u*
8 0 threshold rain size mm
check tr uin channel material
12 easured D84 (mm)
40.2 lativu hness 12.0 fric. factor
r
Z
0.000 Mannin
g's
n from channel-material
1
1
1
1
1
1
1
1
1
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1
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110
109
108
0 107
106
W
105
104
103
Riffle 3 Riffle ---
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
section: '?
Riffle

height Of instrument (ft)!
omit distance FS FS FS W fpa ch ,nn?l hJanning's
noses pt.` (ff)`' (ft) elevation bankfull top of bank (ft) slope 7/) "n"`
i 109.57 i
108.1 105.09 105-95
107.87
107.55
106.36
106.44
105.99
105.41
104.59
dimensi(;ns
15.5 x-section area 1.4 d mean:
11.2 width 12.6 wet P
2.0 d max 1.2 h yd radi
2.0 bank ht 8.1 w/d ratio=
42.0 W flood prone area 3.7 ent ratio -
104.21
104.12
104.17
104.02
104.03
104.13
104.92
105.42
106.25
106.89
hydraulics
0.3 velocity 'ft/sec
4.2 discharge rate, Q (cfs)
(
0.00 shear stress
(Ibs/ft s
0.03 shear velocity ft/sec
0.001 unit stream power (lbs/ft/sec)
0.00 Froude number
8.0 friction factor u/u*
0.1 threshold rain size (mm)
107.11
107.21
107.07
107.03
107.63
check from channel material
12 measured D84 mm
34.0 relative roughness 11.6 fric. factor
0.024 Mannin 's n from channel material
109.56
109.6
i
Pool 2 Pool ---
109
108
107
106
C
105
w 104
103
102
101
0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
section g.7
Pool
description:
height of instrument (ft)

notes omit
pt. distance
(ft) FS
(ft)
elevation FS
bankfull FS
top of bank W fpa
(ft) channel
slope (°b) Planning's
n"
t 107.32 .
106.36 10 1.1 b 10-1.15
wt'; #t # r ;r 7-' 105.57
104.98
104.41
1# k ... 104.52
104.05
103.77
;r Y . .. 103.33
dimonsions
17.1 x-section area 1.2 dmean
14.7 ,vidth 16.6 wet P
2.3 d"max 1.0 h yd radi
2.3 bank ht 4-1.6 w/d ratio
9 0 W flood cone area 8 8 ent ratio
rf f ,.. *', 102.85
r[}} +;,, 102.45
# ?. r 102.3
#t i vs,'rr;. r,': 102.01
6{]i? ' & f 101.86
# y y .: 101.91
101.94
• , !f 103.93
104.83
a # [J# ' r 105.02
hydraulics
0-.0 velocity psec)
88 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.009 unit stream power Ibs/ft/sec
O:AA Froude number
0-.Q friction factor u/u'
0-.0 threshold rain size mm
105.52
105.61
105.98
ri a4 108.3
4 r
check from channel material
-1-2 measured D84 (mm)
relative roughness 44-.4 fric. factor
0:809 Mannin 's n from channel material

109
108.5
108
107.5
107
0 106.5
106
a?
M 105.5
105
104.5
104
103.5
Pool 4 Pool -
0 5 10 15 20 25 30 35 40 45 50
Width from River Left to Right (ft)
dinlt;n?,loIIs -
18.8 x-z5ection area 1.4 d mean
13.7 width 15.8 wet P
2.2 d' max 1.2 h yd radi
3.3 bank ht 1(,.r

105.37
104.11 ?_,
L' 104.24 9 8 threshold grain size (mm)
y 105.72
?i 107.35
107.77
108.2
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Source: 1997 North Carolina Atlas and Gazetteer, p.36, 58.
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Dwn. by:
MAF APPENDIX
EcoScience UT to CRANE CREEK Ckdby: C
wGL
Corporation Reference Site Date: Figure
Rowan County
North Carolina JAN 2003

Raleigh, North Carolina ,
Project: ??
02-113.04

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X-Section Riffle OA @ station -25
97
96 - - -
95 T-_-
c 94
o i
93 --- --
w -
92 --
91 -
90
0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
description:
height of instrument (ft):
omit distance FS , I-S FS W f p a channel k9anning's
notes pt. (ft) (ft) elevation bankfull top of bank (ft) slope
96.4
94.18 93.25 93.62
93.62
dif„enion _
19.8 x-section area 2.1 d mean
9.5 width 12.8 wet P
2.9 d max 1.6 h d radi
3.2 bank ht 4.5 w/d ratio
237.0. N flood prone area 25.0 ent ratio

92.68
93.81
93.78
93.6
93.53
93.66
93.66
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs)
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u'
8:A threshold rain size mm
?F
chuck from channel material
12 measured D84' mml
54.8 relative roughness 12.7 fric. factor.
0.000 Mannin 's n from channel material

X-Section Riffle OB @ station 8
97
96
95
0 94
> 93
a?
W
92
91
90
0 10 20
section: -',
Ri
description: ,??;'a
height of instrument (ft).t;
omit distance FS
30 40 50 60 70 80
Width from River Left to Right (ft)
notes pt. (ft) (ft) elevation
'If -
96.57
?, j e uy
94.34
? 94.06
93.36
93.16
* ( =+f 92.56
% 90.82
90.77
90.78

92.02
93.87
93.81
93.79
93.77

FS FS 'N f[m I[ annel RAanning's
bankfull top of bank (ft) slope (`r,) "n"
93.36 93.87
dimensions
25.0 x-section ?rr,a 2.1 d mean
11.9 _
width 14.8 wet P
2.6 d max 1.7 h yd radi
3.1 bank ht 5.6 w/d ratio
237.0 W flood prone area 20.0 l ent ratio
hydraulics
0.0 velocitft/sec
0.0 discharge rate, Q cfs_)
0.00 shear stress (Ibs/ft s q)
0.00 shear velocity (ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u"
0 9 threshold grain size (mm)
check trom channel materi ?I
12 measured D84 mm
55.4 relative rou hness 12.8 fric. factor
0.000 Manning 's n' from channel material

X-Section Riffle 3 @ station 219
97
96
95
0 94
I> 93
D
w
92
91
90
0 20 40 60 80 100
Width from River Left to Right (ft)
setion:
120 140
description:
height of instrument (ft):
omit distance FS FS FS - V, fpa channel r"lanning's
opt. (tt)' (tt) elevation buiakfull . top of batik (ft) slope
96.37
gin 94.62 93.34 3 .
94.19
7.78
16 29.8 8.27
dimensions
20.5 r.-section area 2.0 d moan
10.1 width 13.1 wet P
2.5 d max 1.6 h yd radi
2.9 bankht 5.0 w/d ratio -
232.0 W flood prone area 23.0 ent ratio

31.8 ` 9.21 •?
?awleg:; _?„z _ 3a 9.29 •?
?i Y35.5 9,25 •? :•
.: }. 36.7 9.05
113
'`?s 37.2
8.78

.:.
.,? 21. .7a„ Q R . s 26
_
$ ..: •
7ax:4..>.r?k .;d e..M.. ; ..soa
hydraulics'
0.0 velocity (fUsec
0.0 discharge rate, Q cfs)
0.00 shear stress Ibs/ft s q)
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factoru/u*
0-0 threshold rain size (mm)
94.41
check from e annel material
12 measured D84 mm
53.5 relative roughness 12.7 fric. factor
0.000 Manning's n from channel material
i
X-Section Riffle 7 @ station 399
99
98
97
96
0 95
TO 94
a?
w 93
92
91
90
0 20 40 60 80 100 120
Width from River Left to Right (ft)
section: ` • -
Riffle
description'
height of instrument (ft):' of
omit distance FS
notes " `'pt. (ft) (ft) elevation
• _ _ 98.62
95.78
95.1
• 94.67
94.27
93.85
_ a.
92.79
92.38
• 91.23
91.22
• 91.34
91.42
92.09
' 93.25
• ' 94.34
94.61
94.8
94.76
94.77
?• 94.7
94.74

FS FS W fpa
bankfull` top of bank (ft)
93.73 94.-f
140 160
hannel Mann ng s
slope ' n
dimensions
19.3 ;:-suction area 1.9 d mean
10.0 width 12.5 wet P
2.5 d max 1.5 h yd radi
3.1 bank ht 5.2 w/d ratio
345.0 W flood rove area 34.4 ent ratid'
hydraulir_.s
0.0 velocity fusee
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u'
0 8 threshold rain size mm
check from channel material -
12 measured D84 mm
50.7 relative rou hness 12.5 fric. factor
0.000 Mannin 's n from channel material

X-Section Pool 3 @ station 162.5
98
97
96
95
°
m - 94
w 93
92
91
90
0 20 40 60 80 100
Width from River Left to Right (ft)
s
Po01
description:
height of instrument (ft):
omit distance FS
notes _ pt. (ft) (ft) elevations
- - + 96.95

?? 94.09
- 94.07
93.53
93.37
- 93.22
92.14
91.82
90.66
90.54
90.94
92.24
93.8
94.16
94.22
94.04
FS FS
bankfull top of hahN
93.37 93.8
120 140 160
??hannel
slope (°%)
dimensions _
20.6 x-section area 1.8 d nlc;an_
11.7 width 13.9 wet `P
2.8 d max 1.5 h yd radi
3.3 bank ht
hydraulics ;

0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec

t:
d:8 threshold grain size (mm)
94.01
93.86 r
93.73
4
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

X-Section Pool 8 @ station 445
99
98
97
$ 96
0 95
> 94
w 93
92
91
90
0
10 20 30 40 50 60
Width from River Left to Right (ft)
section: ??
Pool
description
notes
height of instrument (ft):
omit distance FS
FS
pt. (it) elevation
98.41
95.65
94.54
94.05
93.72
92.86
91.25
91.13
91.09
91.4
FS FS
hankfull top of bank
94.05 95.07
70 80 90
channel
slope
91.73
92.3
92.77
94.09
95.07
95.12
94.99
94.94
94.74
dimensions
19.5 x-sectiurrarea 1.9 d mean
10.5 width 12.9 wet P
3.0 d max 1.5 h yd radi
4.0 bank ht

hydraulics--= .,. ? ?-

0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
tw?:t #

0:0 threshold rain size' mm - -

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Source: 1997 North Carolina Atlas and Gazetteer, p.57, 58. - _-
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_
1 yy r
own. by:
MAF APPENDIX
EcoScience UT to DUTCH BUFFALO CREEK Ckdby: C
wGL
Corporation Reference Site Date: Figure
North Carolina
Rowan County JAN 2003
Raleigh, North Carolina , Project: 2C
02-113.04

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Section 5 Riffle 1 Riffle ---
107
106
105
0 104
103
W
102
101
100
0 50 100 150 200 250
Width from River Left to Right (ft)
104.74
104.75
104.67
104.33
102.89
102.66
e
dimensions
11.1 x-section area 1.1 d mean
10.0 width 11.3 wet P'
1.6 d"max 1.0 h yd radi
3.8 bank ht' 9.0 w/d ratio
18.5 W flood prone area 1.9 ent ratio
h?;draunrs
0.0 velocity ft/sec
0.0 discharge rate, (cfs)
0.00 shear stress ((lbs/ft sq)
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u`
9-8 threshold rain size (mm) ,
104.43
101.28
101.1
100.83
101.03
102.75
103.88
104.8
105.62
105.5
102.21
105
105.54
105.77
105.23
check from channel material
13 measured D84 mm
26.9 relative rou hness 11.
0.000 Mannin 's n from channel mat
105.1
0 fric.'factor
erial

.T
X-Section 1 Riffle 7b Riffle ---
108
107
106
105
Cu
aD
W 104
103
102
0 20 40 60 80 100 120 140
Width from River Left to Right (ft)
. ;?.; .3 3 x_,568
"Mal -M
1
TE! x,z: s. 7,1=
31
r
dimes ' icins
11.7 <- section area 1.0 d mean
11.5 width 12.3 wet P
1.4 d max 0.9 h yd radi
3.2 bank ht 11.4 w/d ratio
16.0 W flood prone area 1.4 ent ratio

hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs
0.00 shear stress ((Ibs/ft s

0.00 _
shear velocity ft/sec
0.000
unit stream owes Ibs/ft/sec
0
.00 Froude number
0.0 friction factor u/u'
O A threshold grain size mm
106.61
106.56
106.08
105.54
a.. ? 1 nr, R'?
check from channel material
13 measured D84 mm
24.4 relative rou hness 10.7 Eric. factor
0.000 Mannin 'sm from channel material

X-Section 3 Riffle 3 Riffle ---
106 _
105 - -- - =
104
103 ---
a? -
W 102 - - - --
101 --
100
0 50 100 150 200 250
Width from River Left to Right (ft)
v _.W.., 35=..,? =514
W 071
_3 g
RUB
77-OE M
.?
103.25
102.76
102.38
102.13
101.4
100.96
101.02
101.03
101.09
101.11
101.13
101.11
101.63
104.05
104.29
104.62

dimen oi?s
10.2 x-section me<i 1.1 d mean
9.7 width 10.8 wet P
1.4 d max 1.0 h yd radi
3.3 bank ht 9.1 w/d ratio
17.5 W .flood prone area 1.8 ent ratio
hydraulics , .
0.0 velocity fbSec
0.0 discharge rate; -Q (cfs)
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u*
0:8 threshold rain size mm
check trom:c annel.material°
13 measured' D84 mm
25.5 relative roughness 10.9 fric. factor
0.000 Mannin 's n from channel material

X-Section 4 Pool 2 Pool ---
106
105
104
0 103
102
W
101
100
99
0 50 100 150 200 250
Width from River Left to Right (ft)
T2" '.5.6
4
.. ....,_ ?_.....,?.?..•._E?:.,.,...?...,. tea.... _• ... ,?._....:
dimensions
12.0 x-sectwn area 1.0 d illean
12.4 width 14.3 wetP
2.2 d max 0.8 h yd radi
3.9 bank ht
.a

hydraulics

0:0
0.00 shear stress (Ibs/ft s
0.00 shear velocity fUsec

4,G
A 8 threshold rain size (mm)
•- ?? i- 103.8
104.33
104.19 3.;
104.49 ..34
104.58 a 3f?0
104.91
! 104.12
104.41
104.69

X-Section 2 Pool 5 Pool ---
107
106 -- -
105
{I
0 104 - -- - -
103
w
102
101
100
0 50 100 150
Width from River Left to Right (ft)
section:
FS FS
l ?nktull top of N11*
102.9 104 23
200 250
channel
slope )
dimEnsion?
10.9 X-soction area 1.2 d mean
8.8 width 10.5 wet P
2.0 d max 1.0 h yd radi
3.3 bank ht r-A
.) t O..G

by raulics -

0;0
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
{),{amt{l ?;? t?
ti 1

0 9 threshold grain size (mm)
101.51
101.86
101.92
102.3
103.12
103.96
104.76
105.13
104.92
105.16
105.68
105.12
104.44
104.35
104.69
105.65
J
i

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APPENDIX D
DRAINMOD SIMULATIONS

F
Groundwater Discharge Zone of Influence on Wetland Hydroperiod
1 Chewacla Soil

Floodplain Surface Groundwater Number of Groundwater Number of
Elevation Above Discharge Zone of Years Discharge Zone of Years
Channellnvert2 Influence' Wetland Influence Wetland
(feet) (feet) Criteria Met (feet) Criteria Met
(Surface (Surface
Hydroperiods Hydroperiods <
<5% of the 12.5% of the
growing season) growing season)*
Fallow Field/Pasture Conditions
(relatively low surface water storage and rooting functions)
0 ----- 29/31 - -- 29/31
1 10 14/31 45 15/31
2 50 15/31 90 15/31
4 100 15/31 140 14/31
6 145 15/31 185 15/31
8 170 15/31 220 15/31
Floodplain Groundwater Number of Groundwater Number of
Elevation Above Discharge Zone of Years Discharge Zone of Years
Channel Invert Influence' Wetland Influence Wetland
(feet) (feet) Criteria Met (feet) Criteria Met
(Surface (Surface
Hydroperiods Hydroperiods <
<5% of the 12.5% of the
growing season) growing season)
Forested Conditions
(relatively high surface water storage and rooting functions)
0 ----- 30/31 ---- 26/31
1 10 15/31 75 15/31
2 45 8/31 145 15/31
4 85 13/31 215 15/31
6 110 13/31 265 15/31
8 125 15/31 290 15/31
Discharge Zone of Influence is equal to '/Z of the modeled drainage spacing

I I

I
SOIL PROPERTIES
Name: CHEWACLA
Number of Horizons: 5
Root Zone Depth 0.
dp rf ca clay silt om cs mp cp dbmom flag Ksat
8. 1.4 .20 12.5 19.7 2.5 14.5 4 3 1.45 0 8.91
16. 1.3 .20 27.5 52.5 1.3 4.3 3 3 1.40 0 .30
10. 1.4 .20 26.5 17.7 1.0 8.2 2 2 1.45 0 1.41
24. 7.0 .20 27.5 37.8 1.0 4.4 1 2 1.40 0 .54
12. .0 .20 .0 .0 .3 .0 1 2 .00 0 5 5.85
---------
DEPTH OF ----------------------
DRAINED UPFLUX FROM -------------------
GREEN-AMPT ------
WATER ----------
MATRIC
WATER WATER WATER PARAMETERS CONTENT SUCTION
TABLE VOLUME TABLE A B (THETA ) (HEAD)
(cm) (cm) (cm/hr)
-- (sq.cm/hr)
---------- (cm/hr)
--------- (cc/cc
------ ) (cm)
----------
---------
.0 -----------
.0 ---------
.2000 .00 .00 .41 .0
10.0 .1 .2000 .45 7.19 .40 -5.0
20.0 .4 .0949 .41 3.53 .38 -10.0
30.0 2.1 .0081 2.15 13.60 .36 -20.0
40.0 5.4 .0010 4.61 24.16 .34 -30.0
50.0 8.7 .0005 6.62 30.50 .32 -40.0
60.0 12.0 .0003 8.28 34.73 .30 -60.0
70.0 15.2 .0002 9.70 37.74 .28 -80.0
80.0 18.5 .0001 10.91 40.01 .27 -100.0
90.0 21.8 .0000 11.97 41.77 .25 -150.0
100.0 25.1 .0000 12.90 43.18 .23 -200.0
120.0 31.7 .0000 14.47 45.29 .21 -300.0
140.0 38.3 .0000 15.76 46.80 .21 -340.0
160.0 44.9 .0000 16.84 47.93 .20 -400.0
200.0 58.0 .0000 18.57 49.52 .18 -600.0
250.0 73.3 .0000 20.19 50.78 .16 -1000.0
300.0 89.7 .0000 21.44 51.63 .14 -2000.0
400.0 122.7 .0000 23.28 52.69 .12 -5000.0
500.0 155.6 .0000 24.59 53.32 .10 -10000.0
700.0 221.5 .0000 26.40 54.04 .10 -15300.0
1000.0 320.3 .0000 28.11 54.59 .07 -102000.0

1
SOIL PROPERTIES
Name: WEHADKEE
Number of Horizons: 3
Root Zo ne Depth 0.
dp rf ca clay silt om cs mp cp dbmom flag K sat
8. 1.4 .20 12.5 41.9 3.5 6.1 4 3 1.48 ' 0 4 .36
32. .3 .20 27.5 52.5 1.2 4.3 3 2 1.40 0 .23
10. .0 .20 .0 .0 .4 .0 2 2 .00 0 59 .08
---------
DEPTH OF ----------------------
DRAINED UPFLUX FROM -------------------
GREEN-AMPT -------
WATER ---------
MATRIC
WATER WATER WATER PARAMETERS CONTENT SUCTION
TABLE VOLUME TABLE A B (THETA) (HEAD)
(cm) (cm) (cm/hr)
-- (sq..cm/hr)
---------- (cm/hr)
--------- (cc/cc) (cm)
--------- -----------
.0 ---------
.2000 .00 .00 .46 .0
10.0 .0 .2000 .34 3.53 .46 -5.0
20.0 .2 .2000 .42 1.88 .45 -10.0
30.0 .3 .1243 .47 1.33 .44 -20.0
40.0 2.6 .0119 6.05 12.83 .42 -30.0
50.0 5.9 .0020 12.85 22.08 .41 -40.0
60.0 9.2 .0012 19.29 28.24 .38 -60.0
70.0 12.6 .0007 25.29 32.65 .36 -80.0
80.0 15.9 .0004 30.84 35.95 .35 -100.0
90.0 19.3 .0003 35.98 38.52 .32 -150.0
100.0 22.6 .0002 40.74 40.58 .29 -200.0
120.0 29.4 .0000 49.23 43.66 .26 -300.0
140.0 36.1 .0000 56.57 45.86 .26 -340.0
160.0 42.9 .0000 62.99 47.52 .24 -400.0
200.0 56.3 .0000 73.68 49.83 .22 -600.0
250.0 71.4 .0000 84.15 51.68 .19 -1000.0
300.0 88.3 .0000 92.44 52.91 .16 -2000.0
400.0 122.0 .0000 104.87 54.45 .12 -5000.0
500.0 155.8 .0000 113.90 55.38 .10 -10000.0
700.0 223.2 .0000 126.42 56.44 .09 -15300.0
1000.0 324.4 .0000 138.26 57.23 .06 -102000.0

AGENCY PACKET
BACK CREEK STREAM AND WETLAND MITIGATION SITE
MECKLENBURG COUNTY, NORTH CAROLINA

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Prepared by:
EcoScience Corporation
1101 Haynes Street, Suite 101
Raleigh, North Carolina 27604
March 2003

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AGENCY PACKET
BACK CREEK STREAM AND WETLAND MITIGATION SITE
MECKLENBURG COUNTY, NORTH CAROLINA
INTRODUCTION
The North Carolina Department of Transportation (NCDOT) is currently
evaluating stream and wetland mitigation potential on property owned by
three landowners: Daniel H. Fisher (Back Creek II Developers), Thelma C.
Morgan, and Mecklenburg County Storm Water Services, collectively
referred to as the Back Creek Site.
Back Creek Stream and Wetland Mitigation Site
• located approximately 5 miles northeast of the City of Charlotte in
Mecklenburg County, North Carolina (Figure 1);
• 17.5-acre conservation easement; and
• Site encompasses 4117 linear feet of stream and 3.3 acres of
jurisdictional wetlands.
Mitigation goals for the Site include floodplain grading, restoration of
approximately 4352 linear feet of meandering, E-type (highly sinuous)
stream channel, enhancement/restoration to 3.3 acres of jurisdictional
wetlands, and 0.5 acre of wetland creation within the Site.
EXISTING CONDITIONS
The Site encompasses a reach of Back Creek, two unnamed tributaries to
Back Creek, the associated floodplain, and wetland pockets located within
the floodplain. General attributes of Site valley morphology include:
• 3300 linear feet of third order stream
o Upstream Valley Slope of 0.0038
o Downstream Valley Slope of 0.0052
• 827 linear feet of first order stream
DISCHARGE
• Watershed area 4.1 square miles
o Rapidly Urbanizing
o Urban land use > 57%
• Bankfull Discharge 250-300 cfs
SOILS
• Chewacla/Wehadkee 15.2 acres (NRCS mapped as Monocan)
• Enon/Wilkes 1.3 acres
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CHARLOTTE
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. f .` ' c+.'• ?- I` ? c'.;, e _ 2< 27 ° i - -- afn 1 ..rd,? nra '- i &
S i'to• f .r 74 4 tr `" C V°o r $ & .
Chalk=
. _" ?q ? l4Nl f NYf,•• Centel •: S .. ? _ 9 ,y . va. ?•
.! , ?{` j MIm HIII
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0 1 mi. 4 mi. ?f P ?? o `•. ? *o GO
LL 4. i
1:158,400
Source: 1997 North CamiinaAtasandGazetteer, p.57. ,!` r+ to ?4.
Dwn by: MJR
SITE LOCATION FIGURE
EcoScience Ckdbp. MJR
Coi t1oration BACK CREEK MITIGATION SITE
Date:
t' Detailed Mitigation Planning JAN 2003
Ralefgb, want Cardhe Mecklenburg County, North Carolina Project 11 02-113.04

STREAM CHARACTERIZATION
• Upstream Straightened: E-Type
' o Subclassification 5 (sand)
• Downstream Sinuous: C-Type and E-Type
o Subclassification 5 (sand) and 4 (gravel) respectively
' • Summarized in Table 1 (existing, reference, and proposed)
• Upstream sediment load sand dominated
o Urbanization
' o Bank collapse
' STREAM STABILITY ISSUES
• Bank height ratio range from 1.0 to 1.5
• Existing cross-sectional area of 76.6 ft2 (proposed 56.0)
' • Width/Depth Ratio of 13.4 (proposed 9)
• Upstream dredging and straightening
' • Utility line impacts
RESTORATION PLAN
'
The primary goals of this restoration plan include:
• construction of a stable, riffle-pool stream channel
• enhancement of water quality functions in the on-site, upstream, and
' downstream segments of the channel
• creation of a natural vegetation buffer along restored stream channels
• maximization of the area returned to historic wetland function
restoration of wildlife functions associated with a riparian
' corridor/stable stream.
The complete mitigation plan is depicted in Figures 2A and 2B and the
' morphologic characteristics of the existing, proposed, and reference channel
are included in Table 1.

Stream Restoration
Stream restoration includes floodplain grading, construction of
approximately 4352 linear feet of meandering, E-type (highly sinuous)
stream channel. Stream restoration activities are expected to include:
' • restoration of approximately 1390 linear feet of Back Creek on new
location
• restoration of approximately 2135 linear feet of Back Creek in-place
• restoration of approximately 827 linear feet of secondary tributary to
Back Creek
' • installation of structures for bank stabilization and habitat
the full reach of Back Creek
• restoration of buffer alon
.
g
3
MITIGATION LEGEND
rev CROSS-VANE WEIR
J-HOOK VANE OR
I LOG VANE WEIR
?-? RIP-RAP SILL
' . IMPERMEABLE
CHANNELPLUG
CONSTRUCTED FORD
' OXBOW DEPRESSION
I 0 CONSTRUCTED BERM
I STORMWATER BASIN
FLOODPLAIN BENCH
EXCAVATION
I ABANDONED CHANNEL
BACKFILL
>
`gyp
? l
* .„
GENERAL LEGEND
Irf /
'OOP
r` y
4,0 P
?tj 1 ? t ;
Top of Riffle Bottom of Riffle
Location Riffle Length Riffle Slopes
(ft.) Elevation Elevation
(ft.)
Riffle 1 80 96.15 96.15 0.0000
Riffle 2 43 96.15 96.23 -0.0019
Riffle 3 32 96.23 96.08 0.0047
Riffle 4 70 96.08 95.85 0.0033
Riffle 5 67 95.85 95.62 0.0035
Riffle 6 52 95.62 95.39 0.0044
Riffle 7 118 95.39 95.00 0.0033
Riffle 8 43 95.00 94.79 0.0049
Riffle 9 40 94.79 94.64 0.0038
16Riffle 10 45 94.64 94.45 0.0042
Riffle 11 76 94.45 94.20 0.0033
Riffle 12 33 94.20 94.04 0.0048
Riffle 13 66.5 94.04 93.63 0.0062
Riffle 14 92 93.63 93.17 0.0050
Riffle 15 96 93.17 92.73 0.0046
Riffle 16 53 92.73 92.42 0.0058
Riffle 16B 71 92.42 92.04 0.0054
Riffle 17 112.5 92.04 91.53 0.0045
Riffle 18 100 91.53 91.05 0.0048
Riffle 19 30 91.05 90.87 0.0060
Riffle 20 42 90.87 90.63 0.0057
Riffle 20B 39 90.63 90.39 0.0062
Riffle 21 89 90.39 89.82 0.0064
Riffle 22 60 89.82 89.37 0.0075
Riffle 23 160 89.37 88.32 0.0066
Riffle 24 145 88.32 87.21 0.0077
Riffle 25 76 87.21 86.61 0.0079
Riffle 26 78 86.61 86.01 0.0077
Riffle 27 112 86.01 85.15 0.0077
Riffle 28 117 85.15 84.48 0.0057
0.005
SITE BOUNDARY (17.5 ac.) Y a ?.
,,• ` are.
..... SFWFR I INF ` .?

HIGH TENSION
POWER LINES
?. ?•. CHANNEL ON ,
NEW LOCATION'

R11
_4
F G l WF+

Jt'
R-i),
Riffle elevations and slope i!, equal to existing
bed contours to avoid hydrologic trespass
U&N
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MITIGATION
PLAN
Dwn By: Date.
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No.. 02-113.04
FIGURE
2-A

" v
F r
i

/ /0?
NOTE:
FOR RIFFLE ELEVATIONS AND SLOPE,
SEE TABLE, FIGURE 2-A.
e"N

LEGEND M ITIGATION LEGEND

r„ SITE BOUNDARY (17.5 ac.) CROSS-VANE WEIR
1-485 CONSTRUCTION J-HOOK VANE OR
LOG VANE WEIR
LIMITS
SEWER LINE
- " - '
. IMPERMEABLE

• HIGH TENSION CHANNEL PLUG
r POWER LINES
CONSTRUCTED FORD
CHANNEL ON
NEW LOCATION FLOODPLAIN FILL t
CHANNEL RESTORATION
IN PLACE o FLOODPLAIN BENCH

ABANDONED CHANNEL o? -o?oa
EXCAVATION e?

r BACKFILL

s?
A r
+r p • `, ?1 ? ,? f
R26
M Y rd?,
4"4, 0
50 It. 0 100 ft.
1 1 666
10 .
I FIGURE I
2-B
EcoScience
Corporation
Raleigh, North Carolina 27605
Client.
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MITIGATION
PLAN
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
FSC Project No 02-113.04

' TABLE 1
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels

IIL JII

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?I

Variables Exisiting Channel Reference Reach Proposed Reach
Upstream
Straightened Downstream
Sinuous (C) Downstream
Sinuous (E) UT to
Crane Creek Back
Creek
1 Stream Type E5 C5 E4 E4/5 E4/5
2 Drainage Area (miz) 3.7-3.8 3.8-4.0 4.0-4.1 1.5 3.7-4.1
3 Bankfull Discharge (cfs) 250-300 250-300 250-300 85 250-300
Dimension Variables
4 Bankfull Cross Sectional 54 56.2 55.7 20.5 56
Area (Abkf)
5 Bankfull Width (Wbkf) Mean: 19.0 Mean: 32.2 Mean: 22.7 Mean: 10.1 Mean: 22.4
Range: 16.7-21.9 Range: 29.5-36 Range: -- Range: 9.5-11.9 Range: 21.2-23.7
6 Bankfull Mean Mean: 2.9 Mean: 1.8 Mean: 2.5 Mean: 2.0 Mean: 2.5
Depth (Dbkf) Range: 2.2-3.4 Range: 1.6-1.9 Range: -- Range: 1.9-2.1 Range: 2.4-2.6
7 Bankfull Maximum Mean: 4.4 Mean: 3.3 Mean: 3.8 Mean: 2.6 Mean: 3.3
Depth (Dm? Range: 4.0-4.7 Range: 3.0-3.6 Range: - Range: 2.5-2.9 Range: 2.8-3.8
8 Pool Width (Wpoo1) No distinctive repetitive Mean: 26.5 Mean: 26.5 Mean: 11.1 Mean: 29.1
pattern of riffles and pools Range: 24.5-28.5 Range: 24.5-28.5 Range: 10.5-11.7 Range: 22.4-33.6
9 Maximum Pool due to straighting Mean: 4.3 Mean: 4.3 Mean: 2.9 Mean: 4.3
Depth (D 1) activities Range: 4.1-4.5 Range: 4.1-4.5 Range: 2.8-3.0 Range: 3.5-7.5
10 Width of Floodprone Mean: 253 Mean: 179 Mean: 297 Mean: 237 Mean: 230
Area (Wfpa) Range: 290-235 Range: 114-293 Range: - Range: 232-345 Range: 114-297
Dimension Ratios
11 Entrenchment Ratio Mean: 13.3 Mean: 6 Mean: 13 Mean: 25.0 Mean: 10.3
(Wf 4??bkf) Range: 13-14 Range: 4-10 Range: -- Range: 20.0-34.5 Range: 5.1-13.3
12 Width/Depth Ratio Mean: 7 Mean: 19 Mean: 9 Mean: 5 Mean: 9
Wbkf/Dbkf) Range: 5-10 Range: 16-23 Range: Range: 5-6 Range: 8-10
Mean: 1.6 Mean: 1.9 Mean: 1.5 Mean: 1.3 Mean: 1.3
13 Max. D;K/Dbkf Ratio
Range: 1.4-1.8 Range: 1.7-2.1 Range: Range: 1.3-1.5 Range: 1.1-1.5
14 Low Bank Height/ Mean: 1.0 Mean: 1.2 Mean: 1.4 Mean: 1.2 Mean: 1.0
Max. Dbkf Ratio Range: 1.0-1.0 Range: 1.1-1.5 Range: Range: 1.1-1.2 Range: 1.0-1.2
15 Pool Depth/Bankfull Mean: 1.5 Mean: 1.5 Mean: 1.5 Mean: 1.7
Mean Depth (D 1/Dbkf) No distinctive repetitive Range: 1.4-1.6 Range: 1.4-1.6 Range: -- Range: 1.4-3.0
16 Pool width/Bankfull pattern of riffles and pools Mean: 0.8 Mean: 0.8 Mean: 1.1 Mean: 1.3
Width (W Dbkf) straighting
due Range: 0.8-0.9 Range: 0.8-0.9 Range: 1.0-1.2 Range: 1.0-1.5

17 Pool Area/Bankfull activities
a
Mean: 1.2
Mean: 1.2
Mean: 0.9
Mean: 1.2
Cross Sectional Area Range: - Range: -- Range: - Range: 1.1-1.4
Pattern Varialbles
18 Pool to Pool Spacing Mean: 180 Mean: 180 Mean: 53 Mean: 126
(L ) Range: 59-351 Range: 59-351 Range: 26-114 Range: 60-210
19 Meander Length (Lm) No distinctive repetitive Mean: 313 Mean: 313 Mean: 73 Mean: 220
pattern of riffles and pools Range: 129-608 Range: 129-608 Range: 61-115 Range: 166-347
20 Belt Width (Wbeit) due to straighting Mean: 95 Mean: 95 Mean: 86.1 Mean: 57
activities Range: 41-199 Range: 41-199 Range: 74.3-101.3 Range: 25-140
21 Radius of Curvature (Rc) Mean: 67 Mean: 67 Mean: 25.3 Mean: 58
Range: 23-135 Range: 23-135 Range: 18.6-30.4 Range: 43-100
22 Sinuosity (Sin)
1.02
1.4
1.4
1.8
1.5
fl
r?
TABLE 1 Continued
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
I
C

H

C
Variables Exisiting Channel Reference Reach Proposed Reach
Upstream Downstream Downstream UT to Back
Straightened Sinuous (C) Sinuous (E) Crane Creek Creek
Pattern Ratios
23 Pool to Pool Spacing/ Mean: 5.6 Mean: 7.9 Mean: 5.2 Mean: 5.6
Bankfull Width (L bkr) Range: 1.8-10.9 Range: 2.6-15.5 Range: 2.6-11.3 Range: 2.7-9.4
24 Meander Length/ No distinctive repetitive Mean: 9.7 Mean: 13.8 Mean: 7.2 Mean: 9.8
Bankfull Width (L,,,/Wb,d) pattern of riffles and pools Range: 4.0-18.9 Range: 5.7-26.8 Range: 6.0-11.4 Range: 7.4-15.5
25 Meander Width Ratio due to straighting Mean: 3.0 Mean: 4.2 Mean: 8.5 Mean: 2.5
(Wberc/Wbkf) activities Range: 1.3-6.2 Range: 1.8-8.8 Range: 7.4-10.0 Range: 1.1-6.3
26 Radius of Curvature/ Mean: 2.1 Mean: 3.0 Mean: 2.5 Mean: 2.6
Bankfull Width (Rc/Wbu) Range: 0.7-4.2 Range: 1.0-5.9 Range: 1.8-3.0 Range: 2.0-4.5
Profile Variables
27 Average Water Surface 0.0037 0.0037 0.0037 0.0014 0.0034
Slope (S,,e)
28 Valley Slope (S,,,,,,) 0.0038 0.0052 0.0052 0.0025 0.0051
29 Riffle Slope (Sfffle) No distinctive repetitive Mean: 0.0144 Mean: 0.0144 Mean: 0.0019 Mean: 0.005
pattern of riffles and pools Range: 0-0.0507 Range: 0-0.0507 Range: 0.0006-0.0033 Range: 0.0033-0.0079
30 Pool Slope (S.i) due to straighting Mean: 0.0006 Mean: 0.0006 Mean: 0.0004 Mean: 0.0017
activities Range: 0-0.0035 Range: 0-0.0035 Range: 0.0000-0.0006 Range: 0-0.003
Profile Ratios
31 Riffle Slope/ Water Surface No distinctive repetitive Mean: 3.9 Mean: 3.9 Mean: 1.4 Mean: 1.5
Slope (S," Sa.) pattern of riffles and pools Range: 0-13.7 Range: 0-13.7 Range: 0.4-2.4 Range: 1.0-2.3
32 Pool Slope/Water Surface due to straighting Mean: 0.16 Mean: 0.16 Mean: 0.3 Mean: 0.5
Slope (SPOO,/Saw) activities Range: 0-0.9 Range: 0-0.9 Range: 0.0-0.4 Range: 0.1-0.9
Materials
D16 0.15 0.14 0.31 NA NA
D35 0.39 0.28 2 0.44 0.4
D50 0.7 0.6 19.8 1.9 2
D84 10 32 55 12 34
D95 149 152 139 36 140
1

i

Wetland Restoration
Wetland restoration includes the re-establishment of historic water table
elevations, excavation and grading of elevated spoil and sediment
embankments, and reestablishing hydrophytic vegetation. Wetland
restoration activities will include the following:
• restore approximately 1.5 acres of jurisdictional wetland
• enhance approximately 1.8 acres of jurisdictional wetland
• create approximately 0.5 acre of open water/freshwater marsh within
the Site.
SPECIAL TOPICS
The Morgan's property, located at the southwestern end of the Site, contains
the first of two secondary tributaries that enter Back Creek. Four options
have been offered for this tributary and are depicted on Figure 2a. These
options will need to finalized before construction plans are created. These
options include:
• no action,
• reconstruction of stream channel from property line (Alt 1)
• reconstruction of stream channel from rip-rap terminus (Alt 2)
• re-direction of channel into the wetland enhancement area.
' SUMMARY

I

Back Creek and the associated floodplain have been significantly impacted
by past and present land use practices and rapid development within the
Back Creek watershed. The Back Creek Stream and Wetland Mitigation Plan
proposes restoration improvements to:
• restore both streams and wetlands on Site to relict conditions
• significantly enhance water quality functions in the on-site, upstream,
and downstream segments of the channel
• reduce flooding concerns for the existing property owner
• provide habitat for a variety of wildlife and plant species
• increase surface water storage during major storm events
• enhance nutrient cycling and removal of imported elements and
compounds.

i
i
i
i
BACK CREEK SITE
DETAILED STREAM AND WETLAND MITIGATION PLAN
MECKLENBURG COUNTY, NORTH CAROLINA
Prepared for:
North Carolina Department of Transportation
Raleigh, North Carolina

OF
Prepared by:
EcoScience Corporation
1101 Haynes Street, Suite 101
Raleigh, North Carolina 27604
January 2003
? ORTfj
0 L
?a
0
fi

EXECUTIVE SUMMARY

u

The North Carolina Department of Transportation (NCDOT) is currently
evaluating stream and wetland mitigation potential on property owned by
three landowners: Daniel H. Fisher (Back Creek II Developers), Thelma C.
Morgan, and Mecklenburg County Storm Water Services, collectively
referred to as the Back Creek Site. The Back Creek Site is located
approximately 5 miles northeast of the City of Charlotte in Mecklenburg
County, North Carolina.
This document details stream restoration, as well as wetland
enhancement/restoration procedures, on the Back Creek Site. An
approximately 17.5-acre conservation easement, hereafter referred to as
the Site, has been proposed for mitigation activities. The Site
encompasses approximately 4117 linear feet of stream and 3.3 acres of
jurisdictional wetlands. The Site watershed, consisting of approximately
4.1 square miles, is developing rapidly and is characterized by high-
density residential development, commercial and industrial properties,
and, to a lesser extent, mixed hardwood forest and agricultural land.
Land use within the Site includes fallow pasture and various utilities
corridors.
Under existing conditions, Back Creek is characterized by several distinct
stream reaches: 1) the upstream reach has been dredged and straightened
in support of adjacent sewer line installation and 2) the downstream
reach retains its sinuous flow pattern. However, the majority of the
channel has been degraded by rip-rap/boulders installed for bank
stabilization. Natural vegetation within the floodplain has been removed
in support of historic agricultural practices including grazing and hay
production.
Restoration activities have been designed to restore historic stream and
wetland functions which may have existed on-site prior to channel
dredging/straightening, bank stabilization, and vegetation removal.
Stream restoration includes floodplain grading and construction of
approximately 4352 linear feet of meandering, E-type (highly sinuous)
stream channel within the Site. Stream restoration is expected to
include;
1) restoration of approximately 1 390 linear feet of Back Creek on new
location,
2) restoration of approximately 2135 linear feet of Back Creek in-
place, and
3) restoration of approximately 827 linear feet of secondary tributary
to Back Creek.

Wetland restoration/enhancement encompasses approximately 3.3 acres
' of floodplain underlain by hydric soils and includes removal of spoil
castings from channel dredging/straightening activities and re-vegetation
of the adjacent floodplain. An additional 0.5 acre of jurisdictional
' wetland may be created through the excavation of a shallow, open
water/freshwater marsh complex adjacent to the restored stream channel.
' Characteristic wetland soil features, groundwater wetland hydrology, and
hydrophytic vegetation communities are expected to develop in areas
adjacent to the constructed channel. The existing, degraded channel will
' be abandoned and backfilled. Subsequently, Site reforestation, including
streamside and bottomland hardwood forest communities, has been
included along the entire on-site stream and floodplain to further protect
' water quality and enhance opportunities for wildlife.
A Monitoring Plan has been prepared that entails a detailed analysis of
' stream geomorphology, wetland hydrology, and Site vegetation. Success
of the project will be based on criteria set forth under each of the
monitored parameters outlined in this document.

I I

Table of Contents

J

n
1.0 INTRODUCTION ................................................................ 1
2.0 METHODS ....................................................................... 4
3.0 EXISTING CONDITIONS ...................................................... 6
3.1 Physiography, Topography, and Land Use ............................. 6
3.2 Soils ......................................................................... 10
3.3 Plant Communities ........................................................ 15
3.4 Hydrology .................................................................. 16
3.4.1 Drainage Area ......................................................... 16
3.4.2 Discharge 16
3.5 Stream Characterization ................................................. 17
3.5.1 Stream Geometry and Substrate .................................. 18
3.6 Stream Power, Shear Stress, and Stability Threshold ............ 25
3.6.1 Stream Power ......................................................... 25
3.6.2 Shear Stress ........................................................... 26
3.6.3 Stream Power and Shear Stress Methods and Results ....... 27
3.7 Jurisdictional Wetlands .................................................. 29
4.0 REFERENCE STUDIES ....................................................... 32
4.1 Reference Channel ........................................................ 35
4.2 Reference Forest Ecosystems .......................................... 36
5.0 RESTORATION PLAN ....................................................... 41
5.1 Stream Restoration ....................................................... 41
5.1.1 Reconstruction on New Location .................................. 46
5.1.2 Reconstruction In-Place ............................................. 56
5.1.3 Secondary Tributary Bank Sloping/Bench Excavation ........ 57
5.2 Wetland Enhancement/Restoration .................................... 60
5.3 Floodplain Soil Scarification ............................................ 61
5.4 Plant Community Restoration .......................................... 62
5.4.1 Planting Plan .......................................................... 66
6.0 MONITORING PLAN ......................................................... 68
6.1 Stream Monitoring ........................................................ 68
6.2 Stream Success Criteria ................................................. 68
6.3 Hydrology Monitoring ................................................... 70
6.4 Hydrology Success Criteria ............................................. 70
6.5 Vegetation Monitoring ................................................... 71
6.6 Vegetation Success Criteria ............................................ 71
6.7 Contingency ................................................................ 72
7.0 FINAL DISPENSATION OF THE PROPERTY ............................. 74
8.0 REFERENCES ................................................................. 75

i

List of Figures
Figure 1 Site Location 2
'
Figure
2 ...............................................................
Topography .
7
Figure 3 1993 Basin-wide Land Use ............................................. . 8
Figure 4 1999 Basin-wide Land Use . 9
' Figure 5 ......••.•....•.•...•...•.•• ..................
On-site Land Use 11
Figure 6 NRCS Soil Mapping ...................................................... 12
Figure 7 Modified Soil Units ...............:............. 13
Figure 8 Existing Cross-Sections and Plan View ..•. . . ... ...•..•..•.... . ... 19
Figure 9 Existing Profile and Plan View ........................................ 20
Figure 10 Jurisdictional Wetlands ............................................... 30
' Figure 1 1 A Mitigation Plan . 42
Figure 1 1 B Mitigation Plan ....................................................... 43
Figure 12 Proposed Cross-sections and Plan View .......................... 48
' Figure 13 Proposed Profile and Plan View. . 49
Figure 14 Live Willow Stake Revetment ....................................... 50
Figure 15 .
Cross Vane Weir .. 52
Figure 16 ..•'...• .............................................
J-hook Vane Weir . 54
Figure 17 Log Vane Weir .......................................................... 55
' Figure 18 Planting Plan .............................................. 63
Figure 19 Conceptual Model of Target Plant Communities ............ . ... 64
Figure 20 Monitoring Plan ......................................................... 69

List of Tables
Table 1 Morphological Characteristics of Existing Channels ............. 21
Table 2. Stream Power (92) and Shear Stress (ti) Values ..................... 28
' Table 3 Reference Stream Geometry and Classification ................... 33
Table 4A Reference Forest Ecosystem (UT to Crane Creek) .............. 37
Table 4B Reference Forest Ecosystem (UT to Reedy Creek) ............. 38
' Table 4C Reference Forest Ecosystem (Rocky River) ...................... 39
Table 5 Existing, Reference, and Proposed Channels ............... .. 44
Table 6 Planting Plan ............................................................... 67

L

BACK CREEK SITE
DETAILED STREAM AND WETLAND MITIGATION PLAN
1.0 INTRODUCTION
The North Carolina Department of Transportation (NCDOT) is currently
evaluating stream and wetland mitigation potential on property owned by
three landowners: Daniel H. Fisher (Back Creek II Developers), Thelma C.
Morgan, and Mecklenburg County Storm Water Services, collectively
referred to as the Back Creek Site. The Back Creek Site is located
approximately 5 miles northeast of the City of Charlotte, 0.25 mile south
of the intersection of NC Highway 49 and Back Creek Church Road (SR
2827) (Figure 1).
Based on preliminary studies, it appears that approximately 17.5 acres of
floodplain, open water, and adjacent floodplain slopes within the Back
Creek Site may be placed under a conservation easement in order to
conduct proposed mitigation activities. This 17.5-acre area will hereafter
be referred to as the Site. The Site encompasses 3300 linear feet of
Back Creek, approximately 817 linear feet of stream channel associated
with two unnamed tributaries to Back Creek, and approximately 3.3 acres
of jurisdictional wetland and/or hydric soil within the adjacent floodplain.
Past Site land use, including livestock grazing, removal of riparian
vegetation, as well as dredging and straightening of the upstream portion
of Back Creek, appears to have resulted in degraded. water quality,
unstable channel characteristics (stream entrenchment, erosion, and bank
collapse), and decreased wetland functionality.
' The purpose of this study is to establish a detailed mitigation plan for
stream restoration and wetland enhancement/restoration alternatives.
The objectives of this study include the following.

• Classify the on-site streams based on fluvial geomorphic principles.
• Identify jurisdictional wetlands and/or hydric soils within the Site
boundaries.
• Identify a suitable reference forest, stream, and wetland to model
Site mitigation attributes.
• Develop a detailed plan of stream restoration and wetland
enhancement/restoration activities within the proposed 17.5-acre
conservation easement boundary.
• Establish success criteria and a method of monitoring the Site upon
completion of mitigation construction.

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SITE LOCATION

C
orporation BACK CREEK MITIGATION SITE
Corporatio Detailed Mitigation Planning Dwn. by:
MJR
Ckd by:
MJR

Date: JAN 2003
FIGURE

1
Raleigh, North Carolina Mecklenburg County, North Carolina Project:
02-113.041
1

The goals of the restoration/enhancement efforts are as follows.
' • Restore approximately 3525 linear feet of Back Creek including
excavation of channel on new location (1390 linear feet) and
' restoration of channel in-place (2135 linear feet).
• Restore approximately 827 linear feet of secondary tributary to
Back Creek.
' • Restore approximately 1.5 acres of jurisdictional wetland, enhance
approximately 1.8 acres of jurisdictional wetland, and create
approximately 0.5 acres of open water/freshwater marsh adjacent to
' on-site channels.
• Reforest approximately 17.5 acres of floodprone area and adjacent
upland slopes with native forest species.
' 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/enhancement plans, and 4) Site monitoring and success
criteria. Upon approval of this plan by regulatory agencies, engineering
' construction plans will be prepared and activities implemented as
outlined. Proposed mitigation activities may be modified during the civil
design stage due to constraints such as access issues, sediment-erosion
' control measures, drainage needs (floodway constraints), or other design
considerations.

I

7

1 2.0 METHODS

Natural resource information was obtained from available sources. U.S.
Geological Survey (USGS) 7.5 minute topographic mapping (Harrisburg,
NC), U.S. Fish and Wildlife Service (FWS) National Wetlands Inventory
(NWI) mapping, Natural Resource Conservation Service (NRCS [formerly
the Soil Conservation Service]) soils mapping for Mecklenburg County
(NRCS 1980), historic aerial photography, and recent aerial photography
were utilized to evaluate existing landscape, stream, and soil information
prior to on-site inspection.
Reference stream geometry measurements have been used to orient
channel reconstruction design. Reference stream and floodplain systems
were identified and measured in the field to quantify stream geometry,
substrate, and hydrodynamics. Stream characteristics and detailed
mitigation plans were developed according to constructs outlined in
Rosgen (1996), Dunne and Leopold (1978), Harrelson et al. (1994),
Chang (1988), and North Carolina Wildlife Resources Commission
(NCWRC) (1996). Stream pattern,. dimension, and profile under stable
environmental conditions were measured along reference (relatively
undisturbed) stream reaches and applied to the degraded channel within
the Site. Reconstructed stream channels and hydraulic geometry
relationships have been designed to mimic stable channels identified and
evaluated in the region.
North Carolina Natural Heritage Program (NHP) data bases were evaluated
for the location of designated natural areas which may serve as reference
sites for mitigation design. Characteristic and target natural community
patterns were classified according to Schafale and Weakley's,
Classification of the Natural Communities of North Carolina (1990).
Detailed field investigations were performed in November and December
2002, consisting of Site channel cross-sections, profile, and plan-view;
valley cross-sections; detailed soil mapping; and mapping of on-site
resources. Project scientists evaluated stream parameters to determine
the stability of the existing channel. Hydrology, vegetation, and soil
attributes were analyzed to determine the status of jurisdictional areas.
Plant communities were delineated and described by structure and
composition.
NRCS soil mapping was modified to identify hydric soil boundaries and to
predict (target) biological diversity prior to human disturbances. NRCS
soil map units were ground truthed by a licensed soil scientist to verify
existing soil mapping units and to map inclusions.
4

Historical aerial photographs (1958, 1965, and 1998) were utilized to
' identify land use patterns and floodplain dynamics at the Site and in the
watershed. Disturbances to streams and wetlands during watershed
development were tracked, where feasible. However, none of these
' historical photographs exhibit riparian forest structure or historic stream
pattern prior to significant disturbance. Recent (1999) aerial photography
was evaluated to determine primary hydrologic features and to map
' relevant environmental features.
Information collected on-site and in reference ecosystems was compiled
' in a database and incorporated with field observations to evaluate the on-
site stream under existing conditions. Subsequently, this mitigation plan
was developed to facilitate restoration success and to provide stream and
1 wetland mitigation for various NCDOT projects in the region.

r

I

3.0 EXISTING CONDITIONS
3.1 Physiography, Topography, and Land Use
The Site is located in the northeastern portion of Mecklenburg County,
approximately 5 miles northeast of the City of Charlotte (Figure 1). This
portion of the state is underlain by the intrusive rocks of the Charlotte
Belt geologic formation within the Southern Outer Piedmont ecoregion of
North Carolina (USGS Subbasin 03040105). This hydrophysiographic
region is characterized by moderately dissected, irregular plains with
moderately steep slopes and narrow floodplains (Griffith 2002) (Figure 2).
This region is characterized by moderately high rainfall with precipitation
averaging approximately 43 inches per year (NRCS 1980).
The Site encompasses a reach of a Back Creek, two unnamed tributaries
to Back Creek, the adjacent associated floodplain, and wetland pockets
located within the adjacent floodplain. Back Creek, a third-order stream,
encompasses a drainage area of approximately 4.1 square miles. Back
Creek flows in an easterly direction for approximately 3300 linear feet
through the Site prior to its outfall at the eastern Site boundary. Back
Creek flows through a relatively wide, flat (0.005 rise/run), alluvial valley
(Valley Type Vill), with a floodprone area width measuring approximately
250 feet.
Within the Site boundaries, two smaller unnamed tributaries converge
with Back Creek, one entering from the south and one from the north.
These tributaries are significantly smaller than Back Creek, with a
collective drainage area encompassing only 3 percent of the upstream
Site drainage basin. These streams are characterized by relatively
narrow, moderately steep (0.024 rise/run) valleys, which flatten and
widen as they descend and converge with the larger Back Creek mainstem
channel. As the valley flattens, alluvial fans (Valley Type III) form in the
landscape, with floodprone area widths ranging from approximately 20 to
70 feet.
The upstream, Back Creek drainage basin is located in a rapidly
developing region of Mecklenburg County. The upstream watershed is
characterized by high-density residential development, commercial and
industrial complexes, and, to a lesser extent, rural pasture and forest.
Aerial photography from 1993 and 1999 indicate an increase in urban
land use from approximately 1.4 square miles (33 percent of drainage
area) to approximately 2.4 square miles (57 percent of drainage area)
over the 6-year period (Figure 3 and Figure 4). Based on development
adjacent to the Site and reconnaissance of the upstream drainage basin,
these rapid-development trends appear to have continued to the present
day.
6

All
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DRAINAGE AREA `•>r_r ``,.
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Approx. Site Boundary
0 2000 It. 4000 ft.
1:24.000
Source: USGS 7.5 Minute Quadrangle (Harrisburg. N.C.)
EcoScience
Corporation
Raleigh, North Carolina 27605
Client
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
TOPOGRAPHY
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale
WGL As Shawn
ESC Project No : 02-113.04
I I FIGURE I I
2
1 .:r.

4 r1
EcoScience
Corporation
Raleigh, North Carolina 27605
Client
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA

r tt • ' ,'
`

Ar

1000 ft. 0 ,
1:22,222

Title:
1993 BASIN-WIDE
LAND USE
74
YT ti,4 _•
Cate:
r? F Bwn By
MAF JAN 2003
k.+f? C k
d By: Scale
FIGURE
3
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EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT

e
*.J?I
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
r
Title:
H

' Historically, the Site appears to have been utilized for livestock pasture
and hay production. Currently, the Site is characterized by fallow,
successional fields with a few stands of isolated hardwood forest. The
' farthest upstream fields are maintained through bush hogging and appear
to support more grass species than adjacent successional fields (Figure
5). The maintained fields appear to be utilized by the Morgan family for
' hay production.
The Site is crossed by several utilities easements including a sewer line
' and high-tension-power lines (Figure 5). Back Creek appears to have been
altered during sewer line construction, including dredging and
straightening the upstream reach and stabilization of the entire reach
' through installation of rip-rap/boulders in the channel banks. The rip-
rap/boulders are especially prevalent in reaches where the sewer line
crosses, or abuts Back Creek.
Immediately adjacent to the Site, area pastureland has been converted to
high-density residential development serviced by standard curb and gutter
' roads (Figure 5). Storm-water runoff is conveyed primarily through
underground storm culverts which discharge into sediment basins or are
piped directly into floodplain wetland depressions. In addition to
' residential development, construction of Interstate-485 is ongoing
immediately north of the Site. Various culverts enter the Site from
beneath the newly constructed roadway.
3.2 Soils
Site soils have been mapped by the NRCS (NRCS 1980) (Figure 6). On-
site verification and ground-truthing of NRCS map units was conducted in
the fall of 2002 by licensed soil scientists to refine soil map units and to
locate inclusions and tax-adjunct areas. The portion of the Site most
' intensely surveyed includes low-lying floodplain areas. Systematic
transects were established and sampled to ensure proper coverage. Soils
were sampled for color, texture, consistency, and depth at each
' documented horizon.
Based on NRCS mapping, the Site floodplain is underlain predominantly by
' soils of the Monacan (Fluvaquentic Eutrochrepts) series, with side slopes
characterized by soils of the Enon (Ultic Hapludalfs) and Wilkes (Typic
Hapludalfs) series. However, Monacan soils are highly variable in the
' NRCS survey area and on-site soil profiles more closely resemble the
Chewacla (Fluvaquentic Dystrochrepts) and Wehadkee (Typic Fluvaquents)
associations of the neighboring Cabarrus County (2 miles east of the
' Site). Therefore, detailed soil mapping for the Site has been prepared
based on landscape position, land use distinctions, and hydric verses non-
hydric characteristics. As depicted in Figure 7, four revised soil map
10
I

LEGEND
SITE BOUNDARY (17.5 ac.)
Nt?
1-485 CONSTRUCTION
LIMITS
•• - •• SEWER LINE
HIGH TENSION
POWER LINES z k, &A
Y?t {
HARDWOOD FOREST p;" ?]!
RIPARIAN FRINGE r 12?,r VI. ?; ) a
STORMWATER BASIN .:?
n•
10
r F .
L t.
k
gal I ,?. ?.
w

3
PRI

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r
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3

EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project.
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
i s ?
'' "?• • own By: Date:
w MAF JAN 2003
y{ Ckd By: Scale:
WGL As Shown
fry °.a
esc Project No : 02-113.04
100 ft. 0 200 I1.
1:24.000
FIGURE
5
i ell
LEGEND
Hydric
Map Unit Map Unit Name Designation
EnB Enon sandy loam, non-hydric
2-8% slopes
EnD Enon sandy loam, non-hydric
8-15% slopes
Mo Monacan loam non-hydric with
hydric inclusions
WkE Wilkes loam, non-hydric
15-25% slopes
L ._ Enr) t -- 1 1 W61 \" "" T1 l I 1

NRCS SOIL MAPPING Dwn. by MJR FIGURE

ict
BACK CREEK MITIGATION SITE Ckd by
MJR
(
ol
Corpoorporation Detailed Mitigation Planning Date: JAN 2003 6
Raleigh, North Carolina Mecklenburg County, North Carolina Project 02-113.04
i
LEGEND
SITE BOUNDARY (17.5 ac.)
fib
1-485 CONSTRUCTION
LIMITS
P.
b ,? ra
SEWER LINEa w
q 1r I?
HIGH TENSION'
POWER LINES'
v
acres 's yt,
FLOODPLAIN SOILS
(HYDRIC) 3.3
SIDE SLOPE 7
VALLEY WALL SOILS 1.3 r ;i 14'
Awl,
FLOODPLAIN SOILS f.
t
(NON-HYDRIC) 11.9 °`"'
UDORTHENTS 1.0
1''' K're11.a'. e?Fh1?!?S .a I11P i

I `7I
m
'?T a loo n. 0 200 tt
-11-
124.000 r
bp5441y 3
+?+ k y 3
J?
,? ?. t. •?
1116.0
EcoScience
Corporation
Raleigh, North Carolina 27605
Client
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MODIFIED
SOIL UNITS
7

iar

11u?.

?F
yt 3'
rte` { ?Ad
l

units were identified: 1) udorthents, 2) floodplain soils (hydric), 3)
' floodplain soils (non-hydric), and 4) side slope/valley wall soils.
Udorthents
The Udorthents mapping unit consists of areas in which the natural soil
profiles have been altered by earth-moving operations or other
anthropogenic influences. Encompassing approximately 1.0 acre (6
' percent) of the Site, this mapping unit includes spoil material deposited
adjacent to Back Creek during dredging and straightening activities, fill
slopes associated with residential construction, and agricultural
1 roadways.
Floodplaiin Soils (Hydric)
' Hydric soils are defined as "soils that are saturated, flooded, or ponded
long enough during the growing season to develop anaerobic conditions in
the upper soil layer" (SCS 1987). Based on NRCS mapping, hydric soils
underlying the Site floodplain include soils of the Monacan series.
However, detailed soil mapping indicates that vast expanses of the on-
site floodplain exhibit characteristics of the hydric Wehadkee series.
' Hydric soils occur in a narrow band along the upper reaches of the Site,
encompassing approximately 3.3 acres (19 percent) of the Back Creek
' floodplain. On-site hydric soils are generally located in slight depressions
within the floodplain and are characterized by dark brown to slightly
gleyed loams and clay loams. In general, these areas appear to have been
disturbed by utility easements and dredging/straightening of the upper
reach of Back Creek. Based on preliminary studies, on-site hydric soils
appear to be intermittently flooded from over-bank storm-water flows,
I upland runoff, groundwater migration into the Site, and, to a lesser
extent, direct precipitation.
' Floodplain Soils (Non-hydric)
Based on NRCS mapping, non-hydric soils underlying the Site floodplain
are also mapped as Monacan loam. However, detailed soil mapping
indicates that portions of the Site floodplain underlain by non-hydric soils
exhibit characteristics of the Chewacla series.
' Non-hydric soils occur adjacent to the entire on-site reach of Back Creek,
encompassing approximately 11.9 acres (68 percent) of the Back Creek
floodplain. Non-hydric floodplain soils are generally located in broad,
' nearly level portions of the Site and are characterized by yellowish brown
loams and clay loams. These soils appear subject to frequent flooding;
however, aerobic features in the soil profile may indicate that soil
' permeability is sufficient to maintain non-hydric characteristics of this
portion of the floodplain.
14

Side Slope/Vallev Wall Soils
' Based on NRCS mapping, side slopes and valley walls adjacent to the
Back Creek floodplain are mapped as Enon sandy loam and Wilkes loam.
Detailed soil mapping confirmed these soils within the Site. Side
' slope/valley wall soils encompass approximately 1.3 acres (7 percent) of
the Site, including slopes adjacent to the Back Creek floodplain. In
general, Enon soils occur in portions of the Site where side slopes are
' less steep and Wilkes soils occurred in portions of the Site characterized
by slopes steeper than 15 percent grade. Outside of the Site, these soil
units have been disturbed by residential development.
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:
successional fields and hardwood forest (Figure 5).
Successional fields dominate the Site, accounting for approximately 90
' percent of the Site area. This community is varied including fallow hay
fields and wetland herbaceous assemblage. Hay fields are characterized
by maintained, planted grasses such as alfalfa (Medicago sativa), fescue
' (Festuca octiflora), and bluegrass (Poa pratensis). Invasive species such
as beggar ticks (Bidens bipinnata), broom sedge (Andropogon virginicus),
blackberry (Rubus sp.), and dog fennel (Eupatorium capillifolium), with a
' few woody recruits including green ash (Fraxinus pennsylvanica),
persimmon (Diospyros virginiana), and winged elm (Ulmus alata), occur
throughout. Portions of fallow fields underlain by hydric soils are
' characterized by a hydrophytic species composition, including rushes
(Juncos spp.), sedges (Carex spp.), smartweeds (Polygonum spp.), and
beakrush (Rhynchospora sp.).
' Hardwood forest occurs on the northern bank of Back Creek in the central
portion of the Site. This community is characterized by more xeric,
' upland species such as white oak (Quercus alba), northern red oak
(Quercus rubrua), and mockernut hickory (Carya tomentosa). As the
slope descends towards the floodplain, this community grades towards a
' more mesic community with a canopy including willow oak (Quercus
phellos), American sycamore (Platanus occidentalis), river birch (Betula
nigra), and black willow (Salix nigra). A few, mature, individual trees
' species are found in an approximately 15-foot wide riparian fringe
adjacent to the Back Creek channel. This riparian fringe is characterized
by river birch, black willow, American sycamore, rose (Rosa sp.), and
' Chinese privet (Ligustrum sinense).

15

7
LI'

?I

1

3.4 Hydrology
Site hydrology is composed of surface water flows, groundwater
migration into open water conveyances, and, to a lesser extent,
precipitation. Surface water flows result primarily from upstream
drainage basin catchment, discharge into upstream feeder tributaries, and
surface water flows into and through the Site. No active seeps or springs
have been identified within the Site boundaries.
3.4.1 Drainage Area
This hydrophysiographic region is considered characteristic of the
Piedmont Physiographic Province, which extends throughout central
portions of North Carolina. The region is characterized by dissected,
irregular plains, with some low, rounded hills and ridges. Broad, gently
sloping uplands are convex-concave interfluves with gentle side slopes of
6 percent or less. Moderately to steeply sloping areas with narrow,
convex ridges are also common. In the Mecklenburg County area,
precipitation averages 43 inches annually, distributed evenly throughout
the year (NRCS 1980). The Site is located in USGS Hydrologic Unit
#03040105 (USGS 1974).
The Site drainage area encompasses approximately 4.1 square miles at
the downstream Site outfall. The drainage area, characterized by a
mixture of rural and urban land use, appears to be rapidly converting from
bottomland forest and agriculture towards high-density residential
development and commercial/industrial complexes.
3.4.2. Discharge
Discharge estimates for the Site utilize an assumed definition of
"bankfull" and the return interval associated with the 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 a/. 1992). Research indicates that a stable stream channel
may support a return interval for bankfull discharge, or channel-forming
discharge, of between 1 to 2 years (Gordon et. a/. 1992, Dunne and
Leopold 1978). The methods of Rosgen (1996) indicate calibration of
bankfull dimensions based on a potential bankfull return interval of
between 1.3 and 1.7 years for rural conditions.
Based on available regional curves, the bankfull discharge for Back Creek
(4.1 square mile watershed) averages approximately 247 cubic feet per
second (cfs) (Harman et a/. 1999). In addition, the USGS regional
regression equation indicates that the bankfull discharge for Back Creek
averages approximately 270 cfs (USGS 2001).
16

To verify regional curves and USGS regression models, five gauged
streams (Lithia Inn Branch, Mallard Creek, North Prong Clark Creek, Long
'
Creek near Bessemer, and Long Creek near Paw Creek) were analyzed to
determine a return interval for momentary peak discharges. Momentary
' peak discharges (return interval between 1.3 and 1.7 years) were
calculated from the gauge data and plotted against the regional curve
(Appendix A). Momentary peak discharges from analyzed stream gauges
' plotted above the predicted discharge from the regional curves for four of
the five stream gauges. This may indicate that bankfull discharges at the
Site are higher than predicted by regional curves.
Bankfull indicators in the field have also been utilized to predict bankfull
discharge. The cross-sectional area associated with field indicators has
' been compared to regression equations that relate discharge to cross-
sectional area in rural Piedmont streams. The average bankfull cross-
sectional area in the channel has been estimated at approximately 56
' square feet, suggesting a bankfull discharge of approximately 300 cfs.
For this project, the stable "design" channel is assumed to support a
bankfull discharge (1.3-year return interval) of between 250 and 300 cfs
at the Site outfall under existing watershed conditions.
Velocity comparison of bankfull discharges were conducted through
' various measurements including R/D84, u/u*, mannings n by stream type,
and direct measurement of bankfull flows. Velocity estimations that
utilize channel dimension characteristics of depth, cross-sectional area,
slope, and/or substrate (R/D84, u/u*, and mannings n by stream type)
indicate that bankfull velocities may range between 3.8 and 4.6 feet per
second. The continuity equation (cfs/cross sectional area) indicates that
' bankfull velocities may be approximately 4.3 feet/second. However,
direct measurement of the channel immediately after a 1.6 to 1.8 inch
rainfall event indicate bankfull velocities of approximately 2.5 feet per
' second. Measured velocities may be slightly lower that expected due to
high channel roughness from rip-rap/boulder materials installed in channel
banks by Mecklenburg County sewer-line utilities workers.
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/depth ratio, sinuosity, channel slope, and stream substrate
composition. The stream classes characterizing existing reaches within
' the Site include E-type (low width to depth ratio) and C-type (moderate
width to depth ratio) streams. Each stream type is modified by a number
1 through 6 (ex. E5), denoting a stream type which supports a substrate
17

1
dominated by 1) bedrock, 2) boulders, 3) cobble, 4) gravel, 5) sand, or 6)
1 silt/clay. Historically, the channel may have supported an E4/5 stream
type typical of those found in the North Carolina Piedmont under similar
watershed conditions.
1 3.5.1 Stream Geometry and Substrate
Stream geometry measurements under existing conditions are depicted in
1 Figures 8 and 9 and summarized in Table 1. Back Creek is characterized
by three distinct stream channel types: 1) upstream straightened (E-type),
2) downstream sinuous (C-type), and 3) downstream sinuous (E-type).
1 Individual cross-section data and other morphological data (including a
morphological measurement table) are included in Appendix B.
1 Upstream Straightened (E-type)
The upstream portion of the Site contains a dredged and straightened
reach supporting characteristics of an E-type (low width to depth ratio)
1 stream. E-type streams are characterized as slightly entrenched, riffle-
pool channels exhibiting high sinuosity (> 1 .5). In North Carolina, E-type
streams often occur in narrow to wide valleys with well-developed alluvial
1 floodplains (Valley Type Vill). E-type streams typically exhibit a
sequence of riffles and pools associated with a sinuous flow pattern. E-
type channels are typically considered stable. However, these streams
1 are sensitive to disturbance and may rapidly convert to other stream
types.
1 The upstream channel has been dredged, straightened, and lined with rip-
rap/boulders in support of adjacent sewer line utilities maintenance. The
cross-sectional area of the channel is currently smaller than expected
1 from regional curves and measurements of bankfull are currently 54
square feet, as compared to 56 square feet predicted by regional curves.
In addition, the width/depth ratio measures 7, lower than is considered
1 typical for streams of this size in the region. Channel cross-sectional
area and width to depth ratio may have been diminished during
dredging/straightening activities or the installation of rip-rap/boulders for
1 bank stabilization. The channel is currently characterized by eroding
banks as the channel attempts to enlarge to a stable cross-sectional area.
1 Straightening of the upstream channel has destroyed pattern variables
such as beltwidth, meander length, pool-to-pool spacing, and radius of
curvature. The channel is currently characterized by a sinuosity of 1.02
' (thalweg distance/straight-line distance). Rip-rap/boulders appear to be
inhibiting lateral channel extension and the formation of distinct,
repetitive riffles and pools within the reach. Pattern variables are
1 currently not within the modal concept for E-type channels in the region.

18
1

CROSS-SECTION 1
(Riffle)
92
L? 90
c
0 88
86
U.1 84
1
'
--- ----- i-n- r-ri -Iri I
-r
----t

T-i -fl"I -i-il- l ii -rl i_ l fl-I

-- -` -- -- - - - -- -'-`J-
I
I_I J_LI
35 14 5 155 165 175 18 5 19!
Horizontal Distance in Feet
2
IO
18
16
14
t
BankfullWidth: 22.7 ft.
Bonkfull Maximum Depth: 3.8ft.
Bonkfull Average Depth: 2.5 ft.
Bonkfull Cross-sectionalAreo: 55.7 sq. ft..
Width of Flood Prone Area: 297 ft.±
CROSS-SECTION 2
(Riffle)
97
Q
t? 95
C
0 93
16
> 91
U.1 89

Ili
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97
95
93
91
89
25 35 45 55 65 75 85
Horizontal Distance in Feet
Bonkfull Width: 29.5 ft.
Bonkfull Maximum Depth: 3.3 ft.
BonkfullAveroge Depth: 1.9 ft.
Bonkfull Cross-sectionalArea: 55.7 sq. ft..
Width of Flood Prone Area: 114 ft.±
CROSS-SECTION 3
(Riffle)
98
v
U_ 96
c
C 94
0
0> 92
W 90

J I_L LJ LJ_ 1_ L Ll L1_
7-7
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98
96
94
92
90
45 55 65 75 85 95 105
Horizontal Distance in Feet
Bonkfull Width: 33.7 ft.
Bonkfull Maximum Depth: 3.0 ft.
BonkfullAveroge Depth: 1.7 ft.
Bank fullCrass-sectionalArea: 56.7 sq. ft..
Width of Flood Prone Area: 160 ft.±
NOTE:
All Cross-sections
Facing the Upstream Direction
CROSS-SECTION 4
(Pool)
97
Q95
93
0> 91
w 89

J I_L _LJ_L
t
l !_LJ_ L_I_L _L J_I_ !_LJ_

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---- ----- ----- ---- ----- -----
97
95
93
91
89
60 70 80 90 100 110 120
Horizontal Distance in Feet
Bonkfull Width: 24.5 ft.
BankfullMoximum Depth: 4.1 ft.
BonkfullAveroge Depth: 2.8 ft.
Bonk full Cross-sectional Area: 69.2 sq. ft..
CROSS-SECTION 5
(Riffle)
98
Ql
U_ 96
C
C 94
> 92
w 90
J _I_1 _LJ_L J_LJ_ 1!_L _L1!_ J_LJ_
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98
96
94
92
90
CROSS-SECTION 6
(Pool)
98
96
c
C 94
92
U1 90

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= - '' '
98
96
94
92
9o
0 10 20 30 40 50 60
Horizontal Distance in Feet
Bonkfull Width: 26.5 ft.
Bonkfull Maximum Depth: 4.3ft.
BonkfullAveroge Depth: 2.7 ft.
Bonk full Cross -sectional Area: 70.9 sq. ft.
UT
(Riffle)
101
U_ 99
`0 97
> 95
w 93

J_. .
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ii
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101
99
97
95
93
5 15 25 35 45 55 65
Horizontal Distance in Feet
Bonkfull Width: 3.5 ft.
Bonkfull Maximum Depth: 1.0 ft.
Bonkfull Average Depth: 0.7 ft.
Bonkfull Cross-sectional Area. 2.5 sq. ft.
Width of Flood Prone Area: 5 ft.±
CROSS-SECTION 7
(Riffle)
101 10t
99 99
c 97 97
0
°> 95 95
U.1 93 93
40 50 60 70 80 90 100
Horizontal Distance in Feet
Bonkfull Width: 21.9 ft.
BonkfullMoximum Depth: 4.0 ft.
BonkfullAveroge Depth: 2.2 ft.
Bonk full Cross-sectionolArea: 48.7 sq. ft..
Width of Flood Prone Area: 290 ft.±
CROSS-SECTION 8
(Riffle)
101 -- - -- -- - -- -- -101
LI_ Qt
99 99
C
`0 97 97
95 95
w 93 93
130 140 150 160 170 180 190
Horizontal Distance in Feet
Bonkfull Width: 16.7 ft.
BonkfullMoximum Depth: 4.7 ft.
Bonkfull Average Depth: 3.4 ft.
Bonk full Cross- sectional Area: 56.8 sq. ft..
Width of Flood Prone Area: 235 ft.t
5 15 25 35 45 55 65
Horizontal Distance in Feet
Bonkfull Width: 29.5 ft.
Bonkfull Maximum Depth: 3.6ft.
Bonk full Average Depth: 1.9ft.
Bonkfull Cross-sectionolArea: 56.1 sq. ft..
Width of Flood Prone Area: 293 ft.±
1500
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EcoScience
Corporation
Raleigh, North Carolina
II REVISIONS II
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
EXISTING
CROSS-SECTIONS
AND
PLAN VIEW
Dwn By: Dote:
MAF JAN 2003
Ckd By: Scale:
WGL AS SHOWN
ESC Project No.:
02-113.04
FIGURE
•
01

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EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title
EXISTING
PROFILE
AND
PLAN VIEW
Dwn Bp Dote:
MAF JAN 2003
Ckd By: Scole:
WGL AS SHOWN
ESC Project No.:
02-113.04
FIGURE
9

u

TABLE 1
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing Channels
Variables Exisiting Channel
Upstream
Straightened Downstream
Sinuous (C) Downstream
Sinuous (E)
1 Stream Type E5 C5 E4
2 Drainage Area (mil) 3.7-3.8 3.8-4.0 4.0-4.1
3 Bankfull Discharge (cfs) 250-300 250-300 250-300
Dimension Variables
4 Bankfull Cross Sectional
54
56.2
55.7
Area (Abu)
5 Bankfull Width (Wbu) Mean: 19.0 Mean: 32.2 Mean: 22.7
Range: 16.7-21.9 Range: 29.5-36 Range: -
6 Bankfull Mean Mean: 2.9 Mean: 1.8 Mean: 2.5
Depth (DbM) Range: 2.2-3.4 Range: 1.6-1.9 Range: -
7 Bankfull Maximum Mean: 4.4 Mean: 3.3 Mean: 3.8
Depth (Dn. Range: 4.0-4.7 Range: 3.0-3.6 Range: -
8 Pool Width (W,,? Mean: 26.5 Mean: 26.5
No distinctive repetitive pattern of riffles Range: 24.5-28.5 Range: 24.5-28.5
9 Maximum Pool and pools due to straighting activities Mean: 4.3 Mean: 4.3
Depth (D.. i) Range: 4.1-4.5 Range: 41-4.5
10 Width of Floodprone Mean: 253 Mean: 179 Mean: 297
Area (Wfp.) Range: 290-235 Range: 114-293 Range: -
Dimension Ratios
11 Entrenchment Ratio Mean: 13.3 Mean: 6 Mean: 13
(WaMIbM) Range: 13-14 Range: 4-10-
_ Range: --
12 Width/Depth Ratio Mean: 7 Mean: 19 Mean: 9
Wba/Dba) Range: 5-10 Range: 16-23 Range:
Mean: 1.6 Mean: 1.9 Mean: 1.5
13 Max. DriWDbbr Ratio
Range: 1.4-1.8 Range: 1.7-2.1 Range:
_
14 Low Bank Height/ Mean: 1.0 Mean: 1.2 Mean: 1.4
Max. Dbkf Ratio Range: 1.0-1.0 a Range 1.1-1.5 Range:
15 Pool Depth/Bankfull Mean: 1.5 Mean: 1.5
Mean Depth Dbw) Range: 1.4-1.6 Range: 1.4-1.6
16 Pool widthBankfull No distinctive repetitive pattern of riffles Mean: 0.8 Mean: 0.8
Width (W„^,) and pools due to straighting activities Range: 0.8-0.9 Range: 0.8-0.9
17 Pool Area/Bankfull Mean: 1.2 Mean: 1.2
Cross Sectional Area Range: - Range: -
Pattern Varialbles
18 Pool to Pool Spacing Mean: 180 Mean: 180
(6) Range: 59-351 Range: 59-351
19 Meander Length (Lr j Mean: 313 Mean: 313
No distinctive repetitive pattern of riffles Range: 129-608 Range: 129-608
20 Belt Width (Wbe1 and pools due to straighting activities Mean: 95 Mean: 95
Range: 41-199 Range: 41-199
21 Radius of Curvature (R,)- _
Mean: 67 Mean: y 67
ange: 23-135 w -
- Range: 23-135-
?-
22 Sinuosity (Sin) _ 1.02 1.4
f 1.4

TABLE 1 Continued
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
Variables Exisiting Channel
Upstream Downstream Downstream
Straightened Sinuous (C) Sinuous (E)
Pattern Ratios
23 Pool to Pool Spacing/ Mean: 5.6 Mean: 7.9
Bankfull Width (L bld) Range: 1.8-10.9 Range: 2.6-15.5
24 Meander Length/ Mean: 9.7 Mean: 13.8
BankFutl Width (L, )Wbkf) No distinctive repetitive pattern of riffles Range: 4.0-18.9 Range: 5.7-26.8
r Width Ratio
25
M
e
an
d
e and pools due to straighting activities Mean: 3.0 Mean: 4.2
n/
AA
??
??
n?
?/
( b.K/ bkf) Range: 1.3-6.2 Range: .8-
26 Radius of Curvature/ Mean: 2.1 Mean: 3.0
Bankfull Width (RcfWbo Range: 0.7-4.2 Range: 1.0-5.9
Profile Variables
27 Average Water Surface 0.0037 0.0037 0.0037
Slope (S, j
28 Valley Slope (S,,j,) 0.0038 0.0052 0.0052
29 Riffle Slope (Sfflj Mean: 0.0144 Mean: 0.0144
No distinctive repetitive pattern of riffles Range: 0-0.0507 Range: 0-0.0507
30 Pool Slope (SP j and pools due to straighting activities Mean: 0.0006 Mean: 0.0006
Range: 0-0.0035 Range: 0-0.0035
Prnfil> Rafine
31 Riffle Slope/ Water Surface Mean: 3.3 Mean: 3.3
Slope (Songs..) No distinctive repetitive pattern of riffles Range: 0-11.8 Range: 0-11.8
32 Pool Slope/Water Surface and pools due to straighting activities Mean: 0.14 Mean: 0.14
Slope (S,.VS.) Range: 0-0.8 Range: 0-0.8
M.f-W.
D16 0.15 0.14 0.31
D35 0.39 0.28 2
D50 0.7 0.6 19.8
D84 10 32 _ 55
095 149 152 139

L

The average water surface slope for the upstream channel measures
approximately 0.0037 (rise/run), Although this slope is within acceptable
values of reference streams in the vicinity of the Site, water surface
slopes at sewer line crossings have become over-steepened due to
installation of rip-rap/boulders, pools have filled with sediment, and
riffles have flattened (Figure 9). In general, the bed of the upstream
channel is devoid of natural riffles and pools throughout much of its
reach.
The channel is characterized by a D50 of approximately 0.7 millimeters,
indicating a channel substrate dominated by sand-sized particles.
Urbanization of the upstream watershed appears to have resulted in a
shift of bedload from gravel to sand-sized particles. Investigations of
Back Creek, upstream from the Site, indicate that until urbanization has
achieved full build-out, sand may represent the primary material entering
the Site.
Downstream Sinuous (C-type)
The central reach of the Site is characterized by a sinuous, over-widened
and shallow channel, supporting characteristics of a C-type (moderate
width to depth ratio) stream. C-type streams are characterized as slightly
entrenched, riffle-pool channels exhibiting moderately high sinuosity
(> 1 .2). In North Carolina, C-type streams often occur in narrow to wide
valleys with well-developed alluvial floodplains (Valley Type VIII). C-type
streams typically exhibit a sequence of riffles and pools associated with a
sinuous flow pattern, with characteristic point bars within the active
channel. C-type channels are typically considered stable. However,
these streams can be significantly altered and rapidly destabilized by
changes in bank stability, watershed condition, and/or flow regime.
The downstream, sinuous C-type channel is characterized by an oversized
channel that has eroded its banks, resulting in a wide and shallow
channel (width/depth ratio average 19 [ranging from 16 to 231).
Although C-type channels may be stable, the on-site reach appears to be
characterized by extensive bank erosion, thereby enlarging the channel
cross-sectional area. The existing channel measures approximately 91
square feet, ranging from 74 to 111 square feet. Regional curves predict
a channel cross sectional area should measure 55.6 square feet for this
reach. The oversized channel has resulted in channel incision, with bank-
height ratios ranging from 1.1 to 1.5 (low bank height /bankfull maximum
depth).
Pattern variables appear within the modal concept of C-type and E-type
streams in the region. However, over-widening of the channel may affect
pattern variables such as meander length, pool-to-pool spacing, radius of
curvature, and sinuosity. The channel is currently characterized by a
23

sinuosity of 1.4 (thalweg distance/straight-line distance),
' pool spacing averaging 180 feet (ranging from 59 to 351
length averaging 313 feet (ranging from 129 to 608 feet),
averaging 95 feet.

with pool-to-
feet), meander
and beltwidth
The average water surface slope for this downstream reach
approximately 0.0037 (rise/run). The average riffle slope
approximately 0.0144 (rise/run), ranging from 0 to 0.0507
The average riffle slope appears to be nearly four times the
slope and the upper range of riffle slopes is more than
average water surface slope (Figure 9). Although average
slope appears to be characteristic of stable streams in th
slopes are significantly higher than indicative of reference
vicinity of the Site.
measures
measures
(rise/run).
average water
13 times the
water surface
region, riffle
streams in the
Similar to the upstream straightened reach, this reach substrate is
characterized by a D50 indicating a channel substrate dominated by sand
size particles (0.6 millimeters). However, coarsening of the lower portion
of this reach may indicate that 1) urbanization has occurred recently and
' sand substrate has not migrated completely through the reach or 2)
stream power is not sufficient to move the load of sand through the
reach.

I I

Downstream Sinuous (E-type)
The downstream reach of the Site supports a sinuous, erod.ing channel,
supporting characteristics of an E-type (low width/depth ratio) stream. E-
type streams, as discussed above (Upstream Straightened, E-Type), are
characteristic of wide, flat, alluvial floodplains in the region. E-type
streams, although very stable, may be sensitive to upstream drainage
basin changes and/or channel disturbance and may rapidly convert to
other stream types.
The downstream sinuous E-type channel has been affected by sewer line
maintenance, including straightening of several reaches and installation of
rip-rap/boulders for bank stabilization. The channel appears to be
downcutting into bed material, resulting in an incised and oversized
channel. Typically, incised channels are expected to extend laterally,
carving a new floodplain at the lower elevation; however, rip-rap/boulders
may be hindering channel evolution. The channel is currently
characterized by a cross-sectional area measuring 87 square feet (56
square feet predicted by the regional curves), with bankfull depths of 3.8
feet and resultant bank height ratios measuring approximately 1.4 (low
bank height/bankfull maximum depth).
Pattern variables appear within the modal concept of C-type and E-type
streams in the region. However, several portions of the channel have
24

been altered in support of sewer line maintenance. Several reaches
appear to have been straightened resulting in radius of curvatures ranging
to a low of 23 feet (1.0 radius of curvature/bankfull width), pool-to-pool
spacing ranging to a high of 351 feet (15.5 pool-to-pool spacing/bankfull
width), and meander length ranging to a high of 608 feet (26.8 meander
length/bankfull width). The channel is currently characterized by a
sinuosity of 1.4 (thalweg distance/straight-line distance), which appears
within the modal concept of stable streams in the region.
The average water surface slope for this downstream reach measures
approximately 0.0037 (rise/run). The average riffle slope measures
approximately 0.0144 (rise/run), ranging from 0 to 0.0507 (rise/run).
The average riffle slope appears to be nearly four times the average water
slope and the upper range of riffle slopes is more than 13 times the
average water surface slope (Figure 9). Although average water surface
slope appears to be characteristic of stable streams in the region, riffle
slopes are significantly higher than indicative of reference streams in the
vicinity of the Site.
' The channel is characterized by a D50 of approximately 19.8 millimeters
indicating a channel substrate dominated by coarse gravel. Sand sized
particles from the upstream reach appear to have not migrated to this
I downstream reach, or have migrated to the downstream reach and have
been transported through the Site outfall.
' 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 the condition referred to
' as aggradation. 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:
' Q = pgOs

25

where n = total stream power (lb-ft/s2), p = density of water, g =
' gravitational acceleration, Q = discharge (ft3/sec), and s = energy slope
(ft/ft). The specific weight of water (y = 62.4 ib/ft3) 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 re-working 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 streambed.
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 flo.odplains 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 streambed.
' 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 streambed 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 T = shear stress (lb/ft2), y = specific weight of water, R =
hydraulic ra dius (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

26

t

irregularity. For a straight channel, the maximum shear stress can be
assumed from the following equation:
Tma x = 1 .5T

1

0

1
for sinuous channels, the maximum shear stress can be determined as a
function of plan form characteristics:
Tmax = 2.65T(Ra/Wbkf)-0.5
where R. = radius of curvature (ft) and Wbkf = 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 = Tv
where w = stream power per unit of bed area (N/ft-sec, Joules/sec/ft2), r
= shear stress, and v = average velocity (ft/sec). Similarly,
w = Q/Wbkf
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.
27

r

?I
L_

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 the aforementioned equations, stream power and shear stress were
estimated for 1) the existing on-site stream reach (taken at 3 cross-
sections), 2) two reference streams (UT to Crane Creek and Reedy Creek),
and 3) proposed on-site conditions. Important input values and output
results (including stream power, shear stress, and per unit shear power
and shear stress) are presented in Table 2.
Average stream velocity and discharge values were calculated for the
' existing on-site stream reach, reference streams, and proposed
conditions. Stream roughness coefficients (n) were estimated using a
modified version of Jarrett's (1985) weighted method for Cowan's (1956)
' roughness-component values and applied to Manning's equation (Manning
1981).
' Table 2. Stream Power (Q) and Shear Stress (i) Values

Water Total
surface Stream
Discharge Slope Power Hydraulic Shear
(ft2/s) (ft/ft) (0) Q/W Radius Stress Velocity Tv Tmar
Back Creek (Existing)

Upstream
Straightened 247 0.0037 57.03 3.00 2.18 0.50 4.6 2.3 0.75
Downstream
Sinuous C-t pe 247 0.0037 57.03 1.77 1.57 0.36 4.4 1.6 0.67

Downstream
Sinuous E-t a 247 0.0037 57.03 2.51 2.01 0.46 4.4 2.0 0.72
Reference Streams
UT to Crane
Creek 117 0.0014 10.22 1.01 1.45 0.13 4.1 0.5 0.21
UT to Reedy
Creek 17 0.0111 11.77 1.13 1.17 0.81 3.0 2.4 1.32
Proposed Conditions

Upstream 247 0.0032 49.32 2.20 2.04 0.41 4.4 1.8 0.67
Downstream 247 0.0036 55.49 2.48 2.04 0.46 4.4 2.0 0.76
Total 247 0.0034 52.40 2.34 2.04 0.43 4.4 1.9 0.71
28

1
Calculations were performed on-site for the upstream straightened reach,
' the downstream sinuous, C-type (over-widened) reach, and the
downstream sinuous, E-type reach. As would be expected, stream power
and shear stress are lowest in the C-type (over-widened) reach (1.77 and
' 0.36, respectively) that is currently showing signs of aggradation.
Conversely, stream power and shear stress are highest in the upstream
straightened reach (3.0 and 0.5, respectively) were slopes have been
' steepened by dredging and straightening activities and the channel has
been maintained at a low cross-sectional area and low width/depth ratio.
' In order to maintain sediment transport functions of a stable stream
system, the proposed channel should exhibit stream power and shear
stress values between the aggrading and degrading on-site reaches of
' Back Creek. Results of the analysis indicate that the proposed channel is
expected to maintain stream power values ranging from 2.2 to 2.48 and
shear stress values ranging from 0.41 to 0.46. These values reside
between values for unstable reaches measured for this study. Therefore,
the design channel is expected to effectively transport sediment through
the Site, resulting in stable channel characteristics.
' 3.7 Jurisdictional Wetlands
Jurisdictional wetland limits are defined using criteria set forth in the
U.S. Army Corps of Engineers (COE) Wetlands Delineation Manual (DOA
1987). As stipulated in this manual, the presence of three clearly defined
parameters (hydrophytic vegetation, hydric soils, and evidence of wetland
hydrology) are required for a wetland jurisdictional determination.
Jurisdictional wetland limits were mapped in the field on 20 November
' 2002. Based on field assessment, jurisdictional wetlands exist as three
individual pockets and occupy a total of 3.3 acres of the Site, as
depicted in Figure 10.
' Based on U.S. Fish and Wildlife Service, NWI mapping, on-site wetlands
are classified as palustrine systems, with emergent vegetation that is
' persistently and/or temporarily flooded (PEM1 A). Based on the N.C.
Department of Environment, Health, and Natural Resources, A Field Guide
to North Carolina Wet/ands (DEHNR 1996), on-site wetlands are classified
' as Piedmont/Mountain Bottomland Hardwood Forest, which has been
disturbed by land clearing.
' On-site jurisdictional wetlands appear to be seasonally flooded by ground-
water table fluctuations and over-bank surface water flows.

29
i
4 u { y WG?' r
LEGEND
SITE BOUNDARY (17.5 ac.)
f
I-485 CONSTRUCTION
LIMITS
SEWER LINE
HIGH TENSION
POWER LINES
JURISDICTIONAL
WETLANDS (3.3 acres)

+ f r
t kph
N 'tl?? r$ y ?f
Cr '? I de r>•;,.jiaR" " t.ti # ?,•?"? Tom' i 1v
41
?.? ? ? ?rnz to ?
7 S?tiP&
Fi y? ,y

I

f k

EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title
JURISDICTIONAL
WETLANDS
FIGURE
10
'*,., :Y( ?• ?,+: to f'3' it `?' r s
t
h P F /A r
v ? 9

?H

Jurisdictional wetlands are located in poorly drained, depressional
' pockets, which retain surface water flows due to low permeability of the
soil body. These areas are underlain by loamy to clayey soils which are
gleyed in color with frequent modeling, potentially indicating a fluctuating
' water table. On-site floodplain soils appear to have been significantly
disturbed by utility line installation and maintenance,
dredging/straightening of on-site streams, and adjacent land development.
' Historically, on-site wetlands may have supported mature hardwood
forest, including swamp chestnut oak (Quercus michauxii), American elm
' (Ulmus americana), hackberry (Celtus laevigata), and green ash (Schafale
and Weakley 1990). Jurisdictional areas are currently characterized by
fallow fields dominated by rushes and sedges with other invasive herbs
' and a few woody recruits.
Disturbance to on-site jurisdictional wetlands include land
' clearing/vegetation removal, soil disturbance through installation of
utilities easements, and hydrologic alterations such as
dredging/straightening of streams. These disturbances may have
' collectively reduced the functionality of on-site jurisdictional wetlands.
On-site impacts may have reduced hydrologic functions, biogeochemical
functions, and plant and animal habitat interactions.

1

31
I
' 4.0 REFERENCE STUDIES
A fundamental concept of stream classification entails the development
' and application of regional reference curves to stream reconstruction and
enhancement. Regional reference curves can be utilized to predict
bankfull stream geometry, discharge, and other parameters in altered
systems. Development of regional reference curves for North Carolina
'
was initiated in 1995. The curves characterize a broad range of streams
within the Piedmont physiographic province. Small watersheds or
' deviations in valley slope, land use, or geologic substrates may not be
accurately described by the curves; therefore, verification of individual
watersheds may be necessary. Re ference sites have been utilized in
' conjunction with regional curves for detailed planning and
characterization of this mitigation project.
' In order to develop proposed geometric parameters for the on-site,
degraded channel, three nearby streams were measured for reference.
The primary reference reach for the on-site channel is located
' approximately 26 miles northeast from the Site, east of Salisbury
(Unnamed Tributary to Crane Creek). Two additional reference streams
were also measured in support of the project, including 1 ) a stream
' located approximately 5 miles south of the Site (Unnamed Tributary to
Reedy Creek) and 2) a stream located approximately 19 miles northeast of
the Site (Unnamed Tributary to Dutch Buffalo Creek) (Appendix C). These
' reference streams occur in the same USGS sub-basin as the Site
(03040105) and are characterized by G-type and E-type channels. The G-
type reference reach is not considered dimensionally stable; however,
' distinct bankfull variables were identifiable in the reach and
pattern/profile characteristics appear to have not been degraded, allowing
for limited assistance with channel design.
' Table 3 provides a summary of the three reference streams utilized to
establish reconstruction parameters. Data utilized to assemble Table 3 is
' provided in Appendix C. The table includes reference stream geometry
measurements as well as ratios of geometry relative to bankfull width,
bankfull depth, and bankfull slope. Because the stream channels at these
' sites could not be adequately viewed from available aerial photography,
plan views were developed through the use of laser technology.
Subsequently, channel cross-sections were measured at systematic
' locations and stream profiles were developed via laser level. Stream
substrates were quantified through systematic pebble counts along the
reference reaches. In-field measurements of channel geometry were also
' performed along stream wavelengths located outside of the plan view
area.

32
TABLE 3
Reference Stream Geometery and Classification
Back Creek Mitigation Site

I
I
I

I

H

1

0
Variables Exisiting Channel
UT to Dutch Buffalo Creek UT to Reedy Creek UT to Crane Creek
1 Stream Type 'G 5/6 E 4/5 E 4/5
2 Drainage Area (mil) 0.4 0.4 1.5
3 Bankfull Discharge (cfs) 46 46 85
Dimension Variables
4 Bankfull Cross Sectional Mean: 11.1 Mean: 15.5 Mean: 20.5
Area (Abkf) Range: 10.2-11.7 Range: 11.8-17.1 Range: 19.3-25.0
5 Bankfull Width (Wbkf) Mean: 10.0 Mean: 10.4 Mean: 10.1
Range: 9.7 - 11.5 Range: 9.6-11.2 Range: 9.5-11.9
6 Bankfull Mean Mean: 1.1 Mean: 1.4 Mean: 2.0
Depth (Dbkf) Range: 1.0-1.1 Range: 1,2-1.6 Range: 1.9-2.1
7 Bankfull Maximum Mean: 1.4 Mean: 2.2 Mean: 2.6
Depth (Dmax Range: 1.4-1.6 Range: 1.8-2.2 Range: 2.5-2.9
8 Pool Width (Wp.f) Mean: 10.6 Mean: 14.2 Mean: 11.1
Range: 8.8-12.4 Range: 13.7-14.7 Range: 10.5-11.7
9 Maximum Pool Mean: 2.1 Mean: 2.3 Mean: 2.9
Depth (Dpi) Range: 2.0-2.2 Range: 2.2-2.3 Range: 2.8-3.0
10 Width of Floodprone Mean: 17.5 Mean: 58 Mean: 237
Area (Wfpa) Range: 16.0-18.5 Range: 42 - 71 Range: 232 - 345
Dimension Ratios
11 Entrenchment Ratio
(W(bkf) Mean:
Range: 1.8
1.4-1.9 Mean:
Range: 5.6
3.7 - 7.4 Mean:
Range: 25.0
20.0-34.5
12 Width/Depth Ratio
Wbkf/Dbkf) Mean:
Range: 9
9-11 Mean:
Range: 7
6-8 Mean:
Range: 5
5-6
13 Max. Ddff/Dbkf Ratio Mean:
Range: 1.4
1.3-1.5 Mean:
Range: 1.5
1.4-1.6 Mean:
Range: 1.3
1.2-1.4
14 Low Bank Height/
Max. Dbkf Ratio Mean:
Range: 2.4
2.3-2.4 Mean:
Range: 1.0
1.0-1.2 Mean:
Range: 1.2
1.1-1.2
15 Pool Depth/Bankfull
Mean Depth (D, o Dbkf) Mean:
Range: 1.9
1.8-2.0 Mean:
Range: 1.6
1.6-1.6 Mean:
Range: 1.5
1.4-1.5
16 Pool width/Bankfull
Width (Wpppl/Wbkf) Mean:
Range: 1.1
0.9-1.1 Mean: 1.4
Range: 1.3 - 1.4 Mean:
Range: 1.1
1.0-1.2

Pattern Varialbles
17 Pool to Pool Spacing Mean: 55 Mean: 84 Mean: 53
(L) Range: 34 - 90 Range: 13-112 Range: 26 - 114
18 Meander Length (L.) T Mean: 80 Mean: 102 Mean: 73
Range: 58-111 Range: 81 - 137 Range: 61 -115
19 Belt Width (Wbe„) Mean: 52 Mean: 76 Mean: 86
Range: 42 - 60 Range: 68 - 84 Range: 74 - 101
20 Radius of Curvature (R,) Mean: 26.6 Mean: 27.6 Mean: 25.3
Range: 12.1 - 57 Range: 17.1 - 42 Range: 18.6-30.4
21 Sinuosity (Sin)
1.4
1.55
1.8

H

1

TABLE 3 Continued
Reference Stream Geometery and Classification
Back Creek Mitigation Site
Variables Exisiting Channel
UT to Dutch Buffalo Creek UT to Reedy Creek UT to Crane Creek
Pattern Ratios
22 Pool to Pool Spacing/
Bankfull Width (Lp.RM/bkf) Mean:
Range: 5.5
3.4-9.0 Mean:
Range: 8.1
1.3-10.8 Mean:
Range: 5.2
2.6-11.3
23 Meander Length/
Bankfull Width (LmMbkf) Mean:
Range: 8
5.8-11.1 Mean:
Range: 9.8
7.8-13.2 Mean:
Range: 7.2
6.0-11.4
24 Meander Width Ratio
(WbeMbkf) Mean:
Range: 5.2
4.2-6.0 Mean:
Range: 7.3
6.5-8.1 Mean:
Range: 8.5
7.4-10.0
25 Radius of Curvature/
BankfulI Width (Rc/Wbkr) Mean:
Range: 2.7
1.2 - 5.7 Mean:
Range: 2.7
1.6 - 4.0 Mean:
Range: 2.5
1.8-3.0
Profile Variables
26 Average Water Surface 0.0062 0.0111 0.0014
Slope (Sa„e)
27 Valley Slope (Svaiey) 0.0086 0.0172 0.0025
28 Riffle Slope (S,ie) Mean: 0.0091 Mean: 0.014 Mean: 0.0019
Range: 0.005 - 0.0159 Range: 0.0105 - 0.0221 Range: 0.006 - 0.0033
29 Pool Slope (SwOI) Mean: 0.0019 Mean: 0.0069 Mean: 0.0004
Range: 0.0005-0.0052 Range: 0.0016 - 0.0182 Range: 0 - 0.0006
Profile Ratios
30 Riffle Slope/ Water Surface Mean: 1.5 Mean: 1.3 Mean: 1.4
Slope (Sme/S.,) Range: 0.8-2.6 Range: 0.9 - 2.0 Range: 0.4 - 2.4
31 Pool Slope/Water Surface Mean: 0.3 Mean: 0.6 Mean: 0.3
Slope (Sp..IS..) Range: 0.1-0.8 Range: 0.1 - 1.6 Range: 0 - 0.4
Materials
D16 NA 0.1 NA
D35 0.18 0.29 0.44
D50 0.4 0.5 1.9
D84 13 12 12
D95 21 85 36
H

4.1 Reference Channel
Initially, reference streams in the region were visited and classified by
stream type (Rosgen 1996). This classification stratifies streams into
comparable groups based on geometric characteristics. Reference
reaches identified in the vicinity were characterized primarily as E-type
(highly sinuous) channels with sand or gravel substrate. E-type streams
are slightly entrenched, highly sinuous ( > 1 .5) channels which exhibit
high meander width ratios (belt width/bankfull width). These streams
exhibit a sequence of riffles and pools associated with a sinuous flow
pattern.
rlimnn0inn
Data collected at UT to Crane Creek indicate a bankfull cross-sectional
area ranging from 19.3 to 25.0 square feet, with bankfull widths of 9.5
to 11.9 feet, average depths of 1.9 to 2.1 feet, and width/depth ratios of
5 to 7 (Table 3). Regional curves predict that the stream should exhibit a
bankfull cross-sectional area of approximately 28 square feet, slightly
above the range displayed by the reach.
Field indicators measured at the UT to Reedy Creek indicate a bankfull
cross-sectional area ranging from 11.8 to 17.1 square feet, including
widths of 9.6 to 11.2 feet, average depths of 1.2 to 1.6 feet, and
width/depth ratios of 6 to 8 (Table 3). Regional curves predict that the
stream should exhibit a bankfull cross-sectional area of approximately 12
square feet, within the range displayed by the reach.
Pattern
In-field measurements of the UT to Crane Creek have yielded an average
sinuosity of 1.8 (Table 3). Accompanying this sinuosity is a belt width
which ranges between 74 and 101 feet, an average meander wavelength
of 88 feet, and a radius of curvature ranging between 19 and 30 feet.
Meander geometry values for this reference reach are acceptable for E-
type streams in the region.
Based on field surveys, the UT to Reedy Creek demonstrates an average
sinuosity of 1.55 (Table 3). This sinuosity supports a belt width which
ranges between 68 and 84 feet, an average meander wavelength of 102
feet, and a radius of curvature ranging from 17 to 42 feet. Pattern
values for this reference reach appear suitable for E-type streams in the
vicinity.
Field surveys of the UT to Dutch Buffalo Creek indicate an average
sinuosity of 1.4 (Table 3). Associated with this sinuosity is a belt width
ranging from 42 to 60 feet, an average meander wavelength of 80 feet,
and a radius of curvature ranging between 12 and 57 feet. Pattern values
35
for this reference reach are acceptable for E-type streams in the
Piedmont.

Profile
Based on elevational profile surveys, the reference reach at the UT to
Reedy Creek is characterized by a relatively steep valley slope (0.017
rise/run); however, this was expected because this reach is located
relatively far upstream, away from the influence of Reedy Creek and its
associated floodplain. Typically, gradient decreases in a downstream
direction as the watershed increases in size. This is evidenced by the
valley slope of the UT to Crane Creek which is relatively flat (0.0025
rise/run). This reference reach was surveyed farther down valley, and the
comparatively flat valley slope was anticipated. The valley slope on the
reference portion of the UT to Dutch Buffalo Creek is moderately steep
(0.0086 rise/run). However, this tributary flows through a progressively
flattening valley. Pool slopes (SPooi) and riffle slopes (Sriffle) of all three
reference reaches reside, on average, within the range indicative of stable
stream systems.
' 4.2 Reference Forest Ecosystems
According to Mitigation Site Classification (MIST) guidelines (EPA 1990),
' Reference Forest Ecosystems (RFEs) must be established for mitigation
sites. RFEs are forested areas on which to model restoration efforts of
the mitigation site in relation to soils, hydrology, and vegetation. RFEs
' should be ecologically stable climax communities and should represent
believed historical (pre-disturbance) conditions of the mitigation site.
Quantitative data describing plant community composition and structure
' are collected at the RFEs and subsequently applied as reference data for
design of the mitigation site planting scheme.
' Three RFE areas were chosen to guide plant community restoration along
the on-site channel. The RFEs are all found within the Southern Outer
Piedmont Ecoregion, one southwest and two northeast of the Site. The
' RFEs support plant community, landform, and hydrological characteristics
that restoration efforts will attempt to emulate. Circular, 0.1-acre plots
were randomly established within the selected RFEs. Data collected
' within each plot include 1) tree, shrub, and herb species composition; 2)
number of stems for each tree and shrub species; and 3) diameter at
breast height (DBH) for each tree and shrub species. Field data (Tables
4A through 4C) indicate importance values (IV) of dominant tree species
calculated based on relative density, dominance, and frequency of tree
species composition (Smith 1980). Hydrology, surface topography, and
' habitat features were also evaluated.

36
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1
One of the northeastern RFEs is located in the floodplain of a LIT to Crane
' Creek in Rowan County, North Carolina. Three 0.1-acre plots were
established which best characterize expected steady-state forest
composition. Forest vegetation was dominated by swamp chestnut oak
' (IV=0.17), green ash (IV =0.13), American elm (IV=0.10), and shagbark
hickory (IV =0.09) (Table 4A). Portions of the canopy were also
dominated by willow oak, boxelder (Acer negundo), tulip tree
' (Liriodendron tuiipifera), black tupelo (Nyssa syivatica), and red maple
(Acer ru,brum).
' A second RFE is located southwest of the Site in the floodplain of Reedy
Creek in Mecklenburg County, North Carolina. Within the FIFE, vegetative
sampling at four 0.1-acre plots indicate that forest tree vegetation was
' dominated by tulip tree (IV=0.12), American elm (IV =0.10), northern red
oak (IV =0.08), and black walnut (Jugians nigra) (IV =0.07) (Table 413).
Other, less dominant tree species within the sample plots were green ash,
' boxelder, and American sycamore.
The third RFE is located northeast of the Site in the floodplain of the
' Rocky River in Cabarrus County, North Carolina. Ten 0.1-acre plots were
established which best characterize expected steady-state forest
composition. Forest vegetation was dominated by green ash (IV =0.39),
' boxelder (IV =0.22), American elm (IV=0.12), swamp chestnut oak
(IV =0.06), ironwood (Carpinus caroiiniana) (IV =0.05), overcup oak
(Ouerces iyrata) (IV =0.05), and hackberry ([V=0.05) (Table 4C).
' Portions of the canopy were also dominated by winged elm, water ash
(Fraxinus caroiiniana), and Chinese Privet.

1

C
40

' 5.0 RESTORATION PLAN
The primary goals of this restoration plan include 1) construction of a
' stable, riffle-pool stream channel; 2) enhancement of water quality
functions in the on-site, upstream, and downstream segments of the
channel; 3) creation of a natural vegetation buffer along restored stream
' channels; 4) maximization of the area returned to historic wetland
function; and 5) restoration of wildlife functions associated with a
riparian corridor/stable stream.
' The complete mitigation plan is depicted in Figures 1 1 A and 1 1 B. The
proposed mitigation plan is expected to restore approximately 3525 linear
' feet of Back Creek (1390 linear feet on new location and 2135 linear feet
in-place), restore approximately 827 linear feet of secondary tributary
adjacent to Back Creek, restore approximately 1.5 acres of jurisdictional
' wetland, enhance approximately 1.8 acres of jurisdictional wetland, and
create approximately 0.5 acre of open water/freshwater marsh within the
Site boundaries. Components of this plan may be modified based on
construction or access constraints.
Primary activities proposed at the Site include 1) stream restoration, 2)
' wetland enhancement/restoration, 3) soil scarification, and 4) plant
community restoration. Subsequently, a monitoring plan and contingency
plan are outlined in Section 6 of this document.
5.1 Stream Restoration
H

n

This stream restoration effort is designed to restore a stable, meandering
stream that approximates hydrodynamics, stream geometry, and local
microtopography relative to reference conditions. This effort consists of
1) stream reconstruction on new location and 2) stream reconstruction in-
place. Geometric attributes for the existing, degraded channel and the
proposed, stable channel are listed in Table 5.
An erosion control plan and construction/transportation plan are expected
to be developed during the next phase of this project. Erosion control
will be performed locally throughout the Site and will be incorporated into
construction sequencing. Exposed surficial soils at the Site are
unconsolidated, alluvial sediments which do not re-vegetate rapidly after
disturbance; therefore, seeding with appropriate grasses and immediate
planting with disturbance-adapted shrubs will be employed following the
earth-moving process. In addition, on-site root mats (seed banks) and
vegetation will be stockpiled and redistributed after disturbance.
41
i jyL

R
y r
Location Riffle Length Top of Riffle Bottom of Riffle Riffle Slopes l
(ft.) Elevation Elevation /
(ft.)
Riffle 1 80 96.15 96.15 0.0000
Riffle 2 43 96.15 96.23 -0.0019
Riffle 3 32 96.23 96.08 0.0047
Riffle 4 70 96.08 95.85 0.0033
Riffle 5 67 95.85 95.62 0.0035
Riffle 6 52 95.62 95.39 0.0044
Riffle 7 118 95.39 95.00 0.0033
Riffle 8 43 95.00 94.79 0.0049
Riffle 9 40 94.79 94.64 0.0038
Riffle 10 45 94.64 94.45 0.0042
Riffle 11 76 94.45 94.20 0.0033
Riffle 12 33 94.20 94.04 0.0048
Riffle 13 66.5 94.04 93.63 0.0062
Riffle 14 92 93.63 93.17 0.0050
Riffle 15 96 93.17 92.73 0.0046
Riffle 16 53 92.73 92.42 0.0058
Riffle 16B 71 92.42 92.04 0.0054
Riffle 17 112.5 92.04 91.53 0.0045
Riffle 18 100 91.53 91.05 0.0048
Riffle 19 30 91.05 90.87 0.0060
Riffle 20 42 90.87 90.63 0.0057
Riffle 20B 39 90.63 90.39 0.0062
Riffle 21 89 90.39 89.82 0.0064
Riffle 22 60 89.82 89.37 0.0075
Riffle 23 160 89.37 88.32 0.0066
Riffle 24 145 88.32 87.21 0.0077
Riffle 25 76 87.21 86.61 0.0079
Riffle 26 78 86.61 86.01 0.0077
Riffle 27 112 86.01 85.15 0.0077
Riffle 28 117 85.15 84.48 0.0057
0.005
Riffle elevations and slope is equal to existing
bed contours to avoid hydrologic trespass
ECoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MITIGATION
PLAN
Dwn By. Date:
MAF JAN 2003
Ckd By Scale:
WGL As Shown
ESC Project No 02-113.04
FIGURE
11-A
i
i

LEGEND MITIGATION LEGEND
SITE BOUNDARY (17.5 ac.) CROSS-VANE WEIR
`
1 1-485 CONSTRUCTION J-HOOK VANE OR
G VANE WEIR
L
r LIMITS O
- •• - •• SEWER LINE IMPERMEABLE
CHANNEL PLUG
HIGH TENSION
POWER LINES

CHANNEL ON CONSTRUCTED FORD
4 Ta ., A- v v R18 i
r » `?
.
} 1 c e f? < • • N 5
f <
{ z f?! s '? _ ?'• t w
SAW
,?, i .* •4 , i b T '`fir ?4 S ;w?l?
A; At
d 1 "%?b*A ? .mot a V it ?`
a ?+ Pir s # , y4,
?an
a 'M r. IN ?k ?^ 4 ?, F t •?e,x x 14 e r }:. 5??:. ?.e. 3p ?
g
3? { u.
It 1)
NOTE:
FOR RIFFLE ELEVATIONS AND SLOPE,
SEE TABLE, FIGURE 11-A.
ova

A
VIAL
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
I Title I
MITIGATION
PLAN
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No 02-113.04
FIGURE
11-B
NEW LOCATION
FLOODPLAIN FILL
CHANNEL RESTORATION
IN PLACE FLOODPLAIN BENCH
EXCAVATION •?'
ABANDONED CHANNEL
BACKFILL
n
Y
? ter, `?
R2 r t. •k y.a

7 _
L
TABLE 5
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels

C

I

n

Variables Exisiting Channel Reference Reach Proposed Reach
Upstream
Straightened Downstream
Sinuous (C) Downstream
Sinuous (E) UT to
Crane Creek Back
Creek
1 Stream Type E5 C5 E4 E4/5 E4/5
2 Drainage Area (mi) 3.7-3.8 3.8-4.0 4.0-4.1 1.5 3.7-4.1
3 Bankfull Discharge (cfs) 250-300 250-300 250-300 85 250-300
Dimension Variables
4 Bankfull Cross Sectional
54
56.2
55.7
20.5
56
Area (Abkf)
5 Bankfull Width (Wbkf) Mean: 19.0 Mean: 32.2 Mean: 22.7 Mean: 10.1 Mean: 22.4
Range: 16.7-21.9 Range: 29.5-36 Range: -- Range: 9.5-11.9 Range: 21.2-23.7
6 Bankfull Mean Mean: 2.9 Mean: 1.8 Mean: 2.5 Mean: 2.0 Mean: 2.5
Depth (Dbkf) Range: 2.2-3.4 Range: 1.6-1.9 Range: -- Range: 1.9-2.1 Range: 2.4-2.6
7 Bankfull Maximum Mean: 4.4 Mean: 3.3 Mean: 3.8 Mean: 2.6 Mean: 3.3
Depth (Dma,) Range: 4.0-4.7 Range: 3.0-3.6 Range: -- Range: 2.5-2.9 Range: 2.8-3.8
8 Pool Width (Wpooi) No distinctive repetitive Mean: 26.5 Mean: 26.5 Mean: 11.1 Mean: 29.1
pattern of riffles and pools Range: 24.5-28.5 Range: 24.5-28.5 Range: 10.5-11.7 Range: 22.4-33.6
9 Maximum Pool due to straighting Mean: 4.3 ' Mean: 4.3 Mean: 2.9 Mean: 4.3
Depth (D 1) activities Range: 4.1-4.5 Range: 4.1-4.5 Range: 2.8-3.0 Range: 3.5-7.5
10 Width of Floodprone Mean: 253 Mean: 179 Mean: 297 Mean: 237 Mean: 230
Area (Wfpa) Range: 290-235 Range: 114-293 Range: -- Range: 232-345 Range: 114-297
Dimension Ratios
11 Entrenchment Ratio Mean: 13.3 Mean: 6 Mean: 13 Mean: 25.0 Mean: 10.3
(Wf a/Wbkpf) Range: 13-14 Range : 4-10 Range: -- Range: 20.0-34.5 Range: 5.1-13.3
12 Width/Depth Ratio Mean: 7 Mean: 19 _ Mean: 9 Mean: 5 Mean: 9
Wbkf/Dbkf) Range: 5-10 Range : 16-23 Range: Range: 5-6 Range: 8-10
Mean: 1.6 Mean: 1.9 Mean: 1.5 Mean: 1.3 Mean: 1.3
13 Max. DrM/Dbkf Ratio
Range: 1.4-1.8 Range : 1.7-2.1 Range: Range: 1.3-1.5 Range: 1.1-1.5
14 Low Bank Height/ Mean: 1.0 Mean: 1.2 Mean: 1.4 Mean: 1.2 Mean: 1.0
Max. Dbkf Ratio Range: 1.0-1.0 Range : 1.1-1.5 Range: Range: 1.1-1.2 Range: 1.0-1.2
15 Pool Depth/Bankfull Mean: 1.5 Mean: 1.5 Mean: 1.5 Mean: 1.7
Mean Depth (D odDbkf) No distinctive repetitive Range : 1.4-1.6 Range: 1.4-1.6 Range: -- Range: 1.4-3.0
kfull
16 Pool width/B
a
n pattern of riffles and pools Mean: 0.8 Mean: 0.8 Mean: 1.1 Mean: 1.3
?
?
/
Width (W O •bkf) due to straighting Range : 0.8-0.9 Range: 0.8-0.9 Range: 1.0-1.2 Range: 1.0-1.5
17 Pool Area/Bankfull activities Mean: 1.2 Mean: 1.2 Mean: 0.9 Mean: 1.2
Cross Sectional Area Range: -- Range: - Range: -- Range: 1.1-1.4
Pattern Varialbles
18 Pool to Pool Spacing Mean: 180 Mean: 180 Mean: 53 Mean: 126
(L) Range: 59-351 Range: 59-351 Range: 26-114 Range: 60-210
19 Meander Length (Lm) No distinctive repetitive Mean: 313 Mean: 313 Mean: 73 Mean: 220
pattern of riffles and pools Range: 129-608 Range: 129-608 Range: 61-115 Range: 166-347
20 Belt Width (Wbe1) due to straighting Mean: 95 Mean: 95 Mean: 86.1 Mean: 57
activities Range: 41-199 Range: 41-199 Range: 74.3-1013 Range: 25-140
21 Radius of Curvature (R.) Mean: 67 Mean: 67 Mean: 25.3 Mean: 58
Range: 23-135 Range: 23-135 Range: 18.6-30.4 Range: 43-100
22 Sinuosity (Sin) 1.02 1.4 1.4 1.8 1.5
1

L

0

TABLE 5 Continued
BACK CREEK STREAM RESTORATION SITE
Morphological Characteristics of Existing, Reference, and Proposed Channels
Variables Exisiting Channel Reference Reach Proposed Reach
Upstream Downstream Downstream UT to Back
Straightened Sinuous (C) Sinuous (E) Crane Creek Creek
Pattern Ratios
23 Pool to Pool Spacing/ Mean: 5.6 Mean: 7.9 Mean: 5.2 Mean: 5.6
Bankfull Width & bkf) Range: 1.8-10.9 Range: 2.6-15.5 Range: 2.6-11.3 Range: 2.7-9.4
24 Meander Length/ No distinctive repetitive Mean: 9.7 Mean: 13.8 Mean: 7.2 Mean: 9.8
Bankfull Width (L„ fWbkf) pattern of riffles and pools Range: 4.0-18.9 Range: 5.7-26.8 Range: 6.0-11.4 Range: 7.4-15.5
25 Meander Width Ratio due to straighting Mean: 3.0 Mean: 4.2 Mean: 8.5 Mean: 2.5
(WbetC?• ?nn?bkf) activities Range: 1.3-6.2 Range: 1.8-8.8 Range: 7.4-10.0 Range: 1.1-6.3
26 Radius of Curvature/ Mean: 2.1 Mean: 3.0 Mean: 2.5 Mean: 2.6
Bankfull Width (Rc/Wbkf) Range: 0.7-4.2 Range: 1.0-5.9 Range: 1.8-3.0 Range: 2.0-4.5
Profile Variables
27 Average Water Surface 0.0037 0.0037 0.0037 0.0014 0.0034
Slope (S..)
28 Valley Slope (Svaq y) 0.0038 0.0052 0.0052 0.0025 0.0051
29 Riffle Slope (S„ffle) No distinctive repetitive Mean: 0.0144 Mean: 0.0144 Mean: 0.0019 Mean: 0.005
pattern of riffles and pools Range: 0-0.0507 Range: 0-0.0507 Range: 0.0006-0.0033 Range: 0.0033-0.0079
30 Pool Slope (S.f) due to straighting
l Mean: 0.0006 .0006
L Mean: 0.0004 Mean: 0.0017
activities Range: 0-0.0035 0-0.00 35
Range Range: 0.0000-0.0006 Range: 0-0.003
Profile Ratios
31 Riffle Slope/ Water Surface No distinctive repetitive Mean: 3.9 Mean: 3.9 Mean: 1.4 Mean: 1.5
Slope (S,afj,/Sam) pattern of riffles and pools Range: 0-13.7 Range: 0-13.7 Range: 0.4-2.4 Range: 1.0-2.3
32 Pool Slope/Water Surface due to straighting Mean: 0.16 Mean: 0.16 Mean: 0.3 Mean: 0.5
Slope (Spoof/Sa.) activities Range: 0-0.9 Range: 0-0.9 Range: 0.0-0.4 Range: 0.1-0.9
Materials
D16 0.15 0.14 0.31 NA_ NA
D35 0.39 0.28 2 0.44 0.4
D50 0.7 0.6 19.8 1.9 2
D84 10 32 55 12 34
D95 149 152 139 36 140

A transportation plan, including the location of access routes and staging
' areas will be designed to avoid impacts to the existing wetland pockets
and proposed design channel corridor. In addition, the transportation
plan and all construction activities will minimize disturbance to existing
' vegetation and soils to the extent feasible. The number of transportation
access points into the floodplain will be maximized to avoid traversing
long distances through the Site interior.
5.1.1 Reconstruction on New Location
The upstream reach of the Site is characterized by an adjacent floodplain
that is suitable for design channel excavation on new location. Primary
activities designed to restore the channel on new location include 1)
' beltwidth preparation and grading, 2) floodplain bench excavation, 3)
channel excavation, 4) installation of channel plugs, and 5) backfilling of
the abandoned channel.
Beltwidth Preparation and Grading
The stream beltwidth corridor will be cleared to allow survey and
equipment access. Care will be taken to avoid the removal of existing,
deeply rooted vegetation within the beltwidth 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.
' 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
46

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 5. The cross-sectional area will average 56 square feet, with a
bankfull width measuring approximately 22.4 feet, and an average
bankfull depth measuring approximately 2.5 feet (Figure 12).
Figures 11A and 11B provide a plan form and riffle elevations, lengths,
and slopes for the constructed channel. Elevations depicted for the top
of each riffle are equivalent to the previous bottom of riffle, allowing for
a flat water surface in all pools under normal flow conditions. A
conceptual view of the proposed profile and plan view of the constructed
channel is depicted in Figure 13.
The stream banks and local belt width area of constructed channels will
be immediately planted with shrub and herbaceous vegetation. Shrubs
such as tag alder (Ulnus serrulata) and black willow may be removed from
the banks of the abandoned channel or stockpiled during clearing and
replaced into the stream construction area. Deposition of shrub and
woody debris into and/or overhanging the constructed channel is
encouraged. Root mats may also be selectively removed from adjacent
areas and placed as erosion control features on channel banks.
Particular attention will be directed toward providing vegetative cover and
root growth along the outer bends of each stream meander. Live willow
' stake revetments will be constructed as conceptually depicted in Figure
14. Available root mats 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
on-site and inserted through the root/erosion mat into the underlying soil.
' Channel Plugs
Impermeable plugs will be installed along abandoned channel segments at
locations identified in Figures 11A and 1 1 B. 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 sufficiently wide and deep to form an
imbedded overlap in the existing banks and channel bed.
' The plug situated at the upstream terminus of the design channel, located
below the stream diversion point, may sustain high-energy flows.
47
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Horizontal Distance in Feet
m,
m
U_ 0
c -?
C -2
-3
m -4
W
4 B 12 16 20 Z4 Zti JZ Jb 4i
---------- -------- -- -- ------ --- ------ ---

J J J J J
L -----,--, -
--J-J
--J-
-
L J
- -, --T- -

----- -- -- ------ ---

-----------

---------- ----------

-+ ------ -----------

- ----- -----

-,-- -----

--- -----
- -----
---' - -

-------
---

-----
0
-1
-2
-3
-4
Bonk full Cross- sectional Area: 56 ft.sq.
Bonkfull Width: 22.7'
Bonk full Average Depth: 2.5'
Bonkfull Maximum Depth: 3.3'
Cross-section 1 Riffle
Horizontal Distance in Feet
0
°- -2
o -3
d
W -d
4 8 12 15 ZO Z4 "Ztt J'L Jb 4V 44 40
---------- -- -- ---- --
- - - - - - - - - - - - - - - - - - - - - - - - - -
_ __ __ ____?__
__ __ __ __ __ __ ____ __ __ __ __ __ ____ __ __ __ ___ __
L__ __L__L__I__ __,__ 0
1
--- ------------------ - -- - ----------- ---------- ---- ----- --------
__1__ __-__y__F__ __?__.
___
J -3
------- -- -- -- - ---- -- -- -- - -- ---- -- -- -- -- -- - -- -- -- -- -- ---- -- -- -- -- - --
---- 4
__ t__ t__ r____ y__ y__ - __ _ -t__y__?__
Cross-section 2 Pool
Vegetation
Revetment
r
NOTE:
Cross-section Facing the
Downstream Direction
Pool
Cross-section#2
Bonk full Cross -sectionalArea: 67.4 ft.sq.
Bonkfull Width: 29.1'
Bonkfull Average Depth: 2.3'
BonkfullMoximum Depth: 4.3'
I
i Rif fIe
Cross-section #1
r Tholweg
/
o `??ovt
'
t / O\` ec?too
EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client:
NCDOT
Project
BACK CREEK
MITIGATION
SITE
DETAILED
MITIGATION
STUDIES
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
PROPOSED
CROSS-SECTIONS
Dwn By: Date:
MAF JAN 2003
Ckd By Scale.
WGL AS SHOWN
ESC Project No.:
02-113.04
FIGURE
12

1*6
jil
•##.+F o?
Y C.
• ' #} coo cg ' #? t?•*#- w 2j
.
00
Al -r
--CL AIL
t } o Z m
o U w Z .5
Z o
o o Q U
ca Z J
c? of o c.
02 :3
cu 0) 0 U cu *#* 3 ~ Cal 0
W A);
v L
.'#.?
* * * ?r cc
4 A. -W
.' ??
.'
Al t
4 A, .•'.
A *Vk
.'
All Nill . >
06% 4
..
All
?ill 4,
. •i . •'.
.
• 4Ak %* Ill 11111 4
". #+ v o
. ,?.• w
7471 cu
41 %41 W 41
...' ?--
o.
'•

77
L_
)
Therefore, a hardened structure or additional armoring (Section 5.1 .1 .1
may be considered at this location.
Channel Backfillina
' After impermeable plugs are installed, the abandoned channel will be
back-filled. Backfilling will be performed primarily by pushing stockpiled
materials into the channel. The channel will be filled to the extent that
' on-site material is available and compacted to maximize microtopographic
variability, including ruts, ephemeral pools, and hummocks in the vicinity
of the backfilled channel.
t A deficit of fill material for channel back-fill may occur. If so, a series of
closed, linear depressions may be left along confined channel segments.
' Additional fill material for critical areas may be obtained by excavating
shallow depressions along the banks of these planned, open-channel
segments. These excavated areas will represent closed linear, elliptical,
' or oval depressions. In essence, the channel may be converted to a
sequence of shallow, ephemeral pools adjacent to effectively plugged and
back-filled channel sections. These pools would be expected to stabilize
' and fill with organic material over time. Vegetation debris (root mats,
top soils, shrubs, woody debris, etc.) will be redistributed across the
backfill area upon completion.
5.1.1.1 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 1) cross-vane weirs, 2) J-
hook and/or log vanes, 3) stone/rip-rap sills, and 4) root wads.
7

0

0

1
Cross-vane Weirs
Cross-vane weirs may be installed at locations as depicted in Figures 1 1 A
and 1 1 B. The purpose of the vane is to 1 ) sustain bank stability, 2)
direct high velocity flows during bankfull events toward the center of the
channel, 3) maintain average pool depth throughout the reach, 4)
preserve water surface elevations and reconnect the adjacent floodplain
to flooding dynamics from the stream, and 5) modify energy distributions
through increases in channel roughness and local energy slopes during
peak flows.
Cross-vane weirs will be constructed as conceptually depicted in Figure
15. The structure will be constructed of boulders approximately 30
inches in minimum width. Cross-vane weir construction will be initiated
by imbedding footer rocks into the stream bed for stability and to prevent
undercutting of the structure. Header rocks will then be placed atop the
51
t
CHANNEL
BANK
1/3 1 1/3 1 1/3
PLAN VIEW
SCALE, N.T.S.
NOTE,HEADER AND FOOTER STONES ARE LARGE BOULDERS
APPROXIMATELY 36" IN DIAMETER
CHANNEL
BANK
5' 5'
HEADER STONES
EXIST. CHANNEL
I 1 ? 7, i ??1
SECTION A-A
SCALE, N.T.S.
ONE I 20' _I
RIP RAP-
ROCK FILL
(• 5 STONE
FILTER
FABRIC
SECTION B-B
SCALE, N.T.S.
EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
ROCK FILL (*5 STONE)
WHERE NEEDED
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title
TYPICAL
CROSS-VANE
WEIR
Dwn By Dote:
MAF JAN 2003
Ckd By: Scale:
WGL AS Shown
ESC Project No:
02-113.04
FIGURE
15
A r ?
(Q i ?
1
1
footer rocks at the design elevation. Footer and header rocks create an
arm that slopes from the center of the channel upward at approximately
'
10 to 15 degrees, tying in at the bankfull floodplain elevation. The
cross-vane arms at both banks will be tied into the bank with a sill to
' eliminate the possibility of water diverting around the structure. Once
the header and footer stones are in place, filter fabric will be buried into
a trench excavated around the upstream side of the vane arms. The filter
' fabric is then draped over the header rocks to force water over the vane.
The upstream side of the structure can then be backfilled with suitable
material to the elevation of the header stones. Approximately 13 of
' these structures are anticipated at appropriate locations to maintain bank
stability and surface-water elevations along the reach. The approximate
location of each structure is depicted in Figures 1 1 A and 1 1 B.
' Modifications to the location and elevation of each structure may be
necessary during construction activities.
' J-hook/log vanes
J-hook or log vane weirs may be installed at locations depicted in Figures
1 1 A and 1 1 B. The primary purpose of these vanes is to direct high-
velocity flows during bankfull events towards the center of the channel.
J-hook vanes will be constructed using the same type and size of rock
used to construct cross-vane weirs (Figure 16). Log vanes will be
' constructed utilizing large tree trunks harvested from the Site or imported
from off-site. The tree stem harvested for a log-vane arm must be long
enough to be imbedded into the stream channel and extend several feet
into the floodplain (Figure 17). A trench will be dug into the stream
'
channel that is deep enough for the head of the log to be at or below the
channel invert. The trench is then extended into the floodplain and the
' log is set into the trench such that the log arm is below the floodplain
elevation. If the log is not of sufficient size to completely block stream
flow (gaps occur between the log and channel bed) then a footer log or
stone footers will be installed beneath the header log. Boulders will then
be situated at the base of the log and at the head of the log to hold the
log in place.
' Similar to a cross vane, the arm of the J-hook vane and the log vane
(which forms an arm) must slope from the center of the channel upward
' at approximately 10 to 15 degrees, tying in at the bankfull floodplain
elevation. Once these vanes are in place, filter fabric is toed into a
trench on the upstream side of the vane and draped over the structure to
force water over the vane. The upstream side of the structure is then
backfilled with suitable material.
' Stone/Rip-Rap Sills
Stone/rip-rap sills may be installed at various locations within the channel
to fix the elevation of riffle heads, protect against headcut migration up
53
L

\
\
A \
CHANNEL
BANK
20° -30°
1
I
1
MODIFIED SILL
FOR GRADE
CONTROL
CHANNEL
BANK
FILTER
FABRIC
\
5'
1 1 `, 1
11 1 , `I \`I 1
1 1 1 ? 1 `, I
1 1 1 1 1 1 1
1 1 , 1 1 , 1
1 1 1 1 , , I
51
1 1 , 1
1 , , 1 1 1 I?
1 1 1 1 1 1 I
1 1 1 1 1 1 1
1 I , 1
1 , 11 1 1
, 1 1
1 I I
, `, 1 1 1
1 ?
1 I ; I
SCOUR
POOL -
STONE -
I
1
I
1
I
1
r
FOOTER
PLAN VIEW
SCALE: N.T.S.
EXISTING
CHANNEL
SECTION A-A
SCALE: N.T.S.
20'
HEADER STONE
ROCK FILL
(•5 STONE)
WHERE NEEDED
SECTION B-B
SCALE: N.T.S.
EXISTING
CHANNEL
HEADER
STONE
FOOTER
STONE
BACK FILL
TO GRADE
/FLOW
----_----EXIST,
GROUND
CLASS "A"
RIP RAP
ROCK FILL
(• 5 STONE)
FILTER
FABRIC
1
EcoScience
Corporation
Raleigh, North Carolina
REVISIONS
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY
NORTH CAROLINA
Title:
TYPICAL
J-HOOK
VANE
Dwn By Dole:
MAF JAN 2003
cka By: WGL Scole:
Shown
ESC Project No.:
02-113.04
FIGURE
NOTE: HEADER AND FOOTER STONES ARE LARGE BOULDERS
APPROXIMATELY 36" IN DIAMETER
LL•J
MODIFIED JILL
FOR GRADE
CONTROL
i
EcoScience
Corporation
LARGE
STONE Raleigh, North Carolina
MODIFIED SILL
F FOR GRADE REVISIONS
?p? TOP OF BANK CONTROL
III I - LOG VANE
I I-I
CHANNEL
-
BANK Ell V... BANKFULL
I ,•
---- --------------------------- - - --
LARGE III
_ STONE
I I F
' - ? III
A FILTER - = - _ -. -
m A -III-? t'h I I "` BOTTOM OF
%
FABRIC -I - I - =91 I-'`'_ - -CHANNEL
CHANNEL
BANK II-I1II I _ II -III-I
'-III- -1 I I=1 I I- ? ? I.
LARGE Client:
STONE
INCORPORATION
ROOT WAD FOR OF A
.. .,. ' ? NCDOT
INSTREAM HABITAT
CROSS-SECTION A-A
b SCALE: N.T.S. Project:
2 ,
LOG VANE
MODIFIED SILL '
FOR GRADE FILTER BACK CREEK
CONTROL FABRIC
MITIGATION SITE
INCORPORATION OF A DETAILED
LARGE ROOT WAD FOR
STONE INSTREAM HABITAT MITIGATION
LARGE
scouR STONE PLANNING
TOP OF BANK
HOLE
MECKLENBURG COUNTY
BANKFULL ", . -------------------------------------- ----------------------------------------- ------ -- NORTH CAROLINA
10-15o
;
FLO# Title:
\ I
BOTTOM OF CHANNEL
TYPICAL
--------------------•----- - - ------
m LOG VANE
WEIR
_ LOG VANE
PLAN VIEW NOTE:
FILTER FABRIC TOED IN AND DRAPED
SCALE: N.T.S. ON UPSTREAM SIDE OF LOG VANE
PRIOR TO BACKFILL.
FILTER
FABRIC
PROFILE B-B
SCALE: N.T.S.
NOTE:
FILTER FABRIC TOED IN AND DRAPED
ON UPSTREAM SIDE OF LOG VANE
PRIOR TO BACKFILL.
Dwn By: Dote:
MAF JAN 2003
Ckd By Scale:
WGL As Shown
ESC Project No.;
02-113.04
FIGURE
17

the channel, and provide for grade control at sensitive areas such as new
' location channel and abandoned channel tie-in points. Stone/rip-rap sills
may be constructed of rip-rap and/or small boulders which are unsuitable
for cross vane and j-hook vane construction.

fl

?-1,
Sill construction will be initiated by excavating a trench across the
channel. Boulders and rip-rap will be piled into the trench to the final
elevation of the riffle head. The stone should be piled to conform to
channel dimension upstream and downstream of the sill, forming a saddle
shaped structure that ties into floodplain elevation. Once the stone has
been installed, filter fabric will be toed into a trench on the upstream side
of the structure and draped over the top of the stones. After filter fabric
is in place the structure can be backfilled with suitable material to the
elevation of the sill.
Root-Wad Installation
Root wads may be installed in conjunction with log vanes and/or J-hook
vanes to provide diverse in-stream habitat including shade, detritus, and
bank overhang. As there are few mature trees on-site, root wads are
expected to be imported from off-site. The imported root wads must
have approximately 10 to 15 feet of bole left intact. The bole may be
utilized as footer for a vane arm and/or will be used to anchor the root
wad in the bank. If backfilling is necessary behind the root wad, this
area will be stabilized with suitable erosion control measures. Planting
with native floodplain vegetation is expected to reduce erosion of bank
sediments, reduce flow velocities in flood waters, filter pollutants, and
provide wildlife habitat.
5.1.2 Reconstruction In-Place
The reach of Back Creek expected to be reconstructed in-place includes
downstream reaches of the mainstem tributary where the channel retains
a sinuous flow pattern. The main objective of restoration in this reach is
to raise the channel invert to within approximately 3.3 feet of the
floodplain surface and to reduce channel size to approximately 56 square
feet. Primary activities designed to achieve these objectives may include
1) installation of cross-vane and log-vane weirs and 2) creation of a
bankfull bench.
In-stream Structures
In-stream structures including cross-vane and log-vane weirs may be
installed in the channel. These structures are conceptually depicted in
Figures 15 and 17 and are described in section 5.1.1.1 of this report.
The purpose of these vanes is to 1) direct high velocity flows during
bankfull events toward the center of the channel, 2) increase the average
pool depth throughout the reach, 3) provide diverse in-stream habitat
56

F

including shade and detritus, and 4) modify energy distributions through
increases in channel roughness and local energy slopes during peak flows.
Bankfull Bench Creation
Reaches of Back Creek proposed to be restored in-place through bankfull
bench excavation include the downstream tie-in at the project outfall
(Figure 1 1 B). Bench excavation in this location will maintain stable bank-
height ratios and proposed bankfull cross-sectional areas in the vicinity of
the restored channel tie-in point with off-site bed elevations. After
excavation of the bench, the new floodplain surface is expected to be
stabilized and planted with native floodplain vegetation.
5.1.3 Secondary Tributary Bank Sloping/Bench Excavation
Two secondary tributaries to Back Creek enter the Site; one enters the
Site from the south, at the upper extent of the project, and a second
enters the Site from the north midway through the project reach. Both
tributaries are characterized by smaller drainage basins measuring
approximately 0.1 square mile and 0.04 square mile, respectively.
Various mitigation scenarios exist for these channels and are discusses
below.
5.1.3.1 Upstream Tributary (Through the Morgan Property)
Several alternatives are proposed for mitigation of this upstream
tributary. This tributary has been straightened, entrenched, and
approximately one third of the channel has been lined with rip-rap. Based
on regional curves and data collected on-site, the proposed cross-
sectional area will average 4.5 square feet, with a bankfull width of 5.6
feet, and an average bankfull depth of 0.8 feet. Four mitigation options
are proposed for this secondary tributary: 1) no action, 2) reconstruction
of stream channel from the property. line, 3) reconstruction of stream
channel from the rip-rap terminus, and 4) re-direction of channel into the
wetland enhancement area.
Regardless of the preferred mitigation alternative, landowner constraints
may necessitate the installation of a channel ford to allow access to
portions of the property isolated by the conservation easement and/or
stream restoration activities. The location of the proposed channel ford
is depicted on Figure 1 1 A, and may be subject to change dependant upon
comment from landowners and/or construction constraints. The ford is
expected to consist of a shallow depression in the stream banks where
vehicular crossings can be made. The ford shall be constructed of
hydraulically stable rip-rap or suitable rock and should be large enough to
handle the weight of anticipated vehicular traffic.
57

0

1

I

No Action
Actions designed to restore the secondary tributary may be expected to
hydraulically impact the existing property owner. Three alternatives
described below are designed to reduce potential for both on-site and off-
site impacts. However, if off-site impacts appear to be unavoidable with
these three alternatives, a no-action alternative is recommended for the
secondary tributary. No action is expected to represent a preservation-
based mitigation effort. Planting of the stream banks may be
recommended to reduce bank degradation and sedimentation of adjacent
and downstream reaches. In addition, continued communication with the
upstream landowner is recommended.
Channel Reconstruction from Property Line (Alternative 1)
This alternative calls for the excavation of approximately 583 linear feet
of channel from the southern property line to the tie-in point with Back
Creek. The rip-rap section of the existing channel may be removed and
utilized for ford construction at the location depicted in Figure 1 1 A. The
existing channel will be plugged and backfilled as necessary. After
excavation of the channel, stream banks and local belt width areas will be
immediately planted with shrub and herbaceous vegetation. The primary
purpose of this alternative is to restore stream and water quality function
to as much of this tributary as possible without adversely affecting
adjacent property owners.
Channel Reconstruction from Rip-Rap Terminus (Alternative 2)
This alternative calls for the excavation of approximately 500 linear feet
of channel from the rip-rap terminus to the tie-in point with Back Creek.
Floodplain excavation may occur along portions of the existing rip-rap
section to reduce flooding during major precipitation events. The
remaining channel will be plugged and backfilled as needed. After
excavation of the channel, stream banks and local belt width areas will be
immediately planted with shrub and herbaceous vegetation. The, primary
purpose of this alternative is to restore stream and water quality function
to as much of this tributary as possible without adversely affecting land
use of the current property owner.
Channel Re-direction into Jurisdictional Wetlands (Alternative 3)
This alternative involves the redirection of the channel from the rip-rap
channel towards wetland enhancement areas along the southeastern bank
of Back Creek. Additional excavation along the proposed channel may be
required to maintain the necessary slope for the release of water into
enhancement areas. The primary purpose of this alternative is to 1)
reduce flooding concerns of the existing property owner, 2) increase the
area and function of on-site wetlands, and 3) provide habitat for a variety
of wildlife and plant species.
58
11
1
5.1.3.2 Central Tributary
1 Several alternatives are proposed for mitigation of this centrally located
tributary. This tributary has been severely entrenched (bank height ratio
of 1.7) due to upstream and downstream land use activities. Based on
1 regional curves and data collected on-site, the proposed cross-sectional
area should average 2.4 square feet, with a bankfull width of 3.9 feet,
and an average bankfull depth of 0.6 foot. Four possible mitigation
1 options are proposed for this secondary tributary: 1) no action, 2) bank
sloping, 3) floodplain bench excavation, and 4) the introduction of
structures to stabilize the channel.
1 No Action
Actions designed to restore this tributary may impact the Interstate 540
' (1-540) roadway project and/or the properties adjacent to 1-540.
Alternatives described below are designed to reduce potential for both on-
site and off-site impacts. However, if off-site impacts appear to be
1 unavoidable with these alternatives, a no-action alternative is
recommended for the tributary. No action is expected to represent a
preservation-based mitigation effort. Planting of the stream banks may
1 be recommended to reduce bank degradation and sedimentation of
adjacent and downstream reaches.
1 Bank Sloping (Alternative 1)
This alternative calls for the enhancement of approximately 244 linear
feet of channel from the 1-540 right-of-way to the convergence with Back
1 Creek. The objective of bank sloping is to remove the eroding material
and collapsing banks. After excavation, the slopes will exhibit a gentle
gradient (minimum 3:1 slope) prior to tie in with the existing land
1 surface. Shrubs and vegetation that develop dense root mats will be
inserted through the short-term erosion control materials. The bank
sloping effort will be locally adjusted to maximize the use of knick points
1 (geologic control features) and existing deep rooted vegetation.
Floodplain Bench Excavation (Alternative 2)
1 This alternative calls for the restoration of approximately 244 linear feet
of channel from the 1-540 right-of-way to the convergence with Back
Creek. Floodplain bench excavation is proposed for the full length of the
1 channel. The objective of bench excavation is to 1) remove the eroding
material and collapsing banks, 2) enlarge the bankfull channel width, and
3) increase the width of the flood-prone area and reintroduce floodplain
1 function such as a reduction of flow velocities in flood waters, filter
pollutants, and provide wildlife habitat.
1 In-stream Structures
In-stream structures including cross-vane and log-vane weirs may be
' installed in the channel. These structures are conceptually depicted in
59
1

C

I I
1

Figures 15 through 17 and are described in section 5.1.1.1 of this report.
The purpose of these vanes in this channel is to 1) direct high velocity
flows during bankfull events toward the center of the channel, 2) provide
diverse in-stream habitat including shade and detritus, and 3) modify
energy distributions through increases in channel roughness and local
energy slopes during peak flows. In-stream structures may be
incorporated into alternatives 1 and 2 to reduce hazards of headcut
and/or bank failure.
5.2 Wetland Enhancement/Restoration
Alternatives for wetland restoration are designed to restore a fully
functioning wetland system which will provide surface water storage,
nutrient cycling, removal of imported elements and compounds, and will
create a variety and abundance of wildlife habitat. Mitigation activities
are expected to restore approximately 1.5 acres of jurisdictional wetland,
enhance approximately 1.8 acres of jurisdictional wetland, and create
approximately 0.5 acre of open water/freshwater marsh within the Site.
Portions of the Site underlain by hydric soil have been impacted by
ditching of a natural stream, channel incision, vegetative clearing, earth
movement associated with the dredging/straightening of Back Creek,
and/or utilities installation. Wetland mitigation options should focus on
1) the re-establishment of historic water table elevations, 2) excavation
and grading of elevated spoil and sediment embankments, 3)
reestablishing hydrophytic vegetation, and 4) reconstructing stream
corridors.
Re-establishment of Historic Groundwater Elevations
The existing channel depth in the upstream reach of Back Creek measures
4.4 feet, while the depth for the proposed channel in the upstream reach
is 3.3 feet. Similar projects conducted in this region of the state utilized
DRAINMOD simulations in Chewacla/Wehadkee soils to determine
groundwater influence on wetland hydroperiod around streams that were
encised. According to these simulations, by raising the water surface
elevation by 1.1 feet the zone of influence may be reduced by
approximately 20-25 feet in a pasture/open field setting. Additionally, by
re-planting these areas the zone of influence may be reduced by
approximately 40-45 feet, based on forested conditions (Appendix D).
Based on these results an increase in the water table elevation may re-
establish historic elevations and possibly re-hydrate approximately 1.0
acre of relict wetland adjacent to the channel.
Excavation and Grading of Elevated Spoil and Sediment Embankments
Some areas adjacent to the existing channel have experienced both
natural and unnatural sediment deposition. Spoil piles were likely cast
adjacent to the channel during dredging/straightening of the upstream
60

reach. Major flood events may have also deposited additional sediment
' adjacent to stream banks from upstream construction activities. The
removal of these spoil materials as well as sediment deposition adjacent
to the channel may restore approximately 0.5 acre of historic wetland.
1 Hydrophytic Vegetation
On-site wetland areas have endured significant disturbance from land use
' activities such as land clearing, utilities installation and maintenance,
grazing, hay production, and other anthropogenic maintenance. Wetland
areas may be re-vegetated with native vegetation typical of wetland
communities in the region. Emphasis should focus on developing a
'
diverse plant assemblage. Sections 5.4 (Plant Community Restoration)
and 5.4.1 (Planting Plan) provide detailed information concerning
' community species associations. Re-vegetation of portions of the Site
underlain by hydric soils is expected to enhance the entire 3.3 acres of
on-site jurisdictional wetland.
' Reconstructing Stream Corridors
This stream restoration plan involves the reconstruction of both Back
' Creek and its associated tributaries. The existing channels will be
backfilled so that the water table will be restored to relict conditions.
However, some portions of the existing Back Creek channel will remain
open for the creation of wetland 'oxbow lake' like features. These
'
features will be plugged on each side of the open channel and will
function as open water systems. They are expected to provide habitat
' for a variety of wildlife as well as create approximately 0.5 acre of open
water/freshwater marsh within the Site.
' 5.3 Floodplain Soil Scarification
Microtopography and differential drainage rates within localized floodplain
' areas represent important components of floodplain functions. Reference
forests in the region exhibit complex surface microtopography. Small
concavities, swales, exposed root systems, seasonal pools, oxbows, and
' hummocks associated with vegetative growth and hydrological patterns
are scattered throughout these systems. As discussed in the stream
reconstruction section, efforts to advance the development of
characteristic surface microtopography will be implemented.
in areas where soil surfaces have been compacted, ripping or scarification
' will be performed. Mixing of vegetation debris in surface soils and tip
mounds will also promote future complexity across the landscape. After
construction, the soil surface should exhibit com plex microtopography
' ranging to 1 foot in vertical asymmetry across local reaches of the
landscape. Subsequently, co mmunity restoration will be initiated on
complex floodplain surfaces.

61

' 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.
FIFE data, on-site 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. These community associations include 1) Piedmont/Mountain
floodplain forest, 2) stream-side assemblage, 3) riverine bottomland
hardwood forest, and 4) slope forest (Figure 18). Figure 19 identifies the
' location, based on elevation and position relative to the restored stream,
of each target community to be planted. Planting elements within each
map unit are listed below.
' Piedmont/Mountain Floodplain Forest
1. Hackberry (Celtis laevigita)
2. Green Ash (Fraxinus pennsylvanica)
3. Swamp Chestnut Oak (Quercus michauxii)
4. American Elm (Ulmus americana)
' 5. Shagbark Hickory (Carya ovata)
6. American Sycamore (Platanus occidentalis)
7. Willow Oak (Quercus phellos)
' 8. Black Gum (Nyssa sylvatica)
9. Black Walnut (Jug/ans nigra)
' Stream-
1.
' 2.
3.
4.
' 5.
6.
Side Forest Assemblage
Black Willow (Salix nigra)
Box Elder (Acer negundo)
Ironwood (Carpinus caroliniana)
River Birch (Betula nigra)
American Sycamore (Platanus occidentalis)
Swamp Dogwood (Corpus amomum)
' Stream-Side Shrub Assemblage
1. Tag Alder (A/nus serrulata)
2. Buttonbush (Cephalanthus occidentalis)
' 3. Elderberry (Sambucus canadensis)
n
62
i

LEGEND -0 mm
SITE BOUNDARY (17.5 ac.)
1-485 CONSTRUCTION LIMITS
•• - •• SEWER LINE
HIGH TENSION POWER LINES
CONSTRUCTED CHANNEL acres
_ OPEN WATER/
FRESHWATER MARSH 0.3
RIVERINE BOTTOMLAND
HARDWOOD FOREST 2.8
Q SLOPE FOREST 0.8 «
STREAMSIDE ASSEMBLAGE'
(15' EACH SIDE OF CHANNEL) 3.1 x
PIEDMONT MOUNTAIN
FLOODPLAIN FOREST 6.6
4.0
i
r
Y ?F fi
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yl•
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t
IZ6 :11

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ih
i•
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EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project.
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA

COMMUNITY SLOPE STREAMSIDE PIEDMONT/ MOUNTAIN RIVERINE BOTTOMLAND
ASSEMBLAGE FOREST ASSEMBLAGE FLOODPLAIN FOREST HARDWOOD FOREST
CANOPY Streamside Forest
VEGETATION
Mockernut Hickory Black Willow Hackberry Swamp Chestnut Oak
American Beech Box Elder Green Ash Cherrybark Oak
White Oak Ironwood Swamp Chestnut Oak Green Ash
Southern Red Oak River Birch American Elm American Elm
Northern Red Oak American Sycamore Shagbark Hickory Willow Oak
Willow Oak Swamp Dogwood American Sycamore Yellow Poplar
Black Cherry Willow Oak Water Oak
Streamside Shrub Black Gum Sugar Berry
Black Walnut
Tag Alder
Buttonbush
Elderberry
Arrow-wood Viburnum
Possumhaw Viburnum
Bankers Dwarf Willow
Black Willow
?r

III

LAND Stream Banks
Floodplain and Adjacent Floodplain Floodplain
FORM Slopes Flood Plain Flats
EcoScience
Corporation
Raleigh, North Carolina 27605
Client:
NCDOT
Project:
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
CONCEPTUAL
MODEL
OF TARGET
COMMUNITY
PATTERNS
Dwn By: Date:
MAF JAN 2003
Ckd By: Scale:
WGL As Shown
ESC Project No.: 02-113.04
FIGURE I
19

4. Arrow-wood Viburnum (Viburnum dentatum)
' 5. Possumhaw Viburnum (Viburnum nudum)
6. Bankers Dwarf Willow (Salix cotteli)
7. Black Willow (Salix nigra)

Riverine Bottomland Hardwood Forest
1. Swamp Chestnut Oak (Quercus michauxii)
' 2. Cherrybark Oak (Quercus pagoda)
3. Green Ash (Fraxinus pennsylvanica)
4. American Elm (Ulmus americana)
' 5. Willow Oak (Quercus phellos)
6. Yellow Poplar (Liriodendron tulipifera)
7. Water Oak (Quercus nigra)
' 8. Sugar Berry (Symplocos tinctoria)
Slope Forest
' 1. Mockernut Hickory (Carya tomentosa)
2. American Beech (Fagus grandifolia)
3. White Oak (Quercus albs)
' 4. Southern Red Oak (Quercus falcata)
5. Northern Red Oak (Quercus rubra)
6. Willow Oak (Quercus phellos)
' 7. Black Cherry (Prunus serotina)
The stream-side trees and shrubs include species with high value for
' sediment stabilization, rapid growth rate, and the ability to withstand
hydraulic forces associated with bankfull flow and overbank flood events.
Stream-side trees and shrubs will be planted within 10 to 15 feet of the
' channel throughout the meander belt width. Shrub elements will be
planted along the banks of the reconstructed stream, concentrated along
outer bends.
' Piedmont/Mountain floodplain forests are targeted for non-hydric soils
located in outer portions of the floodplain. Riverine bottomland hardwood
' species will be planted in portions of the Site underlain by hydric soils.
Species common along slope forests will be planted on slopes adjacent to
the floodplain.
' Certain opportunistic species which may dominate the early successional
forests have been excluded from community restoration efforts.
' Opportunistic species consist primarily of red maple, tulip tree, and
sweetgum. These species should also be considered important
components of bottomland forests where species diversity has not been
' jeopardized.

65

The following planting plan is the blueprint for community restoration.
' The anticipated results stated in the Success Criteria (Section 6.6) are
expected to reflect potential vegetative conditions achieved after steady-
state conditions prevail over time.
5.4.1 Planting Plan
' The purpose of a planting plan is to re-establish vegetative community
patterns across the landscape. The plan consists of 1) acquisition of
available plant species, 2) implementation of proposed Site preparation,
' and 3) planting of selected species.
Species selected for planting will be dependent upon availability of local
' seedling sources. Advance notification to nurseries (1 year) will facilitate
availability of various non-commercial elements.
' Bare-root seedlings of tree species will be planted within specified map
areas at a density of 435 stems per acre on 10-foot centers. Table 6
depicts the total number of stems and species distribution within each
' vegetation association. Planting will be performed between December 1
and March 15 to allow plants to stabilize during the dormant period and
set root during the spring season. A total of 7136 diagnostic tree and
shrub seedlings will be planted during restoration (Table 6).

I I

66
11

TABLE 6
Planting Plan
Back Creek Mitigation Site

Riverme Stream-Side Assemblage Piedmont/
Mountain
Vegetation Association
(Planting Area) Bottomland
Hardwood Forest Forest Shrub lope Forest Floodplain
Forest
TOTAL
Area (acres) 2.8 3.1 0.8 6.6 17.2
SPECIES # planted'
tots Z # planted
% total # planted
% total # planted
% total # planted
% total # planted
Green Ash 243(20) 431 (15) 674
Swamp Chestnut Oak 243(20) 287(10) 530
American Elm 243(20) 287(10) 530
Cherrybark Oak 122(10) 122
Willow Oak 122(10) 287(10) 409
Water Oak 122(10) 122
Sugarberry 122(10) 122
Black Willow 202(15) 337(25) 539
Box Elder 270(20) 270
Ironwood 135(10) 135
River Birch 135(10) 135
American Sycamore 337(25) 431(15) 768
Swamp Dogwood 270(20) 270
Tag Alder 270(20) 270
Elderberry 135(10) 135
Arrow-wood Viburnum 135(10) 135
Possumhaw Viburnum 135(10) 135
Bankers Dwarf Willow 337(25) 337
Mockemut Hickory 70(20) 70
American Beech 70(20) 70
White Oak 70(20) 70
Southern Red Oak 70(20) 70
Black Cherry 70(20) 70
Hackberry, 2287(10) 287
Shagbark Hickory 287(10) 287
Black Gum 287(10) 287
Black Walnut 287 (10) 287
TOTAL 1217 1349 1349 350 2871 7136
Planting densities comprise 435 trees and/or shrubs per acre within each specified planting area.
2 Some n?n-commercial elements rlax o ?t be local) yoavaalabje at the gme of plaptigg. The stem count for unavailable s ewes should b? distributed
among o er target a ements base o e percent l /o) istnbution. ne year o a vance notice to forest nurseries will ?romote avai a ilityo some
' non-commercial elements. However, reproductive failure in the nursery may occur.
3 Scientific names for each species, required for nursery inventory, are listed in the mitigation plan.

C

' 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 wetland components of hydrology and vegetation.
6.1 Stream Monitoring
Three stream reaches are proposed to be monitored for geometric and
' biological activity as depicted in Figure 20. Each stream reach will
extend for a minimum of 300 feet along the restored channel. Annual fall
monitoring will include development of a channel plan view, 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/depth
ratio, 6) meander wavelength, 7) belt width, 8) water surface slope, 9)
sinuosity, and 10) stream substrate composition. The stream will
' subsequently be 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
I year. A photographic record that will include pre-construction and post-
construction pictures has been initiated.
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),
2) channel stability indicative of a stable stream system, and 3)
development of diagnostic biological communities over time.
' 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/depth ratio should characterize an E-type and/or a
borderline E-type/C-type channel ( <_ 15), bank height-ratios must
' characterize a stable or moderately unstable channel (5 1.3), and
changes in cross-sectional area and channel width must indicate less than
0.5 foot of bed and/or bank erosion per year along the monitoring reach.
' In addition, abandoned channel reaches or shoot cutoffs must not occur
and sinuosity values must remain greater than 1.35 (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
68

0 GROUNDWATER GAUGES *$ '
VEGETATION
i
MONITORING PLOTS

?oooq STREAM REACH FOR a . +;
0 MORPHnInGICALAND ?'.? "-_A 's '• 0 ?0 t.. ".rte,. Ri
i

0
?n

f
ULM
EcoScience
Corporation
Raleigh. North Carolina 27605
Client:
NCDOT
Project
BACK CREEK
MITIGATION SITE
DETAILED
MITIGATION
PLANNING
MECKLENBURG COUNTY,
NORTH CAROLINA
Title:
MONITORING
PLAN
Dwn By: Dale:
MAF JAN 2003
Ckd By: Scale:
WGL As Shawn
ESC Project No. 02-113.04
FIGURE I
20
T r
r

the channel width is enlarging due to bank erosion, additional bank or
' slope stabilization methods may be employed.
The stream must maintain shear stress values to adequately transport
' sediment through the Site. Pebble counts will be conducted annually to
determine D50 and D84 values within the restored stream. Pebble counts
would be expected to indicate a general coarsening of materials on the
' riffles throughout the monitoring period. Substrate will be considered
successful if the channel is characterized by a substrate consisting of
sand/fine gravel (1350 greater than 0.5-2 millimeters).
' Visual assessment 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 Hydrology Monitoring
' While hydrological modifications are being performed on the Site, surficial
monitoring wells will be designed and placed in accordance with
specifications in the COE's Installing Monitoring Wells/Piezometers in
' Wetlands (WRP Technical Note HY-IA-3.1, August 1993). Monitoring
wells will be set to a depth immediately above the top of the clay
subsurface layer (range: 24 to 40 inches below the surface).
' Two monitoring wells will be placed immediately adjacent to vegetation
sampling plots to provide representative coverage within each of the
' identified mitigation design units (Figure 20). Hydrological sampling will
be performed throughout the growing season at intervals necessary to
satisfy the hydrology success criteria within each design unit (EPA 1990).
1
6.4 Hydrology Success Criteria
Target hydrological characteristics include saturation or inundation for at
least 12.5 percent of the growing season at lower landscape positions,
during average climatic conditions. Upper landscape reaches may exhibit
' surface saturation/inundation between 5 percent and 12.5 percent of the
growing season based on groundwater gauge data. These 5-12.5 percent
areas are expected to support hydrophytic vegetation. If wetland
' parameters are marginal as indicated by vegetation and hydrology
monitoring, a jurisdictional determination will be performed in these
areas.
Hydrological contingency will require consultation with hydrologists and
regulatory agencies if wetland hydrology enhancement is not achieved.
70
1

I
J

u
1

Floodplain surface modification, including construction of ephemeral
pools, represents a likely mechanism to increase the floodplain area that
supports jurisdictional wetlands. Recommendations for contingency to
establish wetland hydrology will be implemented and monitored until
Hydrology Success Criteria are achieved.
6.5 Vegetation Monitoring
Restoration monitoring procedures for vegetation are designed in
accordance with EPA guidelines enumerated in Mitigation Site Type
(MIST) documentation (EPA 1990) and COE 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 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 criterion is achieved.
During quantitative vegetation sampling in early fall of the first year,
approximately four sample plots will be randomly placed within the Site.
Sample-plot distributions are expected to resemble locations depicted in
Figure 20; however, best professional judgment may be necessary to
establish vegetative monitoring plots upon completion of construction
activities. In each sample plot, vegetation 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.
6.6 Vegetation Success Criteria
Success criteria have been established to verify that the vegetation
component supports community elements necessary for floodplain forest
development. Success criteria are dependent upon the density and
growth of characteristic forest species. Additional success criteria are
dependent upon density and growth of "Character Tree Species."
Character Tree Species include planted species along with species
identified through visual inventory of an approved reference (relatively
undisturbed) bottomland forest community used to orient the project
design. All canopy tree species planted and identified in the reference
71

forest will be utilized to define "Character Tree Species" as termed in the
' success criteria.
An average density of 320 stems per acre of Character Tree Species must
' be surviving in the first three monitoring years. Subsequently, 290
Character Tree Species per acre must be surviving in year 4, and 260
Character Tree Species per acre in year 5. Planted species must
' represent a minimum of 30 percent of the required stem per acre total (96
stems/acre). Each naturally recruited Character Tree Species may
represent up to 10 percent of the required stem per acre total. In
' essence, seven naturally recruited Character Tree Species may represent
a maximum of 70 percent of the required stem/acre total. Additional
stems of naturally recruited species above the 10 percent - 70 percent
' thresholds are discarded from the statistical analysis. The remaining 30
percent is reserved for planted Character Tree Species (oaks, etc.) as a
seed source for species maintenance during mid-successional phases of
forest development.
If vegetation success criteria are not achieved based on average density
' calculations from combined plots over the entire restoration area,
supplemental planting may be performed with tree species approved by
regulatory agencies. Supplemental planting will be performed as needed
until achievement of vegetation success criteria.
No quantitative sampling requirements are proposed for herb assemblages
' as part of the vegetation success criteria. Development of floodplain
forests over several decades will dictate the success in migration and
establishment of desired understory and groundcover populations. Visual
' estimates of the percent cover of herbaceous species and photographic
evidence will be reported for information purposes.
' 6.7 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 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 on-site structures are compromised,
' the affected structure may 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.
72
L
t
Structures which remain intact, but exhibit flow around, beneath, or
' through the header/footer stones may be repaired by excavating a trench
on the upstream side of the structure and re-installing filter fabric in front
of the header and footer stones. Structures which have been
compromised, resulting in shifting or collapse of, header/footer stones
should be removed and replaced with a structure suitable for on-site
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 1.41), provisions for impeding headcut
migration and repairing damage caused by the headcut may be
implemented. Headcut migration may be impeded through the installation
' of in-stream grade control structures (rip-rap sill and/or 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 width/depth ratios that exceed a value of 15, contingency
measures to reduce bank erosion and width/depth ratio may occur. Bank
' erosion contingency may include the installation of. cross-vane weirs
and/or 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.
n

F

L
L
u
73
i
7.0 FINAL DISPENSATION OF THE PROPERTY
NCDOT will maintain the Site conservation easement until all mitigation
activities are completed and the Site is determined to be successful. All
landowners are expected to retain ownership of their respective parcels.
The conservation easement is expected to be transferred perpetually with
property upon sale of the properties. Covenants and/or restrictions on
the deed will be included that will ensure adequate management and
protection of the Site in perpetuity.
74

8.0 REFERENCES
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).
' Department of the Army (DOA). 1987. Corps of Engineers Wetland
Delineation Manual. Tech. Rpt. Y-87-1, Waterways Experiment
Station, COE, Vicksburg, Mississippi.
Department of Environment, Health and Natural Resources (DEHNR).
' 1996. A Field Guide to North Carolina Wetlands. Tech. Rpt. No.
96-01. North Carolina Division of Environmental Management,
Water Quality Section, Raleigh, North Carolina
' Dunne, D. and L.B. Leopold. 1978. Water in Environmental Planning.
W.H. Freeman and Company. N.Y.
Environmental Protection Agency (EPA). 1990. Mitigation Site Type
Classification (MiST). EPA Workshop, August 13-15, 1989. EPA
Region IV and Hardwood Research Cooperative, NCSU, Raleigh,
North Carolina.
' Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream
Hydrology: an Introduction for Ecologists. John Wiley & Sons, Ltd.
West Sussex, England.
' Griffith, G.E. 2002. Ecoregions of North and South Carolina. Reston
Virginia. U.S. Geological Society (map scale 1:1,500,000).
Harman, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.A. O'Hara,
A. Jessup, and R. Everhart. 1999. Bankfull Hydraulic Geometry
' Relationships for North Carolina Streams. N.C. State University,
Raleigh, North Carolina.
0
75
0
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.
' Jarret, R.D. 1985 Determination of Roughness Coefficients for Streams
in Colorado. USGS Water Resources Investigations Report 85-4004,
' Lakewood, Colorado.
Manning, R. 1981. On the Flow of Water in Open Channels and Pipes.
Transactions of the Institution of Civil Engineers of Ireland. 20,
161-20.
1 Natural Resources Conservation Service (NRCS). 1980. Soil Survey of
Mecklenburg County, North Carolina. United States Department of
' Agriculture.
North Carolina Wildlife Resources Commission (NCWRC). 1996. Draft
' Guidelines for Stream Relocation and Restoration in North Carolina.
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, N.C.
I Department of Environment, Health, and Natural Resources.
Raleigh, North Carolina.
Smith, R. L. 1980. Ecology and Field Biology, Third Edition. Harper and
Row, New York. 835 pp.
Soil Conservation Service (SCS). 1987. Hydric Soils of the United
States. In cooperation with the National Committee for Hydric
soils. United States Department of Agriculture.
' i M
i
United States Geological Survey (USGS). c
1974. Hydrolog Un
t
ap -
1974. State of North Carolina.

United States Geological Survey (USGS) 2001. Estimating the Magnitude
and Frequency of Floods in Rural Basins of North Carolina -
' Revised. USGS Water-Resources Investigations Report 01-4207.
Raleigh, North Carolina.

76

1

APPENDIX A
STREAM GAUGE DATA

1
PEAK STREAM FLOW
' Mallard Creek near Charlotte, NC
USGS Station # 02124130
Drainage Area 20.70 square miles
' Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
' 1 1962 4500 0.053 5.3 19.00
2 1955 3060 0.105 10.5 9.50
3 1971 2900 0.158 15.8 6.33
4 1959 2410 0.211 21.1 4.75
' 5 1954 2100 0.263 26.3 3.80
6 1965 1970 0.316 31.6 3.17
7 1966 1900 0.368 36.8 2.71
' 8 1967 1680 0.421 42.1 2.38
9 1958 1650 0.474 47.4 2.11
10 1956 1600 0.526 52.6 1.90
11 1968 1520 0.579 57.9 1.73
' 12 1964 1470 0.632 63.2 1.58
13 1960 1360 0.684 68.4 1.46
14 1969 1300 0.737 73.7 1.36
' 15 1963 1180 0.789 78.9 1.27
16 1957 1170 0.842 84.2 1.19
17 1961 890 0.895 89.5 1.12
' 18 1970 870 0.947 94.7 1.06

45;()0G I C 4( 0^ v-c-s
9223
??. 03 - C 20 . ? o) `
y_

2 5? V-- : S c r'?r

PEAK STREAM FLOW
' North Prong Clark Creek near Huntersville, NC
USGS Station # 02124060
Drainage Area 3.61 square miles
' Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
' 1 1959 2450 0.048 4.8 21
2 1954 1780 0.095 9.5 10.5
3 1964 1670 0.143 14.3 7
' 4 1966 1420 0.190 19.0 5.25
5 1962 1110 0.238 23.8 4.2
6 1973 970 0.286 28.6 3.5
7 1963 785 0.333 33.3 3
' 8 1958 660 0.381 38.1 2.63
9 1955 640 0.429 42.9 2.33
10 1965 500 0.476 47.6 2.1
' 11 1967 480 0.524 52.4 1.91
12 1960 430 0.571 57.1 1.75
13 1961 415 0.619 61.9 1.62
14 1956 390 0.667 66.7 1.50
15 1957 318 0.714 71.4 1.40
16 1971 305 0.762 76.2 1.31
17 1968 295 0.810 81.0 1.24
18 1972 290 0.857 85.7 1.17
19 1969 228 0.905 90.5 1.11
20 1970 203 0.952 95.2 1.05

1
C a N 4k / C._ i-c v ?J

-f-4E Gt S & s
ci s c ?a?JcS
S `cSc,
/Hd C1, `
y-4
all & .
x'2223 22S_0? cg's
Y=

PEAK STREAM FLOW
Lithia Inn Branch near Lincolnton NC
USGS Station # 02143310
Drainage Area 1.01 square; mile
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1960 722 0.071 7.1 14.00
2 1965 580 0.143 14.3 7.00
3 1956 565 0.214 21.4 4.67
4 1962 525 0.286 28.6 3.50
5 1958 396 0.357 35.7 2.80
6 1961 315 0.429 42.9 2.33
7 1954 145 0.500 50.0 2.00
8 1964 138 0.571 57.1 1.75
9 1966 128 0.643 64.3 1.56
10 1955 115 0.714 71.4 1.40
11 1959 93 0.786 78.6 1.27
12 1967 80
/ 0.857 85.7 1.17
13 1957 70 0.929 92.9 1.08
)e C?iJ'lG1 614",'E3 ihdi- ca fF
/ E,i i`f N:H ?K 6
A ?i j?hQY C'G
I -5 -tij
92,2_5 ry_ 2 c.7L's

1
PEAK STREAM FLOW
1 Long Creek near Paw Creek, NC
USGS Station # 02142900
Drainage Area 16.40 square miles
1 Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1982 4300 0.028 2.8 36.00
1 2 1975 3720 0.056 5.6 18.00
3 1977 3480 0.083 8.3 12.00
1 4
5 1986
1973 2790
2250 0.111
0.139 11.1
13.9 9.00
7.20
6 1984 1890 0.167 16.7 6.00
7 1987 1760 0.194 19.4 5.14
1 8 1983 1650 0.222 22.2 4.50
9 1978 1550 0.250 25.0 4.00
10 1993 1550 0.278 27.8 3.60
11 1991 1480 0.306 30.6 3.27
1 12 2001 1400 0.333 33.3 3.00
13 1985 1390 0.361 36.1 2.77
1 14
15 2000
1979 1370
1360 0.389
0.417 38.9
41.7 2.57
2.40
16 1992 1360 0.444 44.4 2.25
17 1967 1350 0.472 47.2 2.12
1 18 1989 1320 0.500 50.0 2.00
19 1994 1280 0.528 52.8 1.89
20 1966 1260 0.556 55.6 1.80
21 1998 1220 0.583 58.3 1.71
1 22 1974 1180 0.611 61.1 1.64
23 1976 1180 0.639 63.9 1.57
24 1990 1160 0.667 66.7 1.50
25 1995 1140 0.694 69.4 1.44
n 26 1996 1020 0.722 72.2 1.38
27 1971 972 0.750 75.0 1.33
28 1988 954 0.778 77.8 1.29
' 29 1969 874 0.806 80.6 1.24
30 1968 830 0.833 83.3 1.20
1 31
32 1980
1999 814
797 0.861
0.889 86.1
88.9 1.16
1.13
33 1972 774 0.917 91.7 1.09
34 1970 543 0.944 94.4 1.06
1 35 1981 530 0.972 97.2 1.03
1 ?
C -c d' v C 1 ? y Gf rc c, ?C=

o ? 2- 2-
Cl6. e)"
0
=
1 yA . 1

PEAK STREAM FLOW
Long Creek near Bessemer, NC
USGS Station # 02144000
Drainage Area 31.80 square miles
Return
Water Discharge Exceedence Exceedence Interval
Rank Year (cfs) Probability Probability % (years)
1 1972 6500 0.023 2.3 44.00
2 1958 5290 0.045 4.5 22.00
3 1978 4930 0.068 6.8 14.67
4 1977 3890 0.091 9.1 11.00
5 1985 2920 0.114 11.4 8.80
6 1965 2680 0.136 13.6 7.33
7 1963 2620 0.159 15.9 6.29
8 1984 2460 0.182 18.2 5.50
9 1979 2410 0.205 20.5 4.89
10 1987 2230 0.227 22.7 4.40
11 1961 2120 0.250 25.0 4.00
12 1973 2110 0.273 27.3 3.67
13 1990 1870 0.295 29.5 3.38
14 1971 1830 0.318 31.8 3.14
15 1960 1660 0.341 34.1 2.93
16 1964 1650 0.364 36.4 2.75
17 1991 1500 0.386 38.6 2.59
18 1962 1430 0.409 40.9 2.44
19 1975 1390 0.432 43.2 2.32
20 1976 1330 0.455 45.5 2.20
21 1995 1300 0.477 47.7 2.10
22 1966 1240 0.500 50.0 2.00
23 1982 1230 0.523 52.3 1.91
24 1959 1180 0.545 54.5 1.83
25 1974 1160 0.568 56.8 1.76
26 1968 1140
f 0.591 59.1 1.69
27 1955 1040 0.614 61.4 1.63
28 1993 1040 0.636 63.6 1.57
¦

29 1956 1020 0.659 65.9 1.52
30 1967 1010 0.682 68.2 1.47
31 1996 1010 0.705 70.5 1.42
32 1994 993 0.727 72.7 1.38
33 1980 990 0.750 75.0 1.33
34 1983 982 0.773 77.3 1.29
35 1954 980 0.795 79.5 1.26
36 1981 932 0.818 81.8 1.22
37 1989 850 0.841 84.1 1.19
38 1969 837 0.864 86.4 1.16
39 1986 824 0.886 88.6 1.13
40 1970 774 0.909 90.9 1.10
41 1957 722 0.932 93.2 1.07
42 1992 533 0.955 95.5 1.05
43 1988 384 0.977 97.7 1.02
RC?
_5 ;C-vjG' (,krVCF-f !0UiC4 . 7223

y = ?? 0 3 -1 (I/-f'O)
G{??c;
/0 ?' `4 cg's

u
APPENDIX B
EXISTING STREAM DATA
I I

E o
? w

a) 0
•
c
C ?
MW
W
Y
m _?
N
3 o
o= Ln
J
M
W r

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N
LL

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Q' OT

O
U
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Q)
Co
p

•
- k e
M
V p > N
W ? Q

L co
? N
?
t
w
M
N
00
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N
N
-
7 N Y U
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N
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C
_
cn O

3 U
?
r
' 0
p X

E

U
U
U
U ?
w
w
W

rn
O O
0 r N N =

m
T r r
T
T T T T M
r Y
I. L r T
T

co
Y
C .r
Cl? r r r m OR Uj
?t M ?' ? d' 3 = d' ?t v

r CO Lq (O N N N
T r

Nr co
O
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L6

T O
r M
N ?
N
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N M
N
N

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It
r T
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r' 00
r Co O (fl
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M N M M M Q d d

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T T r T r o a> N N CM N
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N M M N CO j [p
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r
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O

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LO
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LO m
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5
r.- M
w (
6
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Q cn m
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m
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co
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7-._ W
p >
Q
L
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C - co
Q
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cn U
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m

fit- ?C
,4
94
93
92
91
90
til m 89
88
w 87
,? 86
85
k f
` 84
Cross Section 1 Riffle 128
h -i 130 140 150 160 170 180 190
. Width from River Left to Right (ft)
[;?, , 11 "V. I
H+ _
r
4 d" crip n
H height of in tiument tft)'
omit
noes I
t
elevation
ii
32.98
93.29
90.08
a,. r
90.1
y "sr
v7
J
F}?rr ?
r
4
85.39
84.68
85.35
85.85
89.52
89.87
89.37
89.37
89.81
88.81
89.63
92.25
F S d fpa thanncl Manning's
anP.full top f, I hank. ) slope (") n'
88.34
dimensiowe
52.5 x-section area 2.3 d mean
22.5 width 25.3 wet P
3.7 d max 2.1 h yd radi
5.2 bank ht 9.6 w/d ratio
297.0 W flood prone area 13.2 ent ratio
hydraulics
4.8 vet _ tfU;ec
252.3 discharge rate, Q cfs
0.56 shear stress Ibs/ft s
0.54 shear velocity fUsec
3.012 unit stream power (lbs/fUsec)
0.31 Froude number
9.0 friction factor u/u'
34.5 threshold rain size mm
check from channel material ,,
0 measured D84 mm
0.0 relative roughness 0.0 Eric. factor
0.000 Mannin 's n from channel material

ay

f
i .
ks
y?
Cross Section 2 Riffle 1288
98
97
96
95
0 94
93
w 92
91
90
89
25 35 45 55 65
Width from River Left to Right (ft)

heigtit of in. trom?nt (It Riffle
omit distanCC FS
notes pt. ft) 0 R) ele.ntion
f
[ ?m 97.37
? 95.72
94.03
93.26
92.66
91.4
90.44
r , t 90.04
rw 90.12
90.28
4Nr 90.04
. 89.89
90.13
91.25
7 91.91
92.87
93.11
94.77
94.57
94.86
96.16
75 85
FS FS W fpa channel t.lanning's
bani.fu11 top of 1"M k (It)
93 1 1 1 77
dimension
52.2 x-section area 1.9 d mean
27.5 width 29.1 wet P
3.2 d max 1.8 h yd radi
4.9 bank ht 14.5 w/d ratio
114.0 W flood prone area 4.1 ent ratio
hydraulics
4.4 veUA Y[ sec'
228.0 discharge rate, Q cfs
0.48 shear stress Ibs/ft s
0.50 shear velocity ft/sec
2.224 unit stream power (Ibs/ft/sec)
0.31 Froude number
8.8 friction factor u/u`
29.5 threshold rain size mm
check from channel material .
0 measured D84 mm
0.0 relative roughness 0.0 fric. factor
0.000 Mahnin 's n from channel-material

98
Kt 5 - 97
' 96
95
W r c
a 94
m
w 93
R'
92
1 •!? 91
90
Cross Section 3 Riffle 1415
t
} 45
?'slfbe -
50 55 60 65 70 75 80 85 90 95
Width from River Left to Right (ft)
h section:
Riffle
4? '?` anscription'
` '? hsght c.f in trument (ft): ? ? '
omit di tame FS
m not pt (it)_ . (ft I eievaflon

?f;
w>,
95.57
95.41
95.31
95.21
93.11
MY-A ML p. 3 :R' .9.77 ?

ILI

6,T
,..: .?? ,. 10$ ...; x......5.95 r
.?.: 115 5:28 ??
FS F S w fpa channel f,lanning's
bankfUll top of bank (ft) slope F?) n"
93 s
--
dimensions_.
52.3 x-section area 1.6 d mean
33.0 width- 34.8 wet P
2.9 d max 1.5 h yd radi
3.3 bank ht 20.8 w/d ratio
160.0 W flood prone area 4.8 ent ratio
hydraulics
3.9 velocit, kft'sec
202.8 discharge rate, Q cfs
0.40 shear stress Ibs/fts
0.46 shear velocity ft/sec
1.648 unit stream power (lbs/fVsec)
0.29 Froude number
8.5 friction factor u/u`
24.2 threshold rain size mm
check from channel material;. :
0 measured D84 mm
0.0 relative roughness 0.0 Eric. factor
0.000 Mannin 's nfrom channel material

Cross Section 4 Pool 1485
97
96
95
94
c
a 93
w 92
91
90
89
60 65 70 75 80 85 90 95 100 105 110
Width from River Left to Right (ft)
_ Pool
IVA
height of in strument (ft)'
` omit distance' FS
notes pt. (ft) (ft) elevation
95.57
95.07
95.27
94.95
94.59
94.41
92.54

• 91.03
` ? ? ? -? 90.51
?i 89.96
r 90.02
? 90.12
91.41
91.93
"W, ,4 93.36
95.63
96.51

FS FS
bankfull top of bank
channel
slope ("6)
dimenciciis
66.8 x-section area 2.8 d mean
24.1 width 26.6 wetP
4.0 d max 2.5 h yd radi
4.9 bank ht

hydraulics

0.67 shear stress Ibs/ft s
0.59 shear velocity ft/sec

42.6 threshold rain size mm

.3.
98
97
96
Tt:
0 95
?V > 94
i2 w 93
µ I 92
91
90
Cross Section 5 Riffle 1751
15 20 25
30 35 40 45 50 55 60
Width from River Left to Right (ft)
duscriptie
,
" n heirihtoi in trilm5?nt (ft
)

7 omit distance; ; FS
notes ?pt'i (ft),:?' ;(ft) . elevation
96.99
96.12
- 95.6
95.08
94.22
? ';'? • • 94.08
93
69
" .
92.8
k , 91.23
r 91.29
91.6
Y 92.23
;
rA ?ry
¦r:: ,48.15. 7.01
¦, ,, 49 6.77
¦ 54 6.2
0 .. 78, 5.96..
d 123.. 5.84`
i S FSr W fpa channel Nlanniny'
barikf(fll top of banF. ft) 'slope "n
94 %2 9 5-3'2'

51.8 x-section area 1.8 d mean
28.0 width 30.4 wet P
3.5 d max 1.7 h yd radi
4.1 bank ht 15.2 w/d ratio
293.0 W flood prone area 10.5 ent ratio
hydraulics
4.2 velocif 7tlsec
218.4 discharge rate, Q cfs
0.46 shear stress Ibs/ft s
0.49 shear velocity fUsec
2.090 unit stream power (lbs/ft/sec)
0.30 Froude number
8.7 friction factor u/u'
27.8 threshold rain size mm
check from channel material . >
0 measured D84 mm
0.0 relative roughness 0.0 fric. factor
0.000 Mannin 's n from channel material

s:?s;

r -
P
of

..y
Cross Section 6 Pool 1772
97
96 ' - t
95
c 94
0
93
w
92 - _ `
91 --- T-
9010 15 20 25
30 35
Width from River Left to Right (ft)
90.61
90.76
90.94
91.22
92.49
94.05
94.66
40 45
FS "FS,. channel
IIJT4full tOp Of bank slope ('?i
Z MI,
94.72
50
dimensions
69.3 x-section area 2.6 d mean
26.3 width 28.8 wetP
4.4 d max ` 2.4 h yd radi
5.3 bank ht '

hydraulics

0.65 shear stress Ibs/ft s
0.58 shear velocity ft/sec

40.8 threshold rain size mm

Cross Section 7 Riffle 2610
103
102
2C
notes
.Cr T
30 40 50 60 70
Width from River Left to Right (ft)
description:
hE ight of instrument jft ): l+' ?'E1
uillt
pt. distance
(ft) FS
(ft)
Flevati ,n

'?_ P? ^ 7r±?i+ w. i ?;3•kf+ ? 99.05
98.08
97.69
97.33
c`r 96.1
,:,?•. 95.9
1__) Y' 95.1
93.7
f "•;;r t++?; ?, 93.68
r5 n?t, 94.42
94.8
r µs + " 96.86
97.41
"wpm + 98.03
98.58
h:r, rr ,?r 98.42
K!(o a: tF :. 98.49

FS FS Vi fpa
bankfull top of bank (ft)
80 90
channel h1aruiiny's
Slope
dirr,nsim s
48.7 x-section area 2.2 d mean `
21.9 width 25.0 wet P
4.0 d max 2.0 h yd radi
4.0 bank ht 9.8 w/d ratio
290.0 W flood prone area 13.2 ent ratio
hy?.!rsulics
0.0 velocity 'ft/sec
0.0 discharge rate, Q (cfs)
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u*
0 0 threshold rain size mm
check trom channel material

8 measured D84 (mm)
4 89.5 relative roughness 14.0 fric. factor
I 0.000 Mannin 's n from channel' material
?s.•,a ? .;f ?7T?i?l'?d?Y.a n?j?1`?' w.i,i .. "

t
i

104
103
102
101
i 100
' 99
98

?
v
W 97
,
M 96
95
r ' 94
93
Cross Section 8 Riffle 2888
140 150 160 170 180
") s z5r„ Width from River Left to Right (ft)
Riffle
`(;
n
?r

description
height of Instrument (It)

190 200
IS FS W fpa channel Mclnnii
elesGun bankfull top of hank (ft) F, lope, "n"
100.48 ?1` '!yl i 1:; ? k"' ipj
99.66 98 . 115
99.63
99.36-
98.18
E998.299.495.49
99.43
99.31
99.48
100.1
dlmansions
51.8 x-section area 3.2 d mean
16.3 width 20.1 wet P
4.4 d max 2.6 h yd radi
4.8 bank ht 5.2 w/d ratio
235.0 W flood rove area 14.4 ent ratio
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u'
A8 threshold rain size mm
cnecF item channel material.
8 measured D84 mm
127.5 relative rou hness 14.8 ?Ag
0.000 Mannin 's n from channel material
.w.. tia

:rs
101
100
99
98
Central Tributary Riffle
c
°- 97
w 96
95 - -
94
93-
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
desc_,ripticn
height )f instrument (ft):
emit dlStanCe FS
notes pt. (ft)-? (tt) clevatlnn
>rl. ?r 100.08
99.79
99.06
97.69
FS FS Nl fpa channel %lif inq's
,(?) n"
hankfull top if (ft) slope
6.7
Cimensions
8.6 x-section area 1.5 d mean
5.7 width 8.2 wet P
2.3 d max 1.0 h yd radi
4.0 bank ht 3.8 w/d ratio
21.0 W flood prone area 3.7 ent ratio
dr,_uilics
0.0
veloat; ifUSucl
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u'
O A threshold rain size mm
check from .dhannel material
0 measured D84 mm
0.0 relative roughness 0.0 fric. factor
0.000 Mannin 's n from channel material

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Existing Pattern
Back Creek Mitigation Plan
Stream Plan V iew All measurments in feet
Downstream Sinuous Reach
Bankfull
Pool Belt Radius of Meander Width
Pool (from) Spacing Width Curvature Wavelength Estimate
3 164 281
4 129 41 57 176
5 59 55 293
6 281 59 48 562
7 316 67 304
8 105 123 67 608
9 351 71
10 287 199 23 433
11 222 106 293
12 140 117 43 246
13 105 128 129
14 94 76 36 176
15 129 39 257
16 140 47 135
Average 180 95 67 313
Low 59 41 23 129
High 351 199 135 608
Sinuousity for the downstream reach is 1.41
Upstream Straightened Reach
Upstream reach has no distinctive repetitive pattern of riffles and pools
due to straighting activities. Pattern data other then sinuousity was not recorded.
Sinuousity for the upstream reach is 1.02

F
' Existing Profile
Date: November 4 an d 5, 2002

Water
Bed Bankfull Floodplain Site
Surface Feature
Elevation Elevation Elevation Stationing
' Elevation
81.58 81.94 Invert of Center C-501
80.49 81.93 Scour hole at cul\ -489
82.13 82.13 run -447
' 82.53 82.76 br -438
82.10 82.86 mr -421
82.18 82.83 85.15 mr -388
82.84 83.35 tr -379
' 81.73 83.43 p1 -348
82.68 83.43 85.66 run -331
82.93 83.42 br1 -313
82.13 83.44 p2 -288
82.38 83.43 run -264
82.84 83.43 tr1 -250
82.53 83.43 p2b -242
82.83 83.42 88.79 run 7223
' 83.42 83.53 br2 -218
82.89 83.54 85.50 mr2 -172
82.38 83.55 mid riffle scour pc-146
' 82.19
82.99 83.55
83.55 85.52 mid riffle scour pc-122
bottom of run (rip--115
84.65 84.97 top of run (rip rap -87
83.57 84.97 p3 -77
' 84.21
84.57 84.97
84.97 89.97 run3 -53
run/glide apex -34
83.79 84.97 p3b -23
84.48 84.97 bra -17
' 83.90
84.46 84.96
84.97 p4 0
br4 15
84.47 84.97 mr/tr 25
84.00 84.98 p5 38
' 84.41
84.27 84.97
84.96 86.90 run5 49
p5b 63
84.45 84.97 run 85
84.42 84.98 run 94
85.01
85.00 85.33
85.50
87.62 br5 104
mid riffle @ Cros:128
85.24 85.59 tr5 155
83.20 85.58 p6 166
' 85.06
84.80 85.59
85.59 90.36 run6 177
mr6 209
84.61 85.60 p7 230
85.11 85.61 run7 260
' 86.53
87.15 86.83
87.27 89.12 br7 289
tr7 333
86.19 87.29 p8 344
86.30 87.28 run8 380
86.81 87.30 br8 417
' 87.64 88.14 91.64 tr8 471
86.89 88.14 p9 480
87.05 88.14 run 515

25
38
49
63
85
94
104
128
155
166
177
209
230
260
289
333
344
380
417
471
480
515
0
15
u

J

87.57 88.12 run 528 528
88.00 88.30 br9 538 538
87.50 88.24 mr9 553 553
87.83 88.31 tr9 577 577
87.39 88.31 glide 588 588
87.13 88.31 p10 599 599
87.61 88.35 90.36 91.66 br10 near adj trib 612 612
88.25 88.75 tr10 651 651
87.40 88.75 glide 670 670
86.54 88.75 92.00 p11 700 700
87.76 88.74 run 717 717
87.81 88.74 run 744 744
87.50 88.70 92.45 run 774 774
87.96 88.68 br11 829 829
88.53 88.72 92.54 mr11 867 867
88.57 88.90 tr11 907 907
87.80 88.91 p12 919 919
88.47 88.90 br12 926 926
89.01 89.53 mr12 @ sewer lin 965 965
90.00 90.50 tr12 1010 1010
89.67 90.52 glide 13 1027 1027
89.39 90.51 p13 1035 1035
90.50 90.79 br 13 1051 1051
89.78 90.81 tie in stream @ ct 1059 1059
89.31 90.83 p14 1077 1077
89.71 90.81 run 1101 1101
90.40 90.83 br14 1108 1108
89.99 90.84 glide 1123 1123
89.55 90.84 glide14 1138 1138
89.25 90.84 glide 1148 1148
89.21 90.85 glide 1191 1191
88.98 90.86 p15 1204 1204
89.42 90.83 run 1238 1238
89.87 90.86 run glide apex 1258 1258
88.97 90.89 p16 1270 1270
89.41 90.87 92.94 94.62 run 1288 1288
90.24 90.89 br16 1304 1304
90.67 90.87 tr16 1332 1332
89.68 90.89 p17 1340 1340
90.47 90.92 run 1364 1364
90.56 90.99 br17 1386 1386
91.50 91.99 tr17 1415 1415
90.53 92.01 glide 1425 1425
89.89 92.01 93.56 p18 1437 1437
90.80 92.02 run/glide apex 1452 1452
90.05 92.03 p18b 1467 1467
90.00 92.04 p18b 1485 1485
89.78 92.04 p18b 1502 1502
90.77 92.09 95.38 br18 1536 1536
90.51 92.68 br18 1536 1536
90.68 92.68 94.94 mr18 1581 1581
91.07 92.72 93.46 mr 1601 1601
91.23 92.68 95.84 mr 1622 1622
91.29 92.72 secondary trib tie. 1630 1630
91.13 92.74 glide 1644 1644
90.27 92.79 glide 1652 1652
89.54 92.80 convergence riffle 1664 1664
89.97 92.81 95.84 convergence riffle 1677 1677
91.22 92.84 top of convergent 1687 1687
90.57 92.84 glide19 1697 1697
90.53 92.85 95.75 p20 1709 1709

C

90.75 92.84 br20 1722 1722
91.15 92.84 93.74 95.39 x-sec 5 riffle 20 1751 1751
90.71 92.86 p21 x-sec 1772 1772
90.70 92.85 run 1791 1791
90.80 92.85 95.60 oxbow low bank 1804 1804
90.33 92.83 glide 1814 1814
90.05 92.84 95.70 glide 21 1828 1828
89.63 92.78 p22 1837 1837
90.51 92.79 95.96 run 1852 1852
90.43 92.79 96.31 atypical riffle 1878 1878
90.07 92.78 glide 1897 1897
89.71 92.78 p23 1906 1906
91.59 92.77 96.60 br23 1924 1924
91.61 92.83 tr23 1936 1936
90.74 92.80 96.72 glide23 1944 1944
90.31 92.81 p24 1949 1949
90.16 92.80 93.91 p24 1962 1962
90.37 92.78 p24 1974 1974
90.89 92.78 br24 1981 1981
91.72 92.85 96.33 tr24 2004 2004
90.82 92.85 p25 2016 2016
91.21 92.84 run glide apex 2036 2036
90.53 92.83 95.13 scour pool 25b 2045 2045
92.52 93.34 96.24 tr25 2065 2065
92.23 93.41 fence/property lin. 2097 2097
91.83 93.40 p26 2117 2117
92.21 93.44 run 2142 2142.00
92.77 93.42 br26 2159 2159.00
92.73 93.84 potential tie-in pt 12172 2172.00
92.96 93.95 97.25 tr26 2205 2205.00
92.20 94.00 p27 2234 2234.00
92.80 94.02 97.65 2274 2274.00
92.92 94.04 br27 2312 2312.00
92.72 94.06 97.74 mr 2366 2366.00
92.51 94.16 97.81 p28 2434 2434.00
93.39 94.13 97.80 br28 2484 2484.00
93.46 94.16 mr 2514 2514.00
93.73 94.80 98.00 mr 2558 2558.00
93.88 95.02 tr28 2587 2587.00
93.75 95.05 97.88 p29 2610 2610.00
93.32 94.71 X-sec-7 2610 2610.00
93.58 94.73 98.56 2652 2652.00
93.63 94.84 TR29 2682 2682.00
93.78 94.83 98.31 2710 2710.00
93.89 94.88 2739 2739.00
94.02 94.90 98.62 BB 2789 2789.00
94.47 94.92 2818 2818.00
95.45 96.13 98.48 Ditch Tie in C 2845 2845.00
94.63 96.17 X-sec 8 2888 2888.00
94.91 96.15 98.64 2931 2931.00
94.10 96.15 PA 2956 2956.00
94.26 96.15 2973 2973.00
94.99 96.17 98.57 TR B 2993 2993.00
94.24 96.16 PB 3004 3004.00
95.58 96.19 98.83 3029 3029.00
94.81 96.21 C 3047 3047.00
94.73 96.22 3071 3071.00
95.71 96.25 99.65 Bottom of Steep F 3098 3098.00
96.30 97.01 99.90 Top of Steep R/R 3129 3129.00
96.23 97.04 100.50 Sewerline Crossir 3147 3147.00
95.54 97.07 100.42 D 3175 3175.00

95.87 97.05 100.48
95.35 97.08 100.39 E
96.02 97.10 100.80 F
95.51 97.09 BR G
96.15 97.34 101.16 TR G
95.90 97.35 Fence
96.65 97.31 Bridge
UT to Back Creek on Morgan Property
3197 3197.00
3219 3219.00
3237 3237.00
3261 3261.00
3289 3289.00
3306 3306.00
3332 3332.00
95.58 Mainstem tie in
95.97 96.03
95.74 96.13 99.07
97.36 97.51
98.60 98.83 X
99.82 99.95 99.86
99.22 99.95 100.89 Y Channel width =2.6
99.90 100.08
98.37 100.08 scour pool
99.29 100.08 bottom of headcut
101.17 101.24 102.32 top of headcut
100.99 101.54
102.12 102.22 103.39
101.14 102.23 scour pool below Rip-rap
102.22 102.22 103.48 bottom of rip rap
102.96 103.45 103.58
104.12 104.14
104.19 104.44 104.39 at bend
105.32 105.42 104.97 fence corner
106.61 106.83 106.70
107.74 107.74 fence at prop line
UT to Back Creek on BC Developers Property
90.97 92.26 confluence of Back Ceek
92.51 92.65
92.19 92.73 small pool
92.60 93.00
92.64 93.02
92.49 93.03 Pool
92.97 93.04 BR
92.79 93.13 TR
92.68 93.17 Pool
92.95 93.15 95.83 BR
93.41 93.67 TR
93.01 93.69 97.15 Pool
93.67 93.76 BR
94.40 94.50 98.83 TR
93.38 94.52 Scour pool below bedrock (grade control;
93.97 94.51 Base of nickpoint
96.10 96.15 99.99 Top of nickpoint
95.96 96.16
97.42 97.64 approximately 2 feet past fence line
97.55 97.98 stormwater outfall (36 inch culvert)

1

Site: Back Creek prop Downstream Sinuous Facet Slopes
Personnel: Grant, Adam
Station Water
Surface Feature Riffles Pools
(feet)
Elevation
0 81.94 Invert of Center Culvert
12 81.93 Scour hole at culvert
54 82.13 run 0.0035
63 82.76 br
80 82.86 mr
113 82.83 mr
122 83.35 tr 0.0100
153 83.43 p1
170 83.43 run 0.0017
188 83.42 br1
213 83.44 p2
237 83.43 run
251 83.43 tr1
259 83.43 p2b
278 83.42 run
283 83.53 br2
329 83.54 mr2
355 83.55 mid riffle scour pool
379 83.55 mid riffle scour pool
386 83.55 bottom of run (rip-rap over) 0.0002
414 84.97 top of run (rip rap over) 0.0507
424 84.97 p3
448 84.97 run3 0.0000
467 84.97 run/glide apex
478 84.97 p3b
484 84.97 br3
501 84.96 p4
516 84.97 br4
526 84.97 mr/tr 0.0000
539 84.98 p5
550 84.97 run5
564 84.96 p5b
586 84.97 run
595 84.98 run
605 85.33 br5
629 85.50 mid riffle @ Cross Section 1
656 85.59 tr5 0.0051
667 85.58 p6
678 85.59 run6 0.0000
710 85.59 mr6
731 85.60 p7 skipped about 3 pools
761 85.61 run?
790 86.83 br7 ideal riffle
834 87.27 tr7 ideal riffle 0.0100
845 87.29 p8
881 87.28 run8
918 87.30 br8 0.0001
972 88.14 tr8 0.0156
981 88.14 p9
1016 88.14 run
1029 88.12 run
1039 88.30 br9
1054 88.24 m r9
1078 88.31 tr9
1089 88.31 glide
1100 88.31 p10
1113 88.35 br10 near adj trib 0.0017
1152 88.75 tr10 0.0103
1171 88.75 glide
1201 88.75 p11
1218 88.74 run
1245 88.74 run
1275 88.70 run
1330 88.68 br11
1368 88.72 mr11
1408 88.90 tr11 0.0028
1420 88.91 p12
1427 88.90 br12 0.0000
1466 89.53 mr12 @ sewer line

1511 90.50 tr12
1528 90.52 glide 13
1536 90.51 p13
1552 90.79 br 13
1560 90.81 tie in stream @ culvert
1578 90.83 p14
1602 90.81 run
1609 90.83 br14
1624 90.84 glide
1639 90.84 glide14
1649 90.84 glide
1692 90.85 glide
1705 90.86 p15
1739 90.83 run
1759 90.86 run glide apex
1771 90.89 p16
1789 90.87 run
1805 90.89 br16
1833 90.87 tr16
1841 90.89 p17
1865 90.92 run
1887 90.99 br17
1916 91.99 tr17
1926 92.01 glide
1938 92.01 p18
1953 92.02 run/glide apex
1968 92.03 p18b
1986 92.04 p18b
2003 92.04 p18b
2037, 92.68 br18
2082 92.68 mr18
2102 92.72 mr18
2123 92.68 mr18
2131 92.72 TR
2145 92.74 Glide
2153 92.79 Glide
2165 92.80 convergence riffle
2178 92.81 convergence riffle
2188 92.84 top of convergence riffle
2198 92.84 glide19
2210 92.85 p20
2223 92.84 br20
2252 92.84 x-sec 5 riffle 20
2273 92.86 p21 x-sec
2292 92.85 run
2305 92.85 br 21 oxbow low bank
2315 92.83 Glide
2329 92.84 glide 21
2338 92.78 p22
2353 92.79 run
2379 92.79 atypical riffle
2398 92.78 Glide
2407 92.78 p23
2425 92.77 br23
2437 92.83 TR 23
2445 92.80 glide 23
2450 92.81 p24
2463 92.80 p24
2475 92.78 P24
2482 92.78 br24
2505 92.85 tr24
2517 92.85 p25 bed rock
2537 92.84 run glide apex
2546 92.83 scour pool 25b
2566 93.34 tr25
2598 93.41 fence/property line
0.0190
0.0000
0.0002
0.0003
0.0016
0.0345
0.0008
ave 0.0144 0.0006
min 0.0000 0.0000
max 0.0507 0.0035
standev 0.0156 0.0010
®value changed from
negative to zero for
statistical analysis
Not used in slope
calculations due to
high water

Velocity Comparison Form
Class
Date l? 12 2 /0 2 Team ?4 d o m,
Stream c,,-- k Location 2-
(. c:(?wh s'lvc?a."r S %r1a vus ? - ?>f??
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF) ftz
SS• 7 Bankfull Mean Depth
DBKF = (ABKF/WBKF) ft
"
Bankfull Width (WBKF) ft
S Wetted Perimeter (WP)
(-(2 DBKF) WBKF) 3 3- 3 ft
D84 3 2 "'m (Dmm/3o4.8) O- [0 ft

Bankfull Slope ft/ft
C9- 00 3 Hydraulic Radius (R)
(ABKFIWP) 7 ft
Gravity 3 2 , / -3 ft/S2 R/D84 (use D84 in FEES > j r 3 fuft
R/D84, u/u*, Mannings n
ft/s/
U/U* (using R/D84: see Reference Reach Field Book: p188, River Field Book:p233) 0 ft/s
Mannings, n: (Reference Reach Field Book: p189, River Field Book:p236) 0-02-9 ftvs
Velocity: from Manning's equation: u=1.49R213S12/n I - 4-6. - - fus
u/u*=2.83+5.7logR/D84
Uu'=(gRS)o.e ft/S
Velocity: u=u-(2.83+5.7logR/D84) I - _ ft/J
Mannings n by Stream Type
Stream Type G 5
Mannings, n: (Reference Reach Field Book: p187, River Field Book:p237) ?_ 3L f 1/6
i.
Velocity: from Manning's equation u=1.49R2"3S1/2/n 1 3-Y ft /s
Continuity Equation
QBKF (cfs) from regional curve or stream gage calibration 3 cfs
Velocity (u=Q/A or from stream gage hydraulic geometry) ft/s I
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APPENDIX C
REFERENCE STREAM DATA

I
fl

0

0

CI,

fl
l

h Cow s avie -l Reeds
C 's

ds
Cross'roa
Y3
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.
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cG CI
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be ?Y-Fri II
.
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ro
Bear
ity Hill
Po
l r
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c
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e

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oa f a Yi, s: ith.
F
ovd?t
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rn Crescent ?; -
UT to .
?
$tfia Rock ell CRANE
1 UT to j
Mt: our i DUTCH i CREEK `< b N e
= BUFFAL
CREEK O'
Gold Hill
?r c
r K a 00 i i
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l ?
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ountain Fis `
o' Milling
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r /
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and. PI I
m ?,
ert z Berners M .
e

rita `to zoo Lary?b" t } y
oe
kz; j R
fc
t MITIGATION rog d'
N ell ?
SITE ed . Porter
1 .
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s
abat us eli kboro Aq adata<
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? fiotK land HERS

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s R ,
e Iga c

i n
UT to
Gottonvill
REEDY <,Brief ,. `Rocky
S
t. f
- CREEK

l` I .? ti TO - " i
oods - e Fai ie Gt alem G1
ay

• .l Y1 tthew 1
Groove J . gat
B& soil
t

Dwn. by: APPENDIX
REFERENCE SITE LOCATIONS MAF
C
EcoScience Back Creek ' Ckd by:
Corporation D ETAILED MITIGATION STUDIES Date: JAN 003 Figure
Raleigh, North Carolina Mecklenburg County, North Carolina Project: 02-113.04

ri

-

1 mt 0 1 mt. } ? Er
? / t \? a
4 mt. ? ; f \\ c? ? ?- ? I $?'
1:144,000

! k
Source: 1997 North Carolina Atlas and Gazetteer, p.57.
i

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?',
k REFERENCE t
f
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di
.. SITE. de
.?
t ??c
rw {? LOCATION
r

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1 " - 1 r ISM YJ X 4 S{[ ij-
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It 7?

EcoScience
Corporation
UT to REEDY CREEK
Reference Site Dwn. by: MAF
Ckdby: WGL
Date:
JAN
2003 APPENDIX
C
Figure
Raleigh, North Carolina

? Mecklenburg County, North Carolina
Project:
2A
02-
113
.04

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Riffle 1 Riffle ---
108
107
106
c 105
0
104
W
103
102
101

I

0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
secton: ,
,rl';r?
Riffle
description'
height of instrument (ft)

notes omit
pt.
hl-24 distance FS
(ft) ft)
k v',
elevation
105
82 FS
bankfull FS
top of bank W fpa channel Manning's,
(ft) slope (°?o) "n" '
r
.
105.06 103.54 103.54
104.86
104.2
103.73
103.47
103.38
103.12
102.75
dimensions
11.8 x-section area 1.2 d mean
9.6 width 10.8 wet P
1.8 d max 1.1 h yd radi
1.9 bank ht 7.8 w/d ratio
70.5 W flood prone area ' 7.4 l ent ratio
102.38
101.9
101.75
101.7
101.7
101.69
101.82
V-
75
102.11 1
102.87
103.22
hydraulics,
0.0 velocity ft/sec)
0.0 discharge rate, G cfs
0.00 shear stress` Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream power (Ibs,'Wsec)
0.00 Fronde number
0.0 friction factor u/u*'
8.A threshold rain size mm
103.8
104.07
104.27
104.38
104.41
check from channel material
12 measured D84 mm
30.2 relative roughness 11.3 fric. factor
0.000 Mannin 's n from channel material
104.69
104.61
104.86
105.54
107.36
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
108
107
106
0
-° 105
m
a?
W 104
103
102
Riffle 2 Riffle --
0 10 20 30 40 50
Width from River Left to Right (ft)
description:
-: height of instrui nt (tt):
omit distance FS
notes. -pt, (ft) (ft) elevation
106.52
106.4
105.62
J 105.1
105.21
_ 105.13
104.77
• 104.27
102.98
102.79
• ' : 102.74
102.59
' 102.56
102.73
103.05
104.02

_ 104.8
105.12
105.51
106.41
107.34
FS , , FS
bankfull, top of bank
104.77 105.13

60 70
channel. Manning s`I
slope' (°i,) zn `
dimensions
17,1 x-section area 1.6 d mean
10.4 width 12.7 wet P
2.2 d max' 1.3 h yd radi
2.6 bank ht 6.4 w/d ratio
58.0 W flood prone area 5.6 ent ratio
hydraulics, r
0.0 velocit ` fUsec
0.0 discharge rate, Q (cfs)-
0.00 shear rstress Ibs/ft s
0.00 shear velocity fUsec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u*
98 thresholds rain size mm
check --from _ annermaterial
12 measured D84 (min)

40.2 _
relative rou hness 12.0 fric. factor'
0.000 Mannin 's n from channel material
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
110
109
108
0 107
106
w
105
104
103
Riffle 3 Riffle ---
0 10 20 30 40 50
Width from River Left to Right (ft)
sc<aior,; -
e
description: i
` height of instrument (ft).
omit distance . FS -
notes' pt. ? ?(ft) .; (ft) elevation
109.57
108.1
107.87
107.55
_ 106.36
106.44
105.99
105.41
104.59
104.21
104.12
104.17
104.02
104.03
104.13
104.92
105.42
106.25
106.89
lo5
107.07
107.03
107.63
109.56
109.6
FS FS W fpa
?ankfull top of hank (ft)
IM VKM
105.99 105.9'.1
60
ch a nneI Manninc
lope
70
dimensions
15.5 x-section arc,a 1.4 d mean
11.2 width 12.6 wet P'
2.0 d max 1.2 h yd radi
2.0 bank ht 8.1 w/d ratio
42.0 W floodprone area 3.7 ent ratio
hydraulics
0.3 ,elocity fUseo)
4.2 discharge rate, Q' (cfs)
0.00 shear stress (Ibs/ft s
0.03 shear velocity ft/sec
0.001 unit stream owes Ibs/ft/sec)
0.00 Froude number
8.0 friction factor u/u*
0.1 threshold grain size (mm)
check from channel materia: «'
12 measured D84 mm
34.0 relative rou hness 11.6 fric. factor
0.024 Mannin 's n from channel material
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Pool 2 Pool ---
109-
108-
107 -
106
105
w 104
103
102
101
0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
section.

description
height of instrumont (ft): Pool
omit
notes pt. distance FS
(ft) (ft)
elevation FS
bankfull FS
top of bank W fpa
(ft) channel
slope (% } Manning's
"n"
107.32
J 106.36 104.15 104.15
J 105.57
104.98
104.41
104.52
104.05
103.77
103.33
J
J
dirnonsions
17.1 x-suctwn area 1.2 d Inuan
14.7 width 16.6 wet P
2.3 d max 1.0 h yd radi
2.3 bank ht 42-.6 w/d ratio
0-0 W flood prone area &8 ent ratio
102.85
102.45
102.3
102.01
101.86
101.91
101.94
103.93
104.83
105.02
hydraulics
0 A velocity 'ft/sec
00 discharge rate, Q cfs

0.00 _
shear stress Ibs/ft s
0.00 shear velocity ft/sec'
0.009 unit stream power Ohs/ft/see)
0M Froude number
0-.0 friction factor a/u'
A 0 threshold rain size mm
105.52
105.61
105.98
108.3
e heck from channel material
4-2 measured D84`mmi
relative roughness- ifs Eric. factor
0:000 Mannin 's n' from channel material

109
108.5
108
107.5
F 107
0 106.5
106
a?
w 105.5
105
104.5
104
103.5
Pool 4 Pool ---
0 5 10 15 20 25 30 35 40 45 50
Width from River Left to Right (ft)
doscription:

'
?.,
height of)nstrum
ent (ft): 1

7 7 771
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REFERENCE -
w ct`? A SITE

Ut
v? cel ' LOCATION
( ?
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£ 2
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1:144,000
Source: 1997 North Carolina Atlas and Gazetteer, p.36, 58. $Y ?•. ,
L

EcoScience
Corporation
UT to CRANE CREEK
Reference Site Dwn. by: MAF
Ckdby: wGL
Date:
JAN
2003 APPENDIX
C
Figure
Raleigh, North Carolina

? Rowan County, North Carolina
Project:
2B
02-
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X-Section Riffle OA @ station -25
97
96
95
c 94
0
93
w
92
91
90
0 10 20 30 40 50 60 70 80 90 100
Width from River Left to Right (ft)
secuon - -
Riffle
description:
heiyhfof ills runlent,(ft):
omit distance FS, FS FS` W fpa channel' I'danninrd's
notes pt. (ft) (ft) elevation' bankfull top of bank (ft) slope (%) n
} 96.4 i
94.18 93.25 93.62
®= 93.62
din?ei?sions
19.8 x-section area 2.1 d inuan
9.5 width 12.8 wet 'P
2.9 d max 1.6 h yd radi
3.2 bank ht 4.5 w/d ratio
237.0 W flood prone area 25.0 ent ratio
hydraulics
0.0 velocity ft/sec '
0.0 discharge rate, Q (cfs)

0.00 _
shear stress((lbs/ft s q)
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u
9 i3 threshold rain size mm
check from channel, material
.
12 measured D84 mm
54.8 relative roughness 12.7 fric. factor
0.000 Mannin 's n from channel material

X-Section Riffle OB @ station 8
97
96
95
0 94
CO
93
a?
w
92
91
90
0 10 20 30 40 50 60 70 80
Width from River Left to Right (ft)
section: i'
Riffle
description:
heicahYof'instrument (ft):
it
distance FS
notes pt.' (ft) (ft) elevation
• - ?. 96.57
94.34
94.06
93.36
93.16
92.56
90.82
_ 90.77
90.78
_ -.. • on n9
91.15
92.02
93.87
93.81
93.79
93.77
FS FS , W fpa channel Manning s,
bankfull top ofbank (ft) slope (%)
dimensions
25.0 x-section area 2.1 d meaii
11.9 width 14.8 wet P
2.6 d max 1.7 h yd radi
3.1 bank ht 5.6 w/d ratio
237.0 W flood prone area 20.0 ent ratio
hydraulics
0.0 Velocity (fUsec)
0.0 discharge rate, Q cfs
0.00 shear stress ((Ibs/ft sq)

0.00 _
shear velocity ' ft/sec
0.000 Unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u*
9 A threshold grain size (mm)
check from channel material
12 measured D84 mm
55.4 relative roughness , 12.8 fric.factor.
0.000 Mannin 's nfrom channel material
i
X-Section Riffle 3 @ station 219
97
96
95
0 94
m 93
w
92
91
90
0 20 40 60 80 100 120 140
Width from River Left to Right (ft)
section:
RIIIIC
description:
hcightof instrui»ent(ft):
Omit distance FS
notes' pt. (ft) (ft) elevation
. : I. I 96.37
94.62
94.19
93.77
94
94.17
®= 93.76
92.36
91.87
FS FS W fga channel r,tanning's
nkfull top of bank (ft) slupe (?S) "n
3.33+3.i
dimensions
20.5 x-section area 2.0 d mean
10.1 width 13.1 wet P
2.5 d max 1.6 h yd radi
2.9 bank ht 5.0 w/d ratio
232.0 W flood prone area 23.0 enf`ratio

..,;..
1 F:;k
hydraulics`
0.0 velocity (ft/soc
0.0 discharge rate, Q, cfs

0.00 _
shear stress" Ibs/ft s q)
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction' factor ulu`
9 0 threshold grain size (mm) '

10 5 73
:tk4.30 ¦: ': ' "?
Check from channel material ,4
12 measured D84 mm
53.5 relative -.roughness 12.7 Eric: factor
0.000 Mannin 's n from channel material

X-Section Riffle 7 @ station 399
99
98
97
96
0 95
> 94
a?
w 93
92
91
90
0 20 40 60 80 100 120 140 160
Width from River Left to Right (ft)
section: -
Riffle
description:
height of instrument (ft): M
_ omit distance " FS
notes- pt. (ft) elevation.
98.62
95.78
95.1
94.67
94.27
93.85
92.79
92.38
?- 91.23
91.42
92.09
93.25
94.34
94.61
94.8
94.76
94.77
94.7
94.74
IFS- F,S' W fpa channel htanningyS
bankfull top'of bank(ft) slope'( ?) - n" .
9173 '!-1.34
dimensions -
19.3 x-section area 1.9 d mean
10.0 width 12.5 wet P
2.5 d max 1.5 h yd radi
3.1 bank ht 5.2 w/d ratio
345.0 W flood prone area 34.4 entratio
hydraulics
0.0 velocity ft/sec
0.0 discharge rate, Q cfs
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec
0.000 unit stream' power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u*
8 8 threshold rain size' mm
c eck from c. annelrnateria
12 measured D84 mm i
50.7 relative roughness ' 12.5 fric. factor
0.000 Mannin 's n from channel material

X-Section Pool 3 @ station 162.5
98
97
96
95
°- 94
w 93
92
91
90
0 20 40 60 80 100 120 140 160
Width from River Left to Right (ft)
section:
Pool
description'
'
height of instisme
nt (ft): t
_ omit distance FS .
; • '
_
notes (ft) ; (ft) elevation
:. , 96.95
94.09
94.07
93.53
93.37
93.22
92.14
91.82
91.4
• 90.93
90.84
90.66
FS FS channel
hankfull top, of bank slope )
dimF---nsions
20.6 x-section area 1.8 d mean
11.7 width 13.9 wet P
2.8 d max 1.5 h yd radi
3.3 bank ht 6 Z

draulicS '
f t.a
0.00 shear stress (Ibs/ft s
0.00 shear velocity fUsec
tf AIG
zn.i?
8$ threshold rain size mm

46;2

± .
7-7-

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
X-Section Pool 8 @ station 445
99
98
97
96
0 95
> 94
w 93
92
91
90
0 10 20 30 40 50 60 70 80 90
Width from River Left to Right (ft)
section,
Pool
description:
height of instrunient (ft); r
.omit distance FS
notes pt; ; (ft) (ft) . ?. ?. elevation ?
mom 98.41
95.65
94.54
94.05
93.72
92.86
i s - • 91.25
91.13
91.09
• 91.4
FS FS channel
? p ?fhank slopebankfull to (%)
94.05 95.07
dimensions
19.5 x-scction-area 1.9 d mean
10.5 width 12.9 wet P
3.0 d max 1.5 h d`radi
4.0 bank ht

hydraulics,"
0.00 shear stress- Ibs/ft s
0.00 shear velocity fUsec
L threshold rain size mm
0 V 01 k4

'Pa?

Pool 3
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by:
.
MAF APPENDIX
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S UT to DUTCH BUFFALO CREEK Ckdby: C
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Corporation Reference Site Date: Figure
North Carolina
Rowan Count JAN
2003
Raleigh, North Carolina

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Section 5 Riffle 1 Riffle --
107
106
105
104
0
103
w
102
101
100
0 50 100 150 200 250
Width from River Left to Right (ft)
5 33
?z ?-?' ??. ?m¦.....a? ?. ::71: ; ??" =5.32
7,7 ..
dimensions . ° ;
11.1 x-section area 1.1 d mean
10.0 width 11.3 wet P=.
1.6 d max 1.0 h d`radi
3.8 bank ht 9.0 w/d ratio
18.5 W flood prone area 1.9 ent ratio

101.28
by iauIics ..;
0.0 velocity (ft/sec)
0.0 discharge rate, Q (cfs)
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec)
0.000 unit stream power (lbs/ft/sec)
0.00 Froude number
0.0 friction factor u/u'
9 A threshold rain size mm
hs : ; :`: ' <d,> 9 ::! ;4 5.64:1
3
. _.' 142.: _ A-5
170 ?4.3
L7 190 4.84 Mffrffl?
check rdrr channel, material:
13 measured D84 (mm)
26.9 relative rou hness 11.0 fric, factor`
0.000 Manhin 's n from channel material
? 05.1

X-Section 1 Riffle 715 Riffle ---
108
107
106
105
io
0)
W 104
103
102
0 20 40 60 80 100 120 140
Width from River Left to Right (ft)
105.83
106.14
106.02
105.65
104.39
103.69
dimonsions
11.7 x-section area 1.0 d mean
11.5 width 12.3 wet P
1.4 d max` 0.9 h yd radi
3.2 bank ht 11.4 w/d ratio
16.0 W flood prone area 1.4 ent ratio
102.65
102.52
102.48
102.85
103.12
103.83
103.95
104.64
105.5
106.13

n
drouhcs , .,
0.0 velocity (ft/sec)
0.0 discharge rate; Q (cfs)

0.00 _
shear stress ((Ibs/ft sq)
0.00 shear velocity ft/sec
0.000 unit stream power (lbs/fUsec)
0.00 Froude number
0.0 friction factor u/u*
8:0 threshold rain size (mm)
106.56 cieckfrom channel material -
106.08 13 measured D84 mm
105.54 24.4 relative rou 'hness 10.7 fric. factor'
106.62 0.000 Mannin 's n from channel material

X-Section 3 Riffle 3 Riffle ---
106
105
104
•° 103
iv
a?
w 102
101
100
0 50 100 150 200 250
Width from River Left to Right (ft)
section: .
Riffle
description:
height of instrument (ft): •
omit distance 1=S
notes pt. (it) (ft). ' elevation'
' • ? 105.66
' 105.41
J 105.19
105.24
105.06
105.17
104.98
103.69
• 103.23
103.5
103.25
102.76
102.38
102.13
101.4
•• 100.96
?-• 101.02
' • 101.03
101.13
101.11
101.63
104.05
FS FS
bankfull top of ban
102.38 104
UV f p a channel Manning s
(ft) slope (`col "n
dimensions
10.2 x-section area 1.1 d me n
9.7 width 10.8 wet P
1.4 d'max ' 1.0 h yd radi
3.3 bank ht 9.1 w/d ratio
17.5 W flood prone area 1.8 ent ratio "
ydraulics -..
0.0 velocity ft/sec
0.0 discharge rate, Q cfss
0.00 shear stress Ibs/ft s
0.00 shear velocity ft/sec -
0.000 unit stream power lbs/ft/sec
0.00 Froude number
0.0 friction factor u/u'
A8 threshold rain size (mm)
check from channel material .
13 measured D84 mm
25.5 relative rou hness 10.9 fric. -factor
0.000 Mannin 's n from channel material
104.29
104.62

n

n

L

X-Section 4 Pool 2 Pool ---
106
105
104-
103-
.2
102
W
101
100
99
0 50 100 150 200 250
Width from River Left to Right (ft)
45 ,•
'¦ ' 6 5.35
J. ®y. Vii. " $8.5 ' 601
{ ¦ ? ?8?' 75 '?
dimr?nsions -
12.0 x-sectiun area 1.0 d mean
12.4 width 14.3 wet P
2.2 d`max 0.8 h yd radi
3.9 bank ht 1-2 €i

y' IaLiks ?.
0.0
f.}.;{t ?
0.00 shear stress ilbs/ft s
0.00 shear velocity ft/sec
qr?o

8 9 threshold rain size mm
• ' i 103.8
104.33
104.19
104.49

104.91
• . 104.12
104.41
104.69

X-Section 2 Pool 5 Pool ---
107
106
105
0 104 - - - - - - -- - - - -
103 -
w
102
101
100
0 50 100 150 200 250
Width from River Left to Right (ft)
Section: •
Pool
description:
heittht of instruiimer t (ft):
omit dlstar (,
e °FS
%
notes ' A. (ft)` " a(ft) ?-'elevation
•••- ? ? 105.86
105.63
105.14
105.24
105.3
105.18
104.55
102
100.89
101.19
101.51
101.86
101.92
102.3
103.12
103.96
104.76
105.13
Inn no
105.68
105.12
104.44
104.35
104.69
105.65
'FS FS - IdIanneI
bankfull top of bank slope (`o)
sum NOUN mom=
102.9 10-1.23
dimensions _
10.9 x-section area 1.2 d mean
8.8 width 10.5 wet P
2.0 d max 1.0 h yd radi
3.3 bank ht g :.

hydraulics
4 ;1

0.00 shear stress (Ibs/ffs
0.00 shear velocity ft/sec
( .I,

A A threshold grain size (mm)

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APPENDIX D
DRAINMOD SIMULATIONS

Groundwater Discharge Zone of Influence on Wetland Hydroperiod
Chewacla Soil

17,
0
0

Floodplain Surface Groundwater Number of Groundwater Number of
Elevation Above Discharge Zone of Years Discharge Zone of Years
Channel Invert2 Influence' Wetland Influence Wetland
(feet) (feet) Criteria Met (feet) Criteria Met
(Surface (Surface
Hydroperiods Hydroperiods <
<5% of the 12.5% of the
growing season) growing season)*
Fallow Field/Pasture Conditions
(relatively low surface water storage and rooting functions)
0 ----- 29/31 ----- 29/31
1 10 14/31 45 15/31
2 50 15131 90 15/31
4 100 15/31 140 14/31
6 145 15/31 185 15/31
8 170 15/31 220 15/31
Floodplain Groundwater Number of Groundwater Number of
Elevation Above Discharge Zone of Years Discharge Zone of Years
Channel Invert Influence' Wetland Influence Wetland
(feet) (feet) Criteria Met (feet) Criteria Met
(Surface (Surface
Hydroperiods Hydroperiods <
<5% of the 12.5% of the
growing season) growing season)
Forested Conditions
(relatively high surface water storage and rooting functions)
0 ----- 30/31 ---- 26/31
1 10 15/31 75 15/31
2 45 8/31 145 15/31
4 85 13/31 215 15/31
6 110 13/31 265 15/31
8 125 15/31 290 15/31
Discharge Zone of Influence is equal to '/2 of the modeled drainage spacing
J

I
SOIL PROPERTIES
Name: CHEWACLA
Number of Horizon s: 5
Root Zo ne Depth 0.
dp rf ca clay silt om cs mp cp dbmom flag Ksat
8. 1.4 .20 12.5 19.7 2.5 14.5 4 3 1.45 0 8 .91
16. 1.3 .20 27.5 52.5 1.3 4.3 3 3 1.40 0 .30
10. 1.4 .20 26.5 17.7 1.0 8.2 2 2 1.45 0 1 .41
24. 7.0 .20 27.5 37.8 1.0 4.4 1 2 1.40 0 .54
12. .0 .20 .0 .0 .3 .0 1 2 .00 0 55 .85
---------
DEPTH OF ----------
DRAINED ------------
UPFLUX FROM -------------------
GREEN-AMPT -------
WATER ---------
MATRIC
WATER WATER WATER PARAMETERS CONTENT SUCTION
TABLE VOLUME TABLE A B (THETA) (HEAD)
(cm) (cm) (cm/hr)
----- (sq.cm/hr)
---------- (cm/hr)
--------- (cc/cc)
------- (cm)
---------
---------
.0 ----------
.0 -------
.2000 .00 .00 .41 .0
10.0 .1 .2000 .45 7.19 .40 -5.0
20.0 .4 .0949 .41 3.53 .38 -10.0
30.0 2.1 .0081 2.15 13.60 .36 -20.0
40.0 5.4 .0010 4.61 24.16 .34 -30.0
50.0 8.7 .0005 6.62 30.50 .32 -40.0
60.0 12.0 .0003 8.28 34.73 .30 -60.0
70.0 15.2 .0002 9.70 37.74 .28 -80.0
80.0 18.5 .0001 10.91 40.01 .27 -100.0
90.0 21.8 .0000 11.97 41.77 .25 -150.0
100.0 25.1 .0000 12.90 43.18 .23 -200.0
120.0 31.7 .0000 14.47 45.29 .21 -300.0
140.0 38.3 .0000 15.76 46.80 .21 -340.0
160.0 44.9 .0000 16.84 47.93 .20 -400.0
200.0 58.0 .0000 18.57 49.52 .18 -600.0
250.0 73.3 .0000 20.19 50.78 .16 -1000.0
300.0 89.7 .0000 21.44 51.63 .14 -2000.0
400.0 122.7 .0000 23.28 52.69 .12 -5.000.0
500.0 155.6 .0000 24.59 53.32 .10 -10000.0
700.0 221.5 .0000 26.40 54.04 .10 -15300.0
1000.0 320.3 .0000 28.11 54.59 .07 -102000.0

1
SOIL PROPERTIES
Name: WEHADKEE
Number of Horizon s: 3
Root Zone Depth 0.
dp rf ca clay silt om cs mp cp dbmom flag K sat
8. 1.4 .20 12.5 41.9 3.5 6.1 4 3 1.48 0 4 .36
32. .3 .20 27.5 52.5 1.2 4.3 3 2 1.40 0 .23
10. .0 .20 .0 .0 .4 .0 2 2 .00 0 59 .08
---------
DEPTH OF ----------
DRAINED ------------
UPFLUX FROM -------------------
GREEN-AMPT -------
WATER ---------
MATRIC
WATER WATER WATER PARAMETERS CONTENT SUCTION
TABLE VOLUME TABLE A B (THETA) (HEAD)
(cm) (cm) (cm/hr)
--- (sq..cm/hr)
---------- (cm/hr)
--------- (cc/cc)
------- (cm)
---------
---------
.0 ----------
.0 ---------
.2000 .00 .00 .46 .0
10.0 .0 .2000 .34 3.53 .46 -5.0
20.0 .2 .2000 .42 1.88 .45 -10.0
30.0 .3 .1243 .47 1.33 .44 -20.0
40.0 2.6 .0119 6.05 12.83 .42 -30.0
50.0 5.9 .0020 12.85 22.08 .41 -40.0
60.0 9.2 .0012 19.29 28.24 .38 -60.0
70.0 12.6 .0007 25.29 32.65 .36 -80.0
80.0 15.9 .0004 30.84 35.95 .35 -100.0
90.0 19.3 .0003 35.98 38.52 .32 -150.0
100.0 22.6 .0002 40.74 40.58 .29 -200.0
120.0 29.4 .0000 49.23 43.66 .26 -300.0
140.0 36.1 .0000 56.57 45.86 .26 -340.0
160.0 42.9 .0000 62.99 47.52 .24 -400.0
200.0 56.3 .0000 73.68 49.83 .22 -600.0
250.0 71.4 .0000 84.15 51.68 .19 -1000.0
300.0 88.3 .0000 92.44 52.91 .16 -2000.0
400.0 122.0 .0000 104.87 54.45 .12 -5000.0
500.0 155.8 .0000 113.90 55.38 .10 -10000.0
700.0 223.2 .0000 126.42 56.44 .09 -15300.0
1000.0 324.4 .0000 138.26 57.23 .06 -102000.0