20050893 Ver 1_Restoration Plan_20081001

September 26, 2008
Ms. Cyndi Karoly
NCDWQ
401 Unit Supervisor
1650 Mail Service Center
Raleigh NC 27699-1650
RE: Final Mitigation Plan
US 521 Landfill/Elon Property, Mecklenburg County, North Carolina
DWQ Project No. 05-0893; USACE Action ID No. 200531884,
Dear Ms. Karoly:
On behalf of Mecklenburg County, HDR Engineering, Inc. of the Carolinas is pleased to
submit the Final Restoration Plan for the Davie Park Stream Restoration project which is
a component of the comprehensive mitigation plan developed for the impacts associated
with the US 521 Landfill project referenced above.
Pursuant to item 8 in the mitigation section of your August 16, 2006 401 certification to
Mecklenburg County, the Division of Water Quality was to receive a copy of the final
plan and provide written approval prior to construction of permanent facilities. Please
find enclosed the final plan and supporting background information for. this phase of the
comprehensive mitigation plan. Construction drawings are currently being developed
based on this plan and will include designs and specif cations that meet current land
quality and stream restoration guidance as found in the latest versions of the State
guidelines. Copies of the final construction drawings will be sent to the Division when
completed.
Thank you in advance for the Division's review of the final plan. We look forward to
hearing from you with any approvals or comments/concerns such that they can be
addressed' during the construction drawing development. . If you should have any
questions regarding information contained in this letter or the submitted stream
restoration plan, please feel free to call me at 704.338.6778.
Respectfully submitted, `
Chris Matthews
Project Manager
Enclosure
cc: Amber Lindon, Mecklenburg County
File
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OCT 1 2008
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V&-WDS AND STt3RMWATER BRANCH
HDR Engineering, Inc. of the Carolinas 128 S Tryon Street
Suite 1400
Charlotte, NC 28202.5004
Phone: [phone]
Fax: [phone]
www.hdrinc.com
HABITAT
ASSESSMENT AND
RESTORATION1f1 ^1y'.i
PROGRAM, INC. _ -...k
Mecklenburg County
North Carolina
DAVIE PARK
STREAM RESTORATION PLAN
FINAL
September 2008
Restoration Plan
USACE Action ID. No. 200531884
DWQ #050893
Davie Park Reach, UT to Four Mile Creek,
William R. Davie Park, Mecklenburg, County, NC
September 26, 2008
Prepared for HDR Engineering, Inc. of the Carolinas by:
HARP, Inc
9305-D Monroe Road
Charlotte, NC 28270
Q
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TABLE OF CONTENTS
1. Project Goals and Summary 1
2. Location and Background Information 2
2.1 Location 2
2.2 Watershed Area and Land Cover 2
2.3 Watershed Physical Setting 2
2.4 Historical Characteristics of the Watershed 3
3. Existing Site Conditions 3
3.1 Existing Stream Morphology 3
3.2 Stream Stability Conditions 4
3.3 Stream Bed Sediment Characteristics 4
3.4 Vegetative and Wetland Communities 4
4. Reference Site Information 5
5. Regime Data Analysis 6
6. Manning's Equation-based Estimation of Bankfull Discharge 7
7. Stream Restoration Design (with Storm Water Best Management 7
Practices)
7.1 Stabilizing Gully and Piping Erosion Problems 7
7.2 Stream Restoration Work 8
7.3 Storm Water Best Management Practices 10
7.4 Conservation and Enhancement of Vegetative Communities 11
8. Stream Stability Measures and Assessment
8.1 Bank Stabilization 12
8.2 Stability Assessments 13
9. Monitoring and Contingency Plans 13
10. Conservation Easement 14
11. References 15
List of Figures
1. Site Location Map
2. Topographic Map of Restoration Watershed
3. Soils Map of Restoration Vicinity
4. Geologic Map of Restoration Vicinity
5. Historical Aerial Photograph Montage
6. Planform Map of Existing Stream Conditions; Davie Park Reach
7. Cross Sections of Existing Stream Conditions; Davie Park Reach
8. Longitudinal Profile of Existing Stream Conditions; Davie Park Reach
9. BEHI for Existing Stream Conditions; Davie Park Reach
10. Existing Sediment Characteristics; Davie Park Reach
11. Existing Vegetation Characteristics; Davie Park Reach
12. Restoration Design; Planform Map, Lower Area
13. Restoration Design; Planform Map, Upper Area
14. Restoration Design; Planform Map of Headwater Storm Water BMPs
15. Restoration Design Morphology, Longitudinal Profile
16. Restoration Design Morphology, Dimension
17. Restoration - details
• Riffle and Outer Meander Bend
• Fascine
• Rock Vane
• Riparian Stream Bank and Buffer Planting Detail
• Riffle and Grade Control
18. Sediment Stability
a. Tau - Threshold Curve (Shield's Criteria)
b. Sediment vs. Velocity Nomogram
19. Conservation Easement Map
List of Tables
Table 1. North Carolina Piedmont Regime Equation(s) Data
Table 2. Bankfull Discharge Calculations using Manning Equation
Table 3. Morphologic (Rosgen) Parameters for Reference and Restoration Sites
Table 4. Planting Schedule for Stream Banks, BMP berms & Conservation Buffer
Table 5. Proposed Restored Longitudinal Profile
Appendices
404/401 Certifications
Survey Data Tables
BEHI Photos
Other Relevant Correspondence
Other Supporting Materials
ii
1. Project Goals and Summary
The goal of this restoration plan is to restore, to the extent possible, natural attributes and
values to approximately 1580 feet of the uppermost jurisdictional waters of an un-named
Tributary to Four Mile Creek located within the property boundaries of the William R.
Davie Park, in south central Mecklenburg County off of Highway 51 (Pineville-Matthews
Road) between Providence and Rea Roads (see Figure 1). Four Mile Creek (USGS
Hydrologic Unit Code 03050103) is a tributary to McAlpine Creek, the latter draining
via Sugar Creek to the Catawba River along the free flowing stretch of the river south of
Lake Wylie that has recently (June 11`x', 2008) received formal designation as a "South
Carolina Scenic River" in York, Chester and Lancaster Counties of South Carolina. High
levels of bacteria and sediment have placed Four Mile Creek, a tributary of the Catawba
River, on the North Carolina 303(d) list of impaired waterways.
The approximate 1500' long reach within the boundaries of the Park property is highly
incised and degraded having a Rosgen G5 class. This first order headwater perennial
stream has 6 to 8 times the channel cross sectional area than that of a stable natural
stream of similar settings. Channel degradation and incision is ongoing with at least 3
major active headcuts, extensive areas of eroding banks, recently toppled trees and poor
bed structure. Channel incision has also removed the stream from any hydraulic
connection with the adjoining flood plain, which, in the upper 40% of the proposed
restoration area, has extensive wetland areas.
This project is part of a comprehensive mitigation plan (Corps ID # 200531884 and
DWQ #050893) prepared for impacts to streams and wetlands as a result of the
implementation of an approved Master Plan for the U.S. 521 (Foxhole) Landfill and
adjoining properties. The Master Plan was a cooperative effort between Mecklenburg
County Solid Waste, Mecklenburg County Park and Recreation and Charlotte-
Mecklenburg Schools that provided for the development of recreation facilities, a school
and landfill facilities on County-owned land. The mitigation plan was prepared for
Mecklenburg County by HDR Engineering, Inc. of the Carolinas and Habitat Assessment
and Restoration Program, Inc. and was approved in mid-late 2006.
The restoration plan discussed in detail herein follows a natural channel reference design
model as recommended by the NCDWQ guidelines (NCDWQ, 2001) and is largely based on
geomorphic, hydrologic, and habitat attributes documented in natural reference reaches
identified under comparable watershed settings from the surrounding Piedmont. Included
in the plan are a number of additional storm water best management practices to improve
the quality of receiving waters, enhance existing floodplain wetlands, attenuate peak
storm flows, and to promote groundwater recharge and interstorm base flow conditions.
A permanent conservation easement extending a minimum of 50' to both sides of the
restored stream is to be established, but long range plans for the park are to conserve all
the remaining woods extending from the creek to the open park land on the west and the
South Charlotte Middle School on the east.
1
2. Location and Background Information
2.1. Location. The site (see Figures 1 and 2) lies just south of Highway 51,
approximately 1 mile west of the Providence Road intersection with the William R.
Davie Mecklenburg County Park. It can be reached by taking the Providence Road exit
off of I-485 traveling north to Highway 51 (Pineville-Matthews Road), turning left (west)
and continuing approximately 1 mile on Highway 51 to the entrance to William R. Davie
Park on the left. Once entering the park, take the first left and park in the soccer field
parking lot. A trailhead is found along the edge of the adjacent woods just behind the
fenced in children's playground equipment area. The trail quickly drops down to the un-
named tributary in question and then turns south and follows the reach proposed for
restoration documented in this plan.
2.2. Watershed Area and Land Cover. Figure 2 shows the watershed area that drains to
the proposed restoration reach. It is drawn from a combination of USGS and County
topographic maps and includes approximately .2 to .23 square miles of area. Current
aerial photography indicates that the land use within the watershed is approximately 80%
wooded (including scrub/shrub) with the remaining 20% divided between roadways,
grassed lawns, fairways, and playing fields, and residential and institutional (school and
park) buildings. The total impervious land is estimated to be only 7-10%; and future
development within the approximately 15% of the watershed that is currently
undeveloped and under private ownership will likely limit impervious land cover to less
than 15% of the watershed at built-out conditions.
2.3 Watershed Physical Setting_ Figures 3 and 4 show small sections of published
geologic and soils maps for the watershed.
Soils in the upland areas of the watershed are dominated by Cecil sandy clay loams to the
• east and Davidson sandy clay loams to the west. Slopes are a mix of these two types with
• additions of Wilkes loam. The dominant type of soil in the bottomlands along the creek is
Monacan flood plain alluvial deposits of various mixes of clay, silt and sand. The
alluvial nature of the bottomland soils can be linked to the extensive incision and unstable
nature of the stream and its banks along the reach in question. Numerous areas of
• underground piping and collapse of the soil surface are present from incipient gully and
• channel development. Field investigation of the stream bottomland corridor reveal
mottled hydric soils in the upper 30-40% of the valley floor extending 30 to 50 feet from
the creek.
The USGS Geologic map of the Charlotte 1 x 2 quadrangle (USGS Map I-1251-E, 1981)
indicates that the watershed is dominantly underlain by Paleozoic meta-diorite and meta-
gabroic rocks. These darker coarse to medium grained mafic rock assemblages can be
seen exposed at the site in a few rock nick points along the bottom of the creek, and in a
few residual `core' stones scattered about in the bottomlands and adjacent hill slopes.
Within Mecklenburg County, streams draining the more mafic Paleozoic assemblages
tend to have more irregular and steeper topographic relief and more frequent occurrence
2
of bedrock based riffle sections. While these mafic types of soil protoliths commonly
give rise to clayey and more tightly structured soils, soils in this area dominated by loam
and sandy loam.
2.4 Historical Characteristics of the Watershed. Figure 5 shows a montage of historical
aerial photographs for the watershed from the archive of Mecklenburg County and the
Soil Conservation Service dating back to 1938. From this historical series, it is clear that
the parcel has maintained its predominantly wooded characteristics for at least 70 years.
This is consistent with the species and size of bottomland hardwoods on the property (e.g.
24" dbh black walnut). Highway 51 to the north has maintained its historical alignment.
Currently open parkland to the west and the open school field to the east both appear to
have dominantly been placed on the historical open pasture areas. The pattern of land use
shown on the aerials, when combined with site-specific observations and historical
regional information on agricultural practices, does however suggest that prior to 1938
the land had been cleared and undergone significant erosion and gully development (see
discussion of existing conditions below). This is consistent with a typical SE US
Piedmont historical pattern of having a period of aggressive hill slope erosion (in
conjunction with upland land clearing and poor farming practices) in the late 1800's and
early 1900's, followed by limited efforts of soil conservation (SCS) or upland land
abandonment and reforestation between 1930 and 1950.
3. Existing Site Conditions
The prior sections have described the current and historical characteristic of the overall
watershed that drains to the stream reach proposed for restoration. This section and
Figures 6-11 describe the current stream morphologic conditions and vegetative
communities within the immediate stream corridor.
3.1. Existing Stream Morphology. The impaired nature of the Davie Park Branch reach
had been initially identified and described in a document titled: "Stream Restoration
Project Feasibility Study" prepared for Mecklenburg County by Buck Engineering. A
more detailed and comprehensive survey of existing conditions were completed in
preparation for the proposed restoration to better characterize the reach and provide a
sound basis for the preparation of a detailed restoration plan. Seven cross sections, a
detailed stream planform, a longitudinal profile, a BEHI survey, and a streambed
sediment study were completed to carefully document existing conditions. The various
types of data collected are presented in their standard graphical forms in Figures 6 to 11
and the raw survey data for the cross sections and longitudinal profile are also found in
the appendices.
The existing morphologic characteristics of the creek are shown in planform view in
Figure 6, in cross section view in Figure 7, and in profile view in Figure 8. Morphologic
parameters are annotated on the figures. The planform map shows the location of
headcuts and documents the unstable development of three storm water gullies in the
uppermost area of the catchment. These gullies have evolved from areas of underground
3
piping of storm water within the underlying highly erodible Monacan soil series.
Meander characteristics are highly variable with some indications of possible historic
channelization (see attached photos). Below the major headcuts, the entire length of the
stream has a grossly enlarged and unstable dimension. Approximately 50% of the
existing reach has planform characteristics that are also unstable (e.g. radii of curvature
less than 2 times bankfull width). The cross sections also reveal a number of low stage
bankfull indicators approximately 1-2 foot above the streambed. A comparison of
bankfull widths, heights and areas to the regime data (see Table 1) indicates that the
stream has become a highly incised or embedded "G" type stream. The stream is
currently cut to the bottom of the in-filled Monacan alluvial soils with the valley floor as
evidenced by the diorite bedrock nick points found intermittently along the bed of the
stream.
3.2 Stream Stability Conditions. Bank Erosion Hazard Index (BEHI) and Near Bank
Stress (NBS) semi-quantitative assessments have been done along the reach using
standard Rosgen-type survey protocols. The reach was divided up into a series of
internally consistent segments and for each of these, parametric data was collected to
define and rank the left and right banks using the BEHI and NBS criteria. The resulting
BEHI values are presented in graphical form in Figure 9. Overall the stream banks are
dominated by conditions of moderate erosion hazard based on the BEHI data, but when
these data are combined with the NBS, they yield estimates of .1 to .2 ft/yr of bank
erosion. When the total bank areas along the reach are summed this provides a general
estimate of approximately .5 to 1 tons of sediment on an annual basis. This does not
include contributions from the noted areas of incipient gully development, underground
piping or contributions from upland sources.
3.3 Stream Bed Sediment Characteristics. In order to characterize the existing stream, the
profile and planform survey identified the dominant remaining riffle areas along the
incised channel. Outside of these limited residual riffle complexes, the streambed is
composed of a medium to fine grained sand-dominated run with a few shallow pools. A
standard pebble count was conducted to characterize the armor of the residual riffle areas
and three sub-armor sediment samples were collected for laboratory grain size analysis.
The pebble data and grain size analysis are presented in graphical form in Figures IOa
and IOb. The data provide a means to compare the observed sediment transport
conditions to predicted transport models (e.g. Shield's Curve); and thus to validate
sediment transport assumptions used to prepare the restoration plan and assure long term
stability of the stream in its restored state. The sizes of the cobbles found in the stream's
current riffle areas are all significantly smaller than the mobility limit for the stream's
current embedded conditions consistent with them being representative of the current
sediment load.
3.4 Vegetative and Wetland Communities. A survey of the tree canopy abutting the
unnamed tributary to Four Mile Creek was performed as part of the survey of the site's
existing conditions. Two communities were identified that are distinct with a short span
between the two that has a species composition that reflects a transition from one zone to
4
the other. The communities are laid out in Figure 11 along with the approximate location
of wetlands.
Community 1 covers the upper drainage of the tributary and has a significant portion of
the area as wetlands. The canopy is closed with an average diameter breast height of 10"
and is dominated by Red maple (Acer rubrum to 20" dbh). Also present are American
elm (Ulmus americana to 6" dbh), Sweet gum (Liquidambar styraciflua to 10" dbh),
Sycamore (Platanus occidentalis to 10" dbh), and Green ash (Fraxinus pennsylvanica to
18" dbh). The subcanopy is dominated by American elm with the shrub layer essentially
absent, but it does contain Privet (Ligustrum sinense). Herbs are sparse due to dense
shade and consist of Arrow arum (Peltandra virginica), Sedge (Carex spp.), and River
oats (Chasmanthium latifolium).
Community 2 also has a closed canopy but is more similar to a bottomland hardwood
forest. The canopy has an average dbh of about 12" and is dominated by Yellow poplar
(Liriodendron tulipifera to 30" dbh). Also present are River birch (Betula nigra to 20"
dbh), Green ash to 16" dbh, Red maple to 10" dbh, American elm to 12" dbh, Eastern red
cedar (Juniperus virginiana to 24" dbh, Black walnut (Juglans nigra to 20" dbh), and
Sweet gum to 18" dbh. The subcanopy contains Red maple, Red mulberry (Morus
rubra), Eastern red cedar, and Northern red oak (Quercus rubra). The shrub layer is
sparse but is dominated by Autumn olive (Elaeagnus umbellata) with Privet also present.
4. Reference Site Information
The primary reference reaches that have been used to assist in the preparation of the
restoration plan for this headwater reach are located in the surrounding areas of
Mecklenburg County with a bias to those also founded on mafic rock assemblages with
similar soil, land cover and topographic conditions. As the restoration reach
encompasses a watershed from its inception to approximately .2 square miles of drainage,
a range of reference reaches has been used to generate three sets of design criteria. The
reference reach and design criteria are included in Table 3. Streams within the Piedmont
of North Carolina that are underlain by mafic rock assemblages can have mixed affinities
within the Rosgen natural stream classification. When applied to streams within
Mecklenburg county, some of the more stable `equilibrium' reference reaches are steeper
and more irregular B class streams (with abundant bedrock sections and limited
sinuosity), some are C class stream with low (.005 to .01) gradients and low to moderate
sinuosity, and some are C/E transitional class streams with low (<.001) gradients,
moderate sinuosity, and few bedrock areas, lying within broad flat floodplains filled with
alluvial deposits. The overall valley characteristics of the reach to be restored here
dictate that a mix of C/E and B reference reaches be applied in the restoration plan. The
reference reach data assembled in Table 3 have been documented using the standard
morphologic survey techniques. They have been documented in prior restoration plans
prepared and submitted under the North Carolina guidelines for stream work (April,
2001). Site visits and background information for each of the reference reaches used in
this plan can be accommodated on an as-requested basis.
5. Regime Data Analysis
One method of determining the likely dominant (channel forming) discharges and stable
channel morphological dimensions in a given setting physiographic setting is to use
"regime" relationships worked out by analysis of streams that have good bankf ill
morphologic indicators as well as USGS gauging. This analysis has been done for rural
and urban Piedmont streams in the Piedmont (Harmon et. al, 1999) and generated the
following sets of relationships:
Urban Streams (this set is in meters and km2): Rural Streams (this set is in feet and miz):
Abkf= 3.11 AW 0.64
Qbkf = 5.44 A,,, 0S7
Wbkf = 5.79 A,y 0.32
Dbkf = 0.54 A,,, 0.32
Abkf= 66.57 A,, 0s9
Qbkf = 18.3 1 AW 0.75
Wbkf = 11.89 AW 0.43
Dbkf= 1.50 A,,, 0.32
In these equations,
AH, = the drainage basin contributing area
Abkf = cross section area of flow at the bankfull stage
Qbkf = discharge at the bankfull stage
Wbkf = width of the water surface at the bankfull stage
Dbkf = mean depth of flow at the bankfull stage.
In a follow up study to the urban stream analysis of Harmon et.al., 1999, Forsythe et al.,
2004 reanalyzed the urban bankfull relationships to watershed area for stream located in
the Charlotte metropolitan area. This latter study recorded stage and discharges directly at
sections with bankfull indicators rather than by extrapolation from USGS gauging station
cross sections. It also verified scaling laws within individual urban watersheds. The
second study verifies the earlier conclusion that urban watersheds have adjusted
(enlarged) geometries in the Piedmont, but indicates the earlier study over estimated the
adjustments. The modified set of urban relationships (in feet and mil) is:
Abkf= 45.57 A,, 0.64
Qbkf = 169.55 AH, 0.70
Wbkf = 21.53 A,,, 0.29
Dbkf= 2.11 AW 0.35
The stream drainage area pertaining to this project is shown in Table 1. Both the rural
and urban estimates for Abkf, Qbkf, Wbkf> and Dbkf generated from the above equations are
listed in this table. It should be noted that a preponderance of the data used to generate
the urban curves was obtained from built out medium to large metropolitan watersheds
with USGS gages. The values for bankfull discharges under rural and urban conditions
6
are dramatically different, begging an implied history of instability as the creeks
transition from rural to urban conditions within their watersheds.
6. Manning's Equation-based Estimation of Bankfull Discharge
The observations of bankfull indicators within the reference and relocation reaches allow
the Manning Equation to be used to estimate the bankfull discharge associated with this
morphologically defined `equilibrium' stage. This then provides a second means in
addition to a consideration of the Regime-based estimates (discussed above) to check the
validity of the proposed restoration channel morphology (which is primarily based on
reference reach information). The surveyed estimates of cross-sectional areas, wetted
perimeters, and channel slopes, along with estimated Manning's roughness coefficients,
allow an average discharge calculation for the reach to be determined using Manning's
Equation. The input parameters and calculated results are presented in Table 2. The
estimate of Manning's roughness coefficient is somewhat subjective and brings some
ambiguity into these calculations. A roughness coefficient value of .026 is adopted for
the tributaries based on the depth of bankfull flow with respect to diameter of channel
bed materials, the stable bed framework, and bed material sizes following concepts
summarized in Arcement and Schneider, 1984. This base value is then modified for other
resistance factors such as sinuosity, bank vegetation, and obstructions. To reflect
reasonable variation of these parameters within the studied stream reaches, two values of
roughness coefficients (.03 and .04) were used to calculate a range of discharge values.
The resulting calculations for channel discharge allow a verification of design goals by
comparing the hydraulically determined values to either regime-based or rainfall runoff
estimates. In this specifics of this case, it is clear that the bankfull indicators found along
the Davie Park reach are representative of dominant flows more consistent with Rural
Piedmont reference conditions than those of the Urban Piedmont reference reaches. This
is consistent with the long term (>70 year) forested state of 80% of the contributing
watershed and validates the selection of the reference reaches that have been assembled
to guide the restoration plan presented below.
7. Stream Restoration Design with Storm Water Best Management Practices
(BMPs)
There are four basic elements to this restoration plan: 1) infilling existing gullies and
incipient areas of piping and soil collapse; 2) constructing approximately 1560 linear feet
of new I't order intermittent to perennial stream using nature reference reach criteria; 3)
putting in place 13 storm water BMPs to safeguard the restoration from future erosion,
and enhance wetland and stream hydrology and water quality; and 4) conserve and
enhance a bottomland wetland and upland habitat stream corridor. These elements are
briefly described below.
7.1 Stabilizing Gully and Piping} Erosion Problems. From the area just below Highway 51
to the end of the proposed 1560-foot long restoration reach, approximately 10 areas of
7
concentrated gully and piping related erosion have been identified for remediation. The
summed length of this infilling and re-vegetation work is approximately 1,800 feet in
length with typical widths of 4 to 8 feet and depths of 3 feet. The infilling will require
approximately 2,700 cubic yards of fill (entire project) to recover the soil to within 1 foot
of the surrounding forest floor. Clear fill dirt with adequate fertility for re-establishment
of native plants will be used. Existing vegetation is to be left in place, except where
logistic issues require removal. All areas of fill will be re-vegetated according to the
planting plan described below.
7.2. Stream Restoration Work. There are three morphologic perspectives on the stream
restoration design and two additional habitat and stability issues. The morphologic
factors are: planform, dimension, and longitudinal profile. These are separately discussed
below and illustrated in the design sheets shown in Figures 12 to 16. The bed habitat is
broken down into riffle and pool areas, which are shown in pattern view on Figures 12
and 13 and in longitudinal profile view in Figure 15. The sizes of bed materials are listed
in Table 1. The details for bank and riparian planting are shown in Figures 16 and 17d in
cross section and plan view, respectively. The riparian planting is separately discussed
below, as is the analysis for stability.
Figures 12, 13 and 14 are plan views of the proposed restoration work on the tract.
Figure 12 shows the lower half of the proposed stream restoration work from the
proposed tie-in with the existing creek up to curve #22, which is approximately 1100
linear feet from the lower tie-in. Figure 13 shows the continuation of the stream
restoration work up to the jurisdictional end of the channel anticipated at approximately
1560 linear feet from the down stream tie-in point. The details for meanders, riffles, in
stream structures, existing trees, and proposed storm water wetland retention areas are all
laid out on these figures in plan view.
The plan view of the restored stream follows the reference reach parameters identified
and summarized in Table 3. The restoration will be constructed `off-line' for the lower
21 meander curves, and essentially `on-line' for the remaining upstream areas. In
determining a final alignment to use in the newly constructed channel areas from curve
22 to the tie-in, care was taken to avoid to the extent possible the removal of existing
trees with diameters in excess of 8-12 inches. In this portion of the work, less than 1-2%
of the trees will be disturbed by the new alignment. Access for construction may impact
some additional trees beyond those within the specific new stream channel corridor, but it
is the intent to work with smaller equipment in a longitudinal rather than transverse
fashion to establish the new stream alignment and restrict impacts on existing vegetation.
To the extent possible, the restoration plan keeps the edge of the new stream bank 8 to
12' from existing large trees; and an effort was made to limit the anticipated disturbance
of root mass during construction to less that 30% of the `drip' edge for existing large
trees.
In the upper areas where the new stream is being constructed `on-line', the existing over-
widened and deepened `G' type channel is to be: 1) first filled with clean dirt to within
8
approximately 18" of the newly proposed stream bed elevation; 2) then lined with
geotextile (overlaid with some stone) to prevent subsurface piping and collapse of the
new stream bed; and 3) then again filled with new clean fill to construct the base for the
new stream bed and banks. Fill dirt must be sufficient in fertility and soil structure to
promote establishment of a native assemblage of plants (see planting plan discussed
below). No aggregate will be allowed within 1' foot of the new stream bank or bed.
Existing vegetation along the old channel is to be removed to the extent that it interferes
with the establishment of a consolidated and competent new stream foundation. Trees of
appropriate diameter and species are to be harvested for root wads and log vanes.
Additional shrub and herb harvesting opportunities may also be available here to meet
some of the native replanting goals (e.g. populations of `river oats' along the banks could
be recycled to establish vegetation on the storm water berms).
Radii of curvature are generally considered in equilibrium with streams when they are
approximately 2.4-2.6 x the bankfull width (Newbury, R. W., and Gaboury, M N, 1993),
and this is consistent with the design meander bend radius shown in Table 3. Using
reference reach conditions, the newly aligned and restored reaches are broken up into
riffle and pool areas by a combination of natural hydraulic action, and use of in-stream
structures (discussed below). The pattern of meanders will stabilize pools at the apex of
the meander bend. Emplaced rock sill structures will be used under or at the heads or tails
of riffle zones and will act to stabilize pools in the areas between meanders. The upper
and lower tie-in areas to all restored elements will have grade control installed. Where the
stream is proposed to have riffle areas in the inflection areas between meanders, steeper
gradient sections will be stabilized by the use of a combination of rock sills, and
appropriately sized riffle armor for immobility (threshold sizes as indicated in Table 3).
Typically, this requires that the upper D84 size for the riffle cobble or boulders be 1.5
times the maximum diameter of largest particle mobile at the bankfull stage for a stream
with adequate flood prone widths for appropriate attenuation of bed shear stresses during
overbank events.
The new dimensions for the stream to be restored are shown in Figures 16. A typical
inflection and meander cross section is shown, with stream grade and bank stability
bioengineering measures. Using the reference reach sections the bankfull areas as well as
bankfull width and depth ratios have been adjusted to promote hydraulic and sediment
transport continuity in the reach. The meander bends are restored to more appropriate
cross section areas that should limit rates of aggradation on the inner point bars to values
more in line with geologic rates of meander cut bank migration. The final restoration
reach will have similar bankfull cross sectional areas and bankfull average depths as
those that are typical for the reference reach areas.
During construction, the stream will be first graded to an average slope. Then riffle
material will be emplaced to create the basic riffle and pool water surface variations.
Hydraulic action during the first year of flow will both excavate meander pools along the
outer channel perimeter in the meander bend areas, as well as deposit sand and gravel in
inner meander bend areas to form the point bars. The inner meander bend areas are
9
purposely graded to lower (;:4:1) slopes to provide space for the growth of inner point
bars, as well as to lower bed shear stresses in order to promote sedimentation on the point
bars.
A new longitudinal profile will be established for the restored stream. There are two
important aspects of this work. First, the stream profile is to be elevated to bring it into
typical channel connectivity to the adjoining floodplain and bottomland wetlands, and
thus both restore wetland function within the associated bottomland areas, as well limit
bed shear stresses that can cause erosion of bed and banks to equilibrium bankfull values.
Secondly, each profile is broken into riffle and pool habitat areas to restore aquatic
habitat into the reach. While Figure 15 shows a flat bed profile within the demarcated
pool zones, this is only for the purposes or ease of construction. Within months, but
certainly within one year, the hydraulic action of the stream will redistribute bed
sediment and create the requisite equilibrium pool structure. The proposed changes in
riffle and pool grades of the bed are to be achieved by construction of riffle and rock sill
structures. These zones are founded with cobbles and boulders that are sized to be over
the mobilization threshold diameter (as discussed above) for bankfull events, but then
supplemented with a range of decreasing sizes to provide the requisite diversity of
materials to mimic reference reach conditions. Over time in stream sediment transport
develops and maintains an equilibrium distribution of sizes of particles that supports the
aquatic habitat within the streambeds riffles, bars, and pool areas.
7.3. Storm Water Best Management Practices Figures 12, 13 and 14 show the location of
12 storm water retention areas to be constructed as low impact pocket wetlands. These
areas will intercept storm water, promote groundwater recharge, improve water quality,
and attenuate peak storm discharges from the adjoining developed upland areas. The
retention areas have been carefully placed to intercept areas of concentrated overland
flow, to limit future continued piping and gully development, and separate or disconnect
the new stream channel from direct runoff from upland areas. The construction of these
low impact wetland-groundwater recharge cells does not require the removal or grading
with the BMP areas themselves, except where old collapse or gully areas are to be filled.
8 to 12 inch deep storage pools are to be created and flooded for 4 to 12 hours during and
after storms within the existing forested bottomlands in a manner that is compatible with
existing vegetative communities and wetland hydrology. The retention is to be achieved
by construction of very low head vegetated and earthen berms down slope that are to be
weaved amongst the existing mature trees along topographic contours on top of existing
grades. Beneath each berm, a geotextile skirt will placed and backfilled in a shallow
trench to prevent under piping of sediment during the interflow period produced by
storms. In this manner, the entire bottomland flood plain becomes a series of
groundwater cells that are protected from hygroscopic sediment transport. Prior to
finalization of the placement of these storm water BMPs 6 double ring infiltrometer tests
were run (locations shown on Figures 12, 13 and 14) to verify that infiltration rates were
sufficient to drawdown retained storage behind each of the low head earthen berms. The
results are tabulated in Figure 14. These results demonstrate that drawn down of waters
occurs within 6-8 hours for each cell under current soil conditions. The low impact
10
nature of the proposed groundwater recharge areas should only enhance the hydrology for
the wetland areas and thus pose no significant impacts on existing wetland. Native
shrubs and herb species will be planted on the earthen berms that are consistent with the
existing communities and bottomland settings.
7.4. Conservation and Enhancement of the Existing Vegetative Communities. The
enhancement of the vegetative communities within the restoration area includes 1) re-
establishment of riparian vegetation on the new stream banks and within the disturbed
areas of the bottomland floodplain (disturbed by stream construction and the filling of old
erosional features) and 2) the control of invasive species.
Figure 17 details the planting scheme for the stream bank and buffer restoration
components of project site. The plan includes a list of the types of tree and shrub species
that will be used to vegetate the buffer surrounding the project as well as the vegetation
that will be used to stabilize the slopes of the new stream banks. These new stream banks
will be covered with matting, seeded with a temporary grass seed mixture and then live-
staked using native material. This covering will extend at least 1 feet beyond the top of
bank. The live stakes will be planted on 18 - 24' centers, starting from the top of the coir
fiber log to the top of bank. Trees are typically to be planted on 8' centers and monitored
such that the replanted areas retain at least 320 trees per acre. Stream banks are typically
live-staked on 24" centers supplemented with some plugs to establish greater diversity. A
list of the native plants acceptable for these elements is found in Table 4.
A few non-native invasive species were observed when the vegetative communities of
Davie Park were surveyed. These are found in Communities 1 and 2 (see Figure 11), but
the presence is most notable in Community 2. The species are Autumn olive, Japanese
grass, Chinese privet, Japanese honeysuckle, and Oregon grape. The management of
these 5 species within the Davie Park Restoration/Enhancement area will provide
different challenges depending upon the species.
Oregon grape is a woody perennial shrub and is easily managed by cutting and poison.
There were only a few specimens of this shrub found.
Privet is also a woody perennial shrub and is found to be little more abundant in the
restoration areas. However, it can also be managed by cutting and poison.
The most dominant invasive seen in the restoration area is Autumn olive, another woody
perennial shrub. It is quite common in Community 2 and dominates the shrub layer. Its
management may require a plan of regular cutting and poison because it grows on
abutting woodland and is easily spread by birds.
Japanese grass is an annual C-4 shade tolerant grass that is found in patches in both
communities, but mostly in Community 2. It may be managed over time by spraying,
pulling, and perhaps cutting in late summer before seed matures, however it has a large
seed bank that is viable up to 5 years.
11
Japanese honeysuckle is a woody perennial vine that is common in both communities. Its
management is most problematic due to its widespread occurrence. Mechanical and
chemical management are effective if timed properly and would require periodic efforts,
as would the earlier mentioned species.
INVASIVE SPECIES
Common Name Scientific Name Form
Autumn olive Elaea nus umbellata Shrub
Chinese rivet Li ustrum sinense Shrub
Japanese grass Microste ium vimineum Herb
Japanese honeysuckle Lonicera 'a onica Vine
Oregon grape Mahonia bealei Shrub
8. Stream Stability Measures and Assessment
8.1 Bank Stabilization. The banks are to be established as shown in the attached figure
for the stream cross sections in meander and riffle areas (Figures 16 and 17b). Banks in
inflection zones are to be 1.5:1 or lower. The base of the slopes in areas susceptible to
erosion (outer banks on meander bends, and in the flank areas of riffles (without cross
vane materials) are to be lined with 7 lbs/ft coconut fiber logs staked according to the
directions of the manufacturer. Erosion control matting is to be place on all slopes that
are cut or filled. Plastic netting on the matting is not permitted as it traps animals.
Any soils not judged to be appropriate for plant establishment is to be amended prior to
matting. If banks of clay to clay loam are found in the restoration bank areas, these are to
be replaced with loam or sandy loam soils to facilitate re-vegetation. Temporary
herbaceous cover is to be planted in the matted areas with a riparian seed mix appropriate
to the season of the work for proper germination and temporary stabilization, then either
potted plants or live stakes are to be used to establish woody riparian species along the
banks to provide the root density and depth required to inhibit bank erosion. Should
woody plants not be planted until the fall or winter season following channel grading,
additional herbaceous cover may be needed to assure bank stability during the following
spring and summer.
Meander bend areas of the restored stream banks are additionally protected from erosion
through the use of rock vanes and fascines. Rock vanes are appropriately placed up
stream (see Figures 17 a and b) to redirect flow or the high velocity thalweg of the stream
away from the outer cut bank and the used of root wads. Fascines provide deep rooted
vegetation on the outer meander banks and help protect these areas from erosive forces
while providing habitat in critical pool areas.
12
8.2. Stability Assessments. Stability of the restored reach is achieved by three
interdependent approaches. First, slope and dimensions in each of the riffle areas are set
at values that are consistent along the restoration and yield bed shear stresses (see Table
3) that are similar to the reference reach. In this way, neither erosion, nor aggradation, of
the bed is expected over time. The stream has an underlying continuity built into its
ability to transport water and sediment, such that it maintains a stable equilibrium
relationship with its contributing watershed. Second, the reach has a series of grade
control structures to prevent the bed from eroding into underlying soil and rock. These
sills are integrated into artificial riffle structures following a combination of practices
established by Newbury and Gaboury (1993) and Rosgen (1997). Lastly, bank toe
support and woody vegetation are designed to promote velocity reductions as well as
increased erosional resistance to stream flows. The mobility threshold for clasts in the
channel can be approximated by the relationship: Tractive force (kg/m2) = incipient
diameter (cm) (Newbury and Gaboury, 1993). Thus, in riffle zones, stream grade
stability is achieved by placement of a least 16% of riffle with cobbles and boulders sized
1.5 times the mobility thresholds. As a final check on the balance of transport and
erosion expected under the restored hydraulic conditions within the stream, conditions of
expected traction forces and velocities are plotted on the Shield Curve (Figure 18a) and
USACOE's sediment and velocity nomogram (Figure 18b) to verify expected conditions
and stability assumptions.
9. Monitoring and Contingency Plans
The proposed verification and monitoring for the wetland and stream restoration is
recommended to be on an annual basis for a period of 5 years commencing at the date of
completion of the restoration work. Monitoring shall entail:
1. Preparation and submittal of as-built document providing detailed
information on all wetland and stream restoration activities. For
streams, this includes the constructed pattern, dimension and profile
for each reach. The planform sheet should also show the location of
all in stream structures, and established photo stations. Photo stations
are to be set up for up and down stream tie in points, representative
meander and inflection zones, and locations where structures have
been installed. Cross section and photo stations must have permanent
benchmarks, and all grade elevations should be tied to a common
permanent benchmark.
2. For streams, yearly documentation of established photo stations. As
built documentation shall show location and photo azimuth for each
station.
3. For streams, morphologic surveys shall be conducted for a five year
period following Rosgen protocols and include: a) annual morphologic
surveys of the longitudinal profile and b) representative cross sections
for each reach annual survey of stream bank vegetation (during
13
growing season).
4. For streams, newly established stream bank woody plants shall be
monitoring using either total stem counts or representative 50' sample
plots at monitoring cross section locations along each bank.
Survivorship shall be 80%. If representative plots are used, a semi-
quantitative survey of the stream must be made for areas larger than 5'
in length for poor plant development. If areas of failure are found,
these areas must be mapped and counted in detail.
5. For storm water BMPs visual inspections with photo documentation of
each BMP shall be performed annual to document stability and
functionality. Problems discovered in the inspections shall trigger
corrective actions to remediate concerns.
Monitoring reports shall be prepared with all monitoring data and submitted within 60
days of completion. The monitoring reports shall identify relevant permit numbers and
include a brief overview of project site and location. Should monitoring reveal problems
in restoration areas, the monitoring report shall include a remedial plan of action to bring
the project back into compliance. For example, if plant survivorship drops below the
80% threshold a replanting program must be implemented to achieve survivorship
success criteria. The monitoring agent is to inform property owner/manager of the
problem within 30 days of completion of monitoring activities. Property owner/manager
is to seek appropriate professional advise for remedial action and implement corrective
actions as soon as is practical, but the corrective actions under no circumstances should
be undertaken no longer than 1 year following initial notice of the problem. Should a
corrective action be undertaken in the 5?h year, or for a problem arising during the 5`"
year, the monitoring program is to be extended to provide verification of successful
corrective actions for at least one bankfull event following corrective actions or in the
case of wetlands and replanting plans, one complete annual cycle.
10. Conservation Easement
The project shall include on average a 50-foot wide conservation from the beginning to
end of the stream restoration. The boundaries of the conservation area shall be surveyed
and recorded on plat. A binding instrument (conservation restrictive land use agreement)
shall be drafted and placed into effect to conserve the buffer area for perpetuity. A copy
of the instrument is to be provided with the submittal of the as built report at the
conclusion of the restoration work.
14
11. References
Arcement, G.J., Jr., and V.R. Schneider, 1984, Guide for Selecting Manning's Roughness
Coefficients for Natural Channels and Floodplains, FHWA-TS-204 or USGS Water
Supply Paper 2339.
Doll, Barbara, D.E. Wise-Frederick, C.M. Buckner, S.D. Wilkerson, W.A. Harmon, R.E.
Smith, R.E. 2000. Hydraulic Geometry Relationships for Urban Streams throughout
the Piedmont of North Carolina, in NCSU Course Notes: N.C. Stream Restoration
Institute, River Course, Raleigh, NC.
Forsythe, R., et al. Regime and Design Issues for Urban Piedmont Streams, 2004 Stream
Restoration Conference, June 22-23, 2004, Winston-Salem, NC.
(http://www.bae.ncsu.edu/programs/extension/wgg/srin.
Goldsmith, R., Milton, D. J., and Horton, J. W., Jr., Geologic Map of the Charlotte 1 ° x
2° Quadrangle, North Carolina and South Carolina, Misc. Inv. Series, Map I-1251-E,
USGS, Washington, DC.
Harmon, et. al., 1999. Bankfull Hydraulic Geometry Relationships for North Carolina
Streams. In: AWRA Wildland Hydrology Proceedings. D.S. Olsen and J. P.
Potyondy eds., AWRA Summer Symposium, Bozeman, Mt, pp. 401-408.
Newbury, R. W., and Gaboury, M N, 1993, Stream Analysis and Fish Habitat Design, a
Field Manual, Newbury Hydraulics, Manitoba, 262 p.
Rosgen, D.L., 1997. A Geomorphological Approach to Restoration of Incised Rivers,
Proceedings of the Conference on Management of Landscapes Disturbed by Channel
Incision.
Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa
Springs, CO.
Rosgen, D.L., 1994. A Classification of Natural Rivers, Catena 22 (1994): 169-199.
United States Department of Agriculture, 1980. Soil Survey of Mecklenburg County,
North Carolina. Natural Resource Conservation Service.
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Svm b a I Soils Name and Class Slope
AaB Altavista sandy load 2 to 6 percent slopes
APB Appling sandy loom 2 to 8 percent slopes
ApD Appling sandy loom 8 to 15 percent slopes
Ar Armenia loam
Bab Bodin chicanery silt loom 2 to 8 percent slopes
BoD Bodin channery silt loam 8 to 15 percent slopes
"I Bodin channery silt loom 15 to 45 percent slopes
1e82 Cecil sandy clay loam 2 to 8 percent slopes, eroded
1e12 Cecil sandy day loam 8 to 15 percent slopes, eroded
Cub Cecil-Urban land complex 2 to 10 percent slope
Ch Chewocla sandy loam frequently flooded
Call Coranaca clay loam 2 to 8 percent slopes
Co: Coronaca clay loom 8 to 15 percent slopes
(is 2 Cullen clay loom 2 to 8 percent slopes, eroded
CuD2 Cullen clay loam our 15 percent slopes, eroded
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EnD from sandy loam 8 to 15 percent slopes
Too Enon-Urban land complex 2 to 10 percent slopes
GeB2 Gecrgeville silry clay loam 2 to 8 percent slopes, eroded
GoC Goldsion very channery silt loam 4 to 15 percent slopes
Gof Goldsion very (hannery silt loam 15 to 45 percent slopes
HOT Herndon silt loam 2 to 8 percent slopes
Hwo Hiawassee clay loom 2 to 8 percent slopes
HwD Hiawassee clay loam 8 to 15 percent slopes
IdA Iredell loam 0 to 2 percent slopes
IdB Iredell loam 2 to 6 percent slopes
KkB 8irksey silt loam I to 6 percent slopes
Moo Mecklenburg loom 2 to 8 percent slopes
Mel) Mecklenburg loam 8 to 15 percent slopes
MkB Mecklenburg-Urban land complex 2 to 10 percent slopes
MsA Misenheimer channery silt loom 0 to 4 percent slopes
PoF Pacolat sandy loam 15 to 35 percent slopes
PcO Pacolet-Udorthents complex 12 to 25 percent slopes, gullied
PoB Poindexter loom 2 to 8 percent slopes
PoD Poindexter loom 8 to 15 percent slopes
PoF Poindexter loam 15 to 45 percent slopes
Sill Sedgefield sandy loam 2 to 8 percent slopes
Tao Tatum silt loam 2 to B percent slopes
TaD Tatum silt loam O us 15 percent slopes
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Meander R,: 6.5 - 24, wg.. 15 (n-18)
Meander Ut Width - 30 ft
Meander Wavelength - 42 ft (n.13)
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Unstable Planform - Possible
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Approximate Extents of
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Vegetation
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US521 Landfill Permitting Figure 11. Existing Vegetative July 2008
N...... and Mitigation Project Conditions with Riparian
A..:s .,.¢.
R, kx Davie Park Site Corridor along UT to Four Mile Ck. HDR# 11505-001-018
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P o 0 1

i

(staggered footer and header stones laid in
over nonwoven filter fabric, spaces chinked
with smaller boulders and cobbles, located at
upstream end of point bar)
?!ht
@ar Rock Vane - Rock Sill
(staggered footer and header stones laid in
over nonwoven filter fabric, spaces chinked
` with smaller boulders and cobbles, located at
upstream end of point bar)
i

W
N
O
- 9
W
BANKFULL WIDTH -
TOE OF BANK
Nate
The combined use of rock structures indicated in
thisschematic is shown as a general guide. Not all struc-
tures are likely necessary in all meander and riffle areas.
Meander bends with lower degrees of arc may be stabi-
lized with less vanes or with alternative measures such as
brush mattresses, rootwads or combinations thereof. See
accompanying typical schematics for individual structures.
1
Riffle Bed Armor
(Rounded River Aggregate
Dso = immobility threshold,
\ D84 1.5 x mobility threshold)
Riffle Crest- Rock Sill
"Artificial Nick Point"
(staggered footer and header stones laid in
over nonwoven filter fabric, spaces chinked
with smaller boulders and cobbles)
Z0 e
ku,( o?E ...?.•? US521 Landfill Permitting Figure 17 General Riffle and Outer July 2008
H r and Mitigation Project
" Meander Bend Stabilization Scheme HDR# 09177-12850-018
_'l ?? _%& Davie Park Site
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T.ive stakes should prntmde N•lulcbing between
2" to 3" above bundle flascine rows
lkndle should be lightly
exposed after installation
Moist soil backfill
u
.
Prepared trench ---4
•':
n
l
O Slope surface
o
Live fasciue bundle
Live stake (2' to 3' typical
spacing along bundle)
.a o.
Dead stout stake, sprouted (2' to 3 typical
spacing along bundle, alternating with live stakes)
Live branches
ie,e..- .1-1-
I Notes:
Bundle (typically Twine 1- Rootedneafed condition of the living
6" to s" diameter) plant material (shown in part of detail)
NOT TO SCALE is not representative of flee titue of
installation.
2. Use a combination of live stakes and
dead stakes to anchor fascine bundles.
Figure SMP-06-01
Live Fascine Details
Source: Knoxville BMP Manual
US521 Landfill Permitting July 2008
of tM GaroBrrs
H.a„•, and Mitigation Project Figure 17 Schematic Detail
?? for Live Fascine
Davie Park Site HDR# 11505-001-018
Pw°cxarn .,.: .. _.
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PLAN VIEW: ROCK VANE
p boulders for li Typically
added stability IV/4y
/4 to 1/3
stream
width
scour
pool °
SECTION VIEW: ROCK VANE and et vane should be sauasd
in bank at bell height banldull
•?ti
----
------------------

tip of vane at or nar
bed inwt no" nal atelow
k b

PROFILE VIEW: STRAIGHT VANE
bankfull
3

---
0
--

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

---
-- 7?-
-
slope flow lines

-? scour pool

° .. 1 or 2 tiers of
footer rocks
??.?..,.? US521 Landfill Permittin Y
9 I Figure 17 Schematic Detail July 2008
.+.a- and Mitigation Project for Rock Vane, Plan, Section
Davie Park Site and Profile Views HDR# 11505-001-018
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A - TOP OF BANK
+ CONTAINERIZED
II AND BARE-ROOT
C? d d dl d d d d d MATERIALS
i
i
d? d d d d( d d
fl - LIVE STAKES
d d d d` d 1 d d d d
i
d d d d d d
+TOE OF BANK
SITE
SPECIFIC P +>NTIN • SCHFDUJF
1. STREAMBANK GRADING
2. SOIL SURFACE ROUGHENING
3. SEEDING OF GRASS COVER CROP
STREAM FLOW WITH SPECIFIED SEED Mix
4. INSTALIA77ON OF EROSION CONTROL MATERIAL
A ACCORDING TO MANUFACTURER'S SPECIFICATIONS
5. TOP PROTECTION INSTALLATION
PLAN VIEW 6. LNE-STAKING
CONTAINERIZED 7. CONTAINERIZED AND BARE-ROOT SEEDLING
AND BARE-ROOT INSTALLATION
MATERALS AT
TOP OF SLOPE
APPROVED SPECIES OF LNE-
BURY A MINIMUMSTAKES. WITH 2 LEAF SCARS
r OF 3_ (TYP.) OR NODES AVOVE GROUND
FINISHED GRADE EXISTING
CHANNEL
EROSION CONTROL MATERIAL ON BOTTOM
TOE PROTECTION
(COIR FIBER LOG.
SOIL SOCK)
WATERR LLEEVEL
PLANT SPACING BASED ON 1/2 LOC 0
TYPE OF VEGETATION
AND SITE CONDITIONS
SECTI_ N A.-.A
DETAIL
NOT TO SCALE
t?.?...? US521 Landfill Permitting Figure 17 Schematic Detail July 2008
Inn GroW\
?. ,., and Mitigation Project for Rock Vane, Plan, Section
Davie Park Site and Profile Views HDR# 11505-001-018
PLAN VIEW
1. PLAN: build riffle to extend across base of
stream with largest diameter boulders at crest
line and reduce sizes progressively down-
stream. Crest has boulders sized 1 to 1.5
times maximum size transportable with flood
prone stage event. Riffle crest has similar
sized footers to cohesive saprolite or bedrock
underlaid wtih geotextile fabric.
2. PROFILE: construct downstream face of
riffle atapproximately 20:1 and upstream face
at approximately 4:1 slope. Slope should be PROFILE
adjusted to meet design riffle:pool ratio, and
riffle slopes. FI°`"
3. CROSS-SECTION: V-shaped crest cut down
towardscenter of channel.
4. SURFACE: space large surface rocks 20
to 30 cm apart on the downstream face of the
riffle to form low fish passage channels.
5. BANKS: extend riffle side slopes up bank
to levels equal to height of coir fiber logs, and
then extend crest back with rock emplaced
within banks at 20 to 30'angle from bank, and
with a rise angle of 2-7° (as is seen in the
cross vane structures).
Bankfull Stage
Approx. 4:1 slope
SECTION
Riffle Crest
111101
Aprox. 20:1 slope
°":u.e?,?: •w US521 Landfill Permitting Figure 17 Schematic Detail for July 2008
H.a and Mitigation Project Riffle & Grade Controll Sill;
Plan, Profile & SectionViews
R , Davie Park Site HDR# 11505-001-018
Bankfull Stage
.01 I 1 10 100
1000
O
O O -
;?.13cm
100 00 11 - -
t
e v
-tt
10
- -
x O = r+
F - Cab ' ? ? vi --
o - -
z t ?c
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- J -
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O (data of Leo old et al., 1964)
.l
.001 .01 .I 1 10 100
TIC . CRITICAL SHEAR STRESS (lbs./sq. ft.)
US521 Landfill Permitting Figure 18a. Shield Curve with July 2008
1 p G+Yaaa
N,e... and Mitigation Project Range of Conditions for Davie Park
Davie Park Site Restoration Reach HDR# 11505-001-018
_" °""`
EN 1110-2-1418
31 Oct 94
Example of allowable velocity-depth data for granular materials.
From USACOE 1994 Appendix A and B.
Range of estimated velocities; channel bankfull storm plotted on the Mean Velocity
vs Bed Material Size (D 50) chart from the USACOE 1994 guide to stream stabilization.
HE US521 Landfill Permitting Figure 18b. Velocity Sediment July 2008
and Mitigation Project Stability Curves
K, .. ..
A1? Davie Park Site HDR# 11505-001-018
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Table 4. Planting Schedule for Davie Park Stream Banks, Conservation Buffer, and Stormwater
Wetland Berms.
Plants for Berms
Common Name Scientific Name Form Benefits
Christmas fern Polystichum acrostichoides Fern Present on site
Coralberry Sym horicarpos orbiculatus Shrub Present on site
River oats Chasmanthium latifolium Grass Present on site
Sensitive fern Onoclea sensibilis Fern Spreads readily
White wood aster Eur bia divaricata Herb Spreads readily
Wild comfrey Cyno lossum vir inianum Herb Present on site

Plants for Filled Channel
Above species plus:
American hazelnut Corylus americana Shrub Wildlife food
Eastern sweetshrub Calycanthus floridus Shrub Wildlife food
Green ash Fraxinus ennsylvanica Tree Present on site
Painted buckeye Aesculus s lvatica Shrub/Tree Spreads readily
Pawpaw Asimina triloba Tree Present on site
Possum haw flex decidua Shrub/Tree Wildlife food
Plants for Stream Banks
Yellowroot Xanthorhiza sim licissima Shrub Spreads readily
Coralberry Sym horicar os orbiculatus Shrub Present on site
Silky dogwood Cornus amomum Shrub Present on site
Southern arrowwood Viburnum dentatum Shrub Wildlife food
American hazelnut Corylus americana Shrub Wildlife food

Notes:
1. The above list may be substituted with appropriate native shade tolerant species where necessary.
2. The proposed stream restoration and enhancement at Davie Park is to be executed with minimal
disturbance to the 2 described communities and existing channel. The canopy of both communities is
relatively high and closed. This reduces the available light for ground level growth and development of
any plants used for restoration or enhancement. Under these low light conditions growth is slow and the
choice of species is critical if success is to be realized. On-site observations were made to determine
what species are present to help generate a plant list and a literature search was made to select shade
tolerant species with wildlife benefits.
Table 5. Design Lonaitudinal Profile Elevations for UT to Fourmile Ck.. Davie Park
Segment Start Segment End Segment Slope Start Elev. End Elev.
0 12 0.045 579.0 579.5
12 49 0.005 579.5 579.7
49 99 0.045 579.7 582.0
99 136 0.005 582.0 582.2
136 172 0.045 582.2 583.8
172 184 0.005 583.8 583.8
184 220 0.045 583.8 585.5
220 263.5 0.005 585.5 585.7
263.5 278.5 0.026 585.7 586.1
278.5 338.5 0.005 586.1 586.4
338.5 353.5 0.026 586.4 586.8
353.5 390.5 0.005 586.8 586.9
390.5 405.5 0.026 586.9 587.3
405.5 424.5 0.005 587.3 587.4
424.5 439.5 0.026 587.4 587.8
439.5 504.5 0.005 587.8 588.1
504.5 519.5 0.026 588.1 588.5
519.5 553.5 0.005 588.5 588.7
553.5 568.5 0.026 588.7 589.1
568.5 573.5 0.005 589.1 589.1
573.5 588.5 0.026 589.1 589.5
588.5 615.5 0.005 589.5 589.6
615.5 630.5 0.026 589.6 590.0
630.5 683.5 0.005 590.0 590.3
683.5 698.5 0.026 590.3 590.7
698.5 721.5 0.005 590.7 590.8
721.5 736.5 0.026 590.8 591.2
736.5 756.5 0.005 591.2 591.3
756.5 771.5 0.026 591.3 591.7
771.5 810.5 0.005 591.7 591.9
810.5 825.5 0.026 591.9 592.3
825.5 882.5 0.005 592.3 592.6
882.5 897.5 0.026 592.6 592.9
897.5 954.3 0.005 592.9 593.2
954.3 977.7 0.033 593.2 594.0
977.7 1012.3 0.01 594.0 594.3
1012.3 1035.7 0.033 594.3 595.1
1035.7 1056.3 0.01 595.1 595.3
1056.3 1079.7 0.033 595.3 596.1
1079.7 1095.3 0.01 596.1 596.3
1095.3 1118.7 0.033 596.3 597.0
1118.7 1138.3 0.01 597.0 597.2
1138.3 1161.7 0.033 597.2 598.0
1161.7 1182.3 0.01 598.0 598.2
1182.3 1205.7 0.033 598.2 599.0
1205.7 1256.3 0.01 599.0 599.5
1256.3 1279.7 0.033 599.5 600.2
1279.7 1322.3 0.01 600.2 600.7
1322.3 1345.7 0.033 600.7 601.4
1345.7 1397.3 0.01 601.4 602.0
1397.3 1420.7 0.033 602.0 602.7
1420.7 1443.3 0.01 602.7 603.0
1443.3 1466.7 0.033 603.0 603.7
1466.7 1469.3 0.01 603.7 603.8
1469.3 1492.7 0.033 603.8 604.5
1492.7 1508 0.01 604.5 604.7
1508 1518 0.033 604.7 605.0
1518 1547 0.01 605.0 605.3
1547 1557, 0.033 605.3 605.6
1557, 1583 0.01 605.6 605.9
404/401
INFORMATION
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON. NORTH CAROLINA 28402-1890
REPLY TO
ATTENTION OF: October 30, 20.06
Regulatory Division
Action ID 200531884
Mr. Joe Hack
Mecklenburg County Solid Waste Department
700 N. Tryon Street
Charlotte, North Carolina 28202
Dear Mr. Hack:
Enclosed is a Department of the Army permit to discharge fill material into 2.1 acres of
wetland and approximately 3,980 linear feet of stream channel associated with the
expansion of the Foxhole Landfill, located on the east side of US Hwy 521, in Charlotte,
Mecklenburg County, North Carolina. The Corps is issuing this permit in response to your
written request of May 19, 2005, and the ensuing administrative record.
Any deviation in the authorized work will require modification of this permit. If a
change in the authorized work is necessary, you should promptly submit revised plans to
the Corps showing the proposed changes. You may not undertake the proposed changes
until the Corps notifies you that your permit has been modified.
Carefully read your permit. The general and special conditions are important. Your
failure to comply with these conditions could result in a violation of Federal law. Certain
significant conditions require that:
a. You must complete construction before October 2, 2011
b. You must allow representatives from this office to make periodic visits to your
worksite as deemed necessary to assure compliance with permit plans and conditions.
You must notify this office in advance as to when you intend to commence and
complete work.
-2-
You should address all questions regarding this authorization to Amanda Jones,
Regulatory Division, telephone [phone], extension 231.
Sincerely,
/•- t
John E. Pulliam, Jr.
Colonel, U.S. Army
District Commander
Enclosures
Copy Furnished with enclosures:
Chief, Source Data Unit
NOAA/National Ocean Service
ATTN: Sharon Tear N/CS261
1315 East-West Hwy., Rm. 7316
Silver Spring, MD 20910-3282
Copies Furnished with special conditions and plans:
Mr. Ronald J. Mikulak, Chief
US Environmental Protection Agency
Wetlands Regulatory Section
61 Forsyth Street
Atlanta, Georgia 30303
Mr. Brian Cole
U.S. Fish and Wildlife Service
160 Zillicoa Street
Asheville, North Carolina 28801
Mr. Ron Sechler
National Marine Fisheries Service
Pivers Island
Beaufort, North Carolina 28516
Mr. Doug Huggett
Division of Coastal Management
North Carolina Department of
Environment and Natural Resources
400 Commerce Avenue
Morehead City, North Carolina 28557
Mr. David Rackley
National Marine Fisheries Service
219 Fort Johnson Road
Charleston, South Carolina 29412-9110
Ms Becky Fox
U.S. Environmental Protection Agency
1349 Firefly Road
Whittier, North Carolina 28789
DEPARTMENT OF THE ARMY PERMIT
Permittee
MECKLENBURG COUNTY SOLID WASTE DEPARTMENT
200531884
REGULA ?; Ray
Permit No
Issuing Office
CESAW-RG-A
NOTE: The term "you" and its derivatives, as used in this permit, means the permittee or any future transferee. The term "this
office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted
activity or the appropriate official of that office acting under the authority of the commanding officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: to discharge fill material into 2.1 acres of wetland and approximately 3,980 linear
feet of stream channel associated with the expansion of Foxhole Landfill.
Project Location: On the east side of US Hwy 521, in Charlotte, Mecklenburg County, North
Carolina
Permit Conditions:
General Conditions:
1. The time limit for completing the work authorized ends on October 2, 2011. If you find that you need more time to
complete the authorized activity, submit your request for a time extension to this office for consideration at least one month
before the above date is reached.
2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and
conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may
make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain
the authorized activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this
permit from this office, which may require restoration of the area.
3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authorized by
this permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination
required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of
Historic Places.
ENG FORM 1721, Nov 86 EDITION OF SEP 82 IS OBSOLETE. (33 CFR 325 (Appendix A))
4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided
and forward a copy of the permit to this office to validate the transfer of this authorization.
5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified
in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it
contains such conditions.
6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure
that it is being or has been accomplished in accordance with the terms and conditions of your permit,
Special Conditions:
SEE ATTACHED SPECIAL CONDITIONS
Further Information:
1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to:
( ) Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
(X) Section 404 of the Clean Water Act (33 U.S.C. 1344).
( ) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by law.
b. This permit does not grant any property rights or exclusive privileges.
c. This permit does not authorize any injury to the property or rights of others.
d. This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability for the following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural
causes.
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf
of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the activity
authorized by this permit.
d. Design or construction deficiencies associated with the permitted work.
2
e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public
interest was made in reliance on the information you provided.
5. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the circumstances
warrant. Circumstances that could require a reevaluation include, but are not limited to, the following:
a. You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false, incomplete, or
inaccurate (See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the original public interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation
procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The
referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms
and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any
corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations
(such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the
cost.
6. Extensions. General condition 1 establishes a time limit for the completion of the activity authorized by this permit, Unless
there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest
decision, the Corps will normally give favorable consideration to a request for an extension of this time limit.
Your signature below, as permittee, indicates that you accept and agree to comply with the terms and conditions of this permit.
L '7 eJ 6
(P E) MECKLENBURG COUNTY (DATE)
SOLID WASTE DEPT
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below.
(DISTRICT COMMAND R) JOHN . ULLI , JR, COLONEL (DATE)
authorized When the structures or by this permit are still in existence at the time the property is transferred, the terms and
conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit
and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below.
(TRANSFEREE) (DATE)
*U.S. GOVERNMENT PRINTING OFFICE: 1986 - 717-425
SPECIAL CONDITIONS
Work Limits
a) All work authorized by this permit must be performed in strict compliance with the
attached plans, which are a part of this permit. Any modification to these plans must be
approved by the US Army Corps of Engineers (USACE) prior to implementation.
b) Except as authorized by this permit or any USACE approved modification to this permit,
no excavation, fill or mechanized land-clearing activities shall take place at any time in
the construction or maintenance of this project, within waters or wetlands. This permit
does not authorize temporary placement or double handling of excavated or fill material
within waters or wetlands outside the permitted area. This prohibition applies to all
borrow and fill activities connected with this project.
c) Except as specified in the plans attached to this permit, no excavation, fill or mechanized
land-clearing activities shall take place at any time in the construction or maintenance of
this project, in such a manner as to impair normal flows and circulation patterns within
waters or wetlands or to reduce the reach of waters or wetlands.
Related Laws
d) If the North Carolina Division of Water Quality has issued a conditioned Water Quality
Certification for your project, the conditions of that certification are hereby incorporated
as special conditions of this permit. For your convenience, a copy of the certification is
attached if it contains such conditions.
e) All mechanized equipment will be regularly inspected and maintained to prevent
contamination of waters and wetlands from fuels, lubricants, hydraulic fluids, or other
toxic materials. In the event of a spill of petroleum products or any other hazardous
waste, the permittee shall immediately report it to the N.C. Division of Water Quality at
[phone], Ext. 526 or [phone] and provisions of the North Carolina Oil
Pollution and Hazardous Substances Control Act will be followed.
Project Maintenance
f) Unless otherwise authorized by this permit, all fill material placed in waters or wetlands
shall be generated from an upland source and will be clean and free of any pollutants
except in trace quantities. Metal products, organic materials (including debris from land
clearing activities), or unsightly debris will not be used.
g) The permittee shall require its contractors and/or agents to comply with the terms and
conditions of this permit in the construction and maintenance of this project, and shall
provide each of its contractors and/or agents associated with the construction or
maintenance of this project with a copy of this permit. A copy of this permit, including
all conditions, shall be available at the project site during construction and maintenance
of this project.
h) The permittee shall employ all sedimentation and erosion control measures necessary to
prevent an increase in sedimentation or turbidity within waters and wetlands outside the
permit area. This shall include, but is not limited to, the immediate installation of silt
fencing or similar appropriate devices around all areas subject to soil disturbance or the
movement of earthen fill, and the immediate stabilization of all disturbed areas.
Additionally, the project must remain in full compliance with all aspects of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statutes Chapter
113A Article 4).
i) The permittee, upon receipt of a notice of revocation of this permit or upon its expiration
before completion of the work will, without expense to the United States and in such time
and manner as the Secretary of the Army or his authorized representative may direct,
restore the water or wetland to its pre-project condition.
j) Permittee shall remove all temporary fills associated with the construction of a temporary
haul road and restore stream channel to pre-construction contours utilizing bio-
engineering techniques.
Enforcement
k) Violations of these conditions or violations of Section 404 of the Clean Water Act or
Section 10 of the Rivers and Harbors Act must be reported in writing to the Wilmington
District U.S. Army Corps of Engineers within 24 hours of the permittee's discovery of the
violation.
Mitigation
1) As part of the mitigation requirements, the permittee will mitigate for unavoidable
impacts to stream channels and wetlands associated with this project by preserving 3,400
linear feet of Six-Mile Creek and adjacent floodplain, restoring 1,486 linear feet of stream
channel in Davie Park, making payment into the N.C. Ecosystem Enhancement Program
to restore 2.1 acres of wetlands, and making payment into the City of Charlotte Umbrella
Mitigation Bank to restore 968 linear feet of stream channel. Activities prescribed by this
plan shall be undertaken either before or concurrently with the commencement of any
construction activities within jurisdictional areas authorized by this permit. The
requirements found in the mitigation plan shall be fully completed within one year of the
date of issuance of this permit.
2
0

m) The Permittee will provide "as built" drawings to the Corps of Engineers within 90 days
• of completion of construction of the Davie Park, Stream Restoration. The permittee shall
construct and monitor the stream restoration site as outlined in the Conceptual
Restoration Plan for Davie Park Branch dated January 25, 2006. Monitoring reports shall
be supplied annually to the Corps of Engineers no later than December 31 of each year,
until success criteria is met.
n) The permittee shall make payment to the North Carolina Ecosystem Enhancement
Program (NCEEP) in the amount determined by the NCEEP, sufficient to provide for the
mitigation of 2.1 acres of wetlands using methods other than traditional wetland
restoration techniques (e.g., preservation, enhancement, riparian restoration, urban BMPs,
• etc.). Construction within jurisdictional areas on the property shall begin only after the
permittee has made full payment to the NCEEP and provided a copy of the payment
documentation to the Corps, and the NCEEP has provided written confirmation to the
Corps that it agrees to accept responsibility for the mitigation work required, in
• compliance with the MOU between the North Carolina Department of Environment and
Natural Resources and the United States Army Corps of Engineers, Wilmington District,
dated November 4, 1998.
o) The permittee shall mitigate for a portion of 3,940 linear feet of unavoidable impacts to
stream channels associated with this project by payment to the City of Charlotte Storm
• Water Services (CSWS) Umbrella Mitigation Bank in the amount necessary to perform
• restoration to 968 linear feet of stream in the Catawba River Basin (Cataloging Unit
03050103). Construction within jurisdictional areas on the property shall begin only after
the permittee has made full payment with certified check to the CSWS, and the CSWS
has made written confirmation to the District Engineer, that it agrees to accept
• responsibility for the mitigation work required, pursuant with the Agreement to Establish
• the City of Charlotte Umbrella and Wetland Mitigation Bank, dated June 16, 2004.
p) The permittee will preserve approximately 3,400 linear feet of Six-Mile Creek and
approximately 70.99 acres of open space, which includes 25.6 acres of adjacent
• floodplain as shown on the attached map labeled Proposed Conservation Easement, dated
March 23, 2006. The conservation/mitigation areas as shown on the attached plans are to
remain in their natural state in perpetuity unless otherwise noted on the attached map. No
person or entity shall perform any of the following activities in the conservation area:

• 1. fill, grade, excavate or perform any other land disturbing activities
• 2. cut, mow, burn, remove, or harm any vegetation
3. construct or place any roads, trails, walkways, buildings, mobile homes, signs,
utility poles or towers, or any other permanent or temporary structures
4. drain or otherwise disrupt or alter the hydrology or drainage ways of the
conservation area
5. dump or store soil, trash, or other waste
6. graze or water animals, or use for any agricultural or horticultural purpose
3
This covenant is intended to ensure continued compliance with the mitigation condition
of a Clean Water Act authorization issued by the United States of America, U.S. Army
Corps of Engineers, Wilmington District, Action ID 200531884, and therefore may be
enforced by the United States of America. This covenant is to run with the land, and shall
be binding on the Owner, and all parties claiming under it.
q) Permittee shall execute and cause to be recorded in the Mecklenburg County Register of
Deeds, restrictive covenants acceptable to the Corps of Engineers for the purpose of
maintaining the streams, wetlands and associated buffers (conservation areas), as shown
on the Proposed Conservation Easement Plan dated March 23, 2006, prepared by Withers
& Ravenel. The permittee will record restrictive covenants for the purpose of
maintaining the mitigation areas in their natural state in perpetuity, acceptable to the
Corps of Engineers, prior to the sale or conveyance of any lots or other property within
the subdivision. Permittee shall provide a copy of the recorded covenants and plat to the
Corps of Engineers within thirty days of recordation.
r) If the permittee discovers any previously unknown historic or archeological remains
while accomplishing the authorized work, he will immediately notify the Wilmington
District Engineer who will initiate the required State/Federal coordination.
s) This Department of the Army permit does not obviate the need to obtain other Federal,
State, or local authorizations required by law.
4
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NOTES:
1. AERIAL MAPPING PROVIDED BY SPATIAL DATA CONSULTANTS. ?Nr_
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1. AERIAL MAPPING PROVIDED BY SPATIAL DATA CONSULTANTS INC.
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2. WETLANDS PROVIDED BY HDR INC. OF THE CAROLINAS SURVEYED BY
MA ENGINEERING CONSULTANTS INC. JACKIE DUNCAN, PLS, DATED
1/23/04 AND APPROVED BY THE US CORPS OF ENGINEERS ON
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12
LEGEND
WETLANDS
?--- STREAMS

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August 16, 2006
Joe Hack
Mecklenburg County Solid Waste Department
700 N. Tryon Street
Charlotte, NC 20202
Re: US 521 Landfill, Mecklenburg County
DWQ #050893; USACE Action ID. No. 200531884
APPROVAL of 401 Water Quality Certification
Dear Mr. Hack:
Alan W. Klimek, P.E. Director
Division of Water Quality
1
z
Attached hereto is a copy of Certification No. 3578 issued to Joe Hack, of the Mecklenburg
County Solid Waste Department, dated July 28, 2006. In addition, you should get any other
federal, state or local permits before you go ahead with your project including (but not limited
to) Solid Waste, Sediment and Erosion Control, Stormwater,.Dam Safety, Non-discharge and
Water Supply Watershed regulations. This Certification replaces the one issued to you on July
28, 2006.
If we can be of further assistance, do not hesitate to contact us.
AWK/cbk
Attachments: Certificate of Completion
IV
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Sincerely,
? t
an W. Klimek, P. .
cc: Becky Fox, EPA Region 4, 1307 Firefly Road, Whittier, NC 28789
U.S. Army Corps of Engineers, Asheville Regulatory Field Office
Wilmington District, USACOE
Alan Johnson, DWQ, Mooresville Regional Office
DLR Mooresville Regional Office
File Copy
Central Files
Chris Matthews, HDR, 128 S. Tryon Street, Suite 1400, Charlotte, NC 28202-5004-
Filename: 050893MooresChapelRd_I485RetaUVillage(Mecklenburg)40pp1 IC
AT?hCaml'na
401 Oversight/Express Review Permits Unk d ?Q?7fr?t'lf
1650 Mall Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Sub 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetiands
.. -- .- . .. - ....,..-
n,....??....e. bo,....
:.. : Mec'.lenburg County Solid Waste De artme
age 2 of 7
August 16, 2006
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
401
ection
Publi CATION is issued in conformity with the requiremen Carolina Divis on o Water
THIS CERTIFI
cfklenburg
Laws 92-500 and 95-217 of the United C States and 2subject
0500 oeMr. Joe Hack of the Me3,940 lin
ear
county Quality Solid Waste Regulations in 15 NCA
d Waste Department, NC to fill 2.105 acres of jurisdictional
on of the US 521dLandfill and
feet of stream in the Catawba River Basin, associated with exp
e borrow areas used to construct the landfill cells into multi-use in eark. The
border
side of US Highway th waY 521, adjacent to
,
site is located on the east
? °of ACharlotte, pril of 2 OS andMecklenburg County
m additional
' n County and the south Carolina State Line, sou the
of Umo ty licati on filed on the 28 y
North Carolina, pursuant to an app 2006, July 25, and August 9, 2006.
correspondence received June 17, 2005, May 22,
on and supporting documentation provides adequate assurance that the proposed
The applicah licable Water Quality S?dards and discharge
work will not result in a violation of app will not violate the . that 'defines. Therefore, the State of North Cato 06 307 of PL 92500 and PL 95-217 if
applicable portions of Sections 301, 3the supporting documentation, and conditions
conducted in accordance with the application,
hereinafter set forth.
ose and design submitted in the application materials and
This approval is only valid for the pure rior to notification a new
as described in the Public Notice. If the project is changed, P is sold, the new owner must be
application for a new Certification is required. If the property complying
of the Certification and approval letter and is thereby responsible for the
given a copy new owner must notify the Division and request
d in the future,
with all conditions of this certification. Any requeste
n be issued in their name. Should wetland or stream fill l SA NCAC 2H ..0506 (h) (6}
Certification ation may be required as described
and
additional compensatory rnitig site plan result in a change in stream a new
and (7). If any plan revisions from the apProved shall result
notified in writing and
d, compliance with
or an increase in impervio surfaces, the DWQ royal to be vali
application for 401 Certification may be required. For this app
the conditions listed below is required.
Conditions of Certification:
1 • impacts Approved
The following impacts are hereby approved as long as all of the other specific and
general conditions of this Certification (or Isolated Wetland Permit) are met. No other
gan incidental impacts:
incidental
impacts are approved including
Approved Plan Location or Reference
nits
Wetland 2.105 acres PN and Construction Plans
AMA pN and Construction Plans
404/C W
Stream 3,940 (linear feet
Mecklenburg County Solid Waste Department
Page 3 of 7
August 16, 2006
Sediment and Erosion Control:
2. Erosion and sediment control practices must be, in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent version of the
North Carolina Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion
control measures must be such that they equal, or exceed, the requirements specified
in the most recent version of the North Carolina Sediment and Erosion Control
Manual. The devices shall be maintained on all construction sites, borrow sites, and
waste pile (spoil) projects, including contractor-owned or leased borrow pits
associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control
measures and stormwater routing and treatment shall be on site at all times.
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the 404/401Permit Application. All
construction activities, including the design, installation, operation, and maintenance of
sediment and erosion control Best Management Practices, shall be performed so that no
violations of state water quality standards, statutes, or rules occur;
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the
maximum extent practicable. If placement of sediment and erosion control devices in
wetlands and waters is unavoidable, they shall be removed and the natural grade restored
within six months of the date that the Division of Land Resources has released the project;
5. Protective Fencing - The outside buffer, wetland or water boundary and along the
• construction corridor within these boundaries approved under this authorization shall be
clearly marked with orange warning fencing (or similar high visibility material) for the
areas that have been approved to infringe within the buffer, wetland or water prior to any
land disturbing activities to ensure compliance with 15A NCAC 2B .0233. and GC 3404;
Continuing Compliance:
6. Mr. Joe Hack and the Mecklenburg County Solid Waste Department, shall conduct
construction activities in a manner consistent with State water quality standards
(including any requirements resulting from compliance with section 303(d) of the Clean
Water Act) and any other appropriate requirements of State law and federal law. If the
Division determines that such standards or laws are not being met (including the failure
to sustain a designated or achieved use) or that State or federal law is being violated, or
that fiuth.er conditions are necessary to assure compliance, the Division may reevaluate
and modify this Certification to include conditions appropriate to assure compliance with
such standards and requirements in accordance with 15A NCAC 2H.0507(d). Before
modifying the Certification, the Division shall notify Mr. Joe Hack and/or the
Mecklenburg County Solid Waste Department
ri Page 4 of 7
August 16, 2006
Mecklenburg County Solid Waste Department, NC and the US Army Corps of Engineers,
provide public notice in accordance with 15A NCAC 2H.0503 and provide opportunity
for public hearing in accordance with 15A NCAC 2H.0504. Any new or revised
conditions shall be provided to Mr. Joe Hack and/or the Mecklenburg County Solid
Waste Department, NC in writing, shall be provided to the United States Army Corps of
Engineers for reference in any Permit issued pursuant to Section 404 of the Clean Water
Act, and shall also become conditions of the 404 Permit for the project;
Miti on:
7. Compensatory Wetland Mitigation Using the Ecosystem Enhancement Program (EEP)
Wetlands mitigation must be provided for the proposed impacts as specified in the table
below. We understand that you wish to make a payment to the Wetlands Restoration
Fund administered by the NC Ecosystem Enhancement Program (EEP) to meet this
mitigation requirement. This has been determined by the DWQ to be a suitable method
to meet the mitigation requirement. Until the EEP receives and clears your check (made
payable to: DENR - Ecosystem Enhancement Program Office), no impacts specified in
this Authorization Certificate shall occur. The EEP should be contacted at (919) 733-
5205 if you have any questions concerning payment into a restoration fund. The payment
to the EEP by Mecklenburg County shall occur within 15 days of receipt of the EEP
invoice by the County. For accounting purposes, this Authorization Certificate.
authorizes payment into the Wetlands. Restoration Fund to meet the following
compensatory mitigation requirement:
Compensatory Mitigation River and Sub-basin
Required Number
404 AMA 2.1 (acres) Catawba/03050103
Wetland
8. Wetland and Stream Mitigation:
Mitigation must be provided for the proposed impacts as specified in the tables below and
as described in the May 18, 2006 correspondence from HDR Engineering, Inc.. of the
Carolinas regarding Mitigation Plan Documentation, including the "Detailed Conceptual
Mitigation Plan". A final stream and wetland mitigation plan must be approved in
writing by the Division of Water Quality before any permanent facilities associated with
this project are occupied. The stream restoration component of the plan must include
designs and specifications that meet the definition of stream restoration according to the
latest version of the Internal Technical Guide for Stream Work in North Carolina
(available at http://h2o.ehnr.state.nc.us/ncwetlands/strmgide.html). Additionally, the
compensatory mitigation plan must be completely constructed and implemented
according to the plans approved by the Division before any permanent facilities
associated with the project are occupied. The mitigation sites must be maintained
according to the approved plan and permanently protected by the use of conservation
easements or similar protections. If the Division determines that any of the mitigation
projects are not constructed or performing according to the approved plans, the Division
Mecklenburg County Solid Waste Department
Page 5 of 7
August 16, 2006
shall notify you in writing and corrective action shall be completed within 6 months
according to the approved plans. Any repairs or adjustments to the mitigation sites must
be made according to the approved plan or must receive prior written approval from the
Division. Two copies of an as-built report as well as annual reports shall be sent to the
Division by April 1" of each year for the entire length of a five year monitoring period to
be associated with each restoration or creation component of this plan;
WETLANDS Preservation Creation or Total
Restoration
Six-Mile Creek 25.6 acres 25.6 acres
Ecosystem 2.1 acres 2.1 acres
Enhancement
Program
Subtotal: 25.6 acres 2.1 acres 27.7 acres
STREAMS Off-Site Restoration Total
Restoration by Mitigation Bank
b applicant
Ut to Four-Mile 1,486 linear feet 2,972 linear feet
Creek, Davie Park restoration plus credits
site stormwater BMP
2 x 1,486 = 2,972
City of Charlotte 968 linear feet 968 linear feet credits
Wetland Mitigation
Bank
Subtotal: 2,972 linear feet 968 linear feet 3,940 linear feet
credits
Placement of Culverts:
9. Culvert Installation
Culverts required for this project shall be installedin such a manner that the original stream
profiles are not altered. Existing stream dimensions (including the cross section
dimensions, pattern, and longitudinal profile) must be maintained above and below
locations of each culvert. Culverts shall be designed and installed to allow for aquatic life
movement as well as to prevent head cutting of the streams. If any of the existing pipes are
or become perched, the appropriate stream grade shall be re-established or, if the pipes
installed in a perched manner, the pipes shall be removed and re-installed correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of
the stream up or down stream of the culvert(s). Existing stream dimensions (including the
cross section dimensions, pattern and longitudinal profile) shall be maintained above and
below locations of each culvert. Therefore, you must provide plans with adequate details
that indicate that the current stability of the stream will be maintained or enhanced. You
Mecklenburg County Solid Waste Department
Page 6 of 7
August 16, 2006
must receive written approval from this Office for the above plans before the culvert(s) is
installed. Culvert(s) must be installed according to approved plans.
Placement of culverts and other structures in waters, streams, and wetlands must be placed
below the elevation of the streambed by one foot for all culverts with a diameter greater
than 48 inches, and 20 percent of the culvert diameter for culverts having a diameter less
than 48 inches, to allow low flow passage of water and aquatic life. Design and placement
of culverts and other structures including temporary erosion control measures shall not be
conducted in a manner that may result in dis-equilibrium of wetlands or streambeds or
banks, adjacent to or upstream and down stream of the above structures. The applicant is
required to provide evidence that the equilibrium shall be maintained if requested in writing
by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization
techniques must be used where practicable instead of rip rap or other bank hardening
methods. If rip-rap is necessary, it shall not be placed in the stream bed, unless specifically
approved by the Division of Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be
designed to adequately accommodate. high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed
"Certificate of Completion" form to notify NCDWQ when all work included in the §401
Certification has been completed. The responsible party shall complete the attached form
and return it to the 4011Wetlands Unit of the NC Division of Water Quality upon
completion of the project. Please send photographs upstream and downstream of each
culvert site to document correct installation along with the Certificate of Completion form.
Deed Notifications:
10. Deed notifications or similar mechanisms shall be placed on all lots with remaining
jurisdictional wetlands and waters or areas within 50 feet of all streams and ponds. These
mechanisms shall be put in place within 30 days of the date of issuance of the
401 Certification letter or the issuance of the 404 Permit (whichever is later). A sample deed
notification format can be downloaded from the 401/Wetlands Unit web site at
http://h2o.enr.state.nc.us/ncwetlands . DWQ shall be sent copies of all deed restrictions
applied to these lots;
11. Construction Stormwater Permit NCGO10000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division
of Land Resources (DLR) or a DLR delegated local erosion and sedimentation control
program, an NPDES General stormwater permit (NCGO10000) administered by DWQ is
automatically issued to the project. This General Permit allows stormwater to be
discharged during land disturbing construction activities as stipulated by conditions in the
permit. If your project is covered by this permit [applicable to construction projects that
disturb one (1) or more acres], full compliance with permit conditions including the
•
Mecklenburg County Solid Waste Department
Page 7 of 7
August 16, 2006
sedimentation control plan, self-monitoring, record keeping and reporting requirements
are required. A copy of this permit and monitoring report forms may be found at
http: //h2o. enr.state. nc. us/su/Forms Documents. htm. ;
12. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or
applicable Buffer Rules, and any subsequent modifications, the applicant is required to
return the attached certificate of completion to the 401 Oversight/Express Review
Permitting Unit, North Carolina Division of Water Quality, 1650 Mail Service Center,
Raleigh, NC, 27699-1650.
Also, this approval to proceed with your proposed impacts or to conduct impacts to waters
as depicted in your application shall expire upon expiration of the 404 or CAMA Permit.
If this Certification is unacceptable to you, you have the right to an adjudicatory hearing upon
written request within sixty (60) days following receipt of this Certification. This request must be
in the form of a written petition conforming to Chapter 150B of the North Carolina General
Statutes and filed with the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. If modifications are made. to an original Certification, you have the
right to an adjudicatory hearing on the modifications upon written request within sixty (60) days
following receipt of the Certification. Unless such demands are made, this Certification shall be
final and binding.
This the 16th day of August 2006
DIVISION OF WATER QUALITY
Cx??
Alan W. Klimek, P.E.
3578
AWK/cbk/ym
NORTH CAROLINA ECOSYSTEM ENHANCEMENT PROGRAM, NCEEP
IN-LIEU FEE REQUEST FORM
Revised 217/2007
Print this form, fill in requested information, sign and date, and either mail to NCEEP, 1652 Mail Service Center, Raleigh, NC
27699-1652, or fax to 919-715-2219. Attachments are acceptable for clarification purposes (location map is required).
CONTACT INFORMATION APPLICANT'S AGENT (optional) APPLICANT T_
1. Business or Individual Name HDR ENGINEERING - -
MECKLENBURG COUNTY _-
2. Street Address or P O Box
---------------_._._-'
128 S. TRYON_ ST. ----

---_-_-
700 N. TRYON ST.
3.
City, State, Zip ---- -CHARh_QITE OHA
4. Contact Person
CHRIS MATTHEWS
JOE HACK
---- - - - - ----
5. Telephone Number _--._
704- 3 3 8 -67
6. Fax Number 1 704-338-12760

-
.____._.____.___
_7_0_4_-_a3_6=431_4
_
7. E-Mail Address (optional) --
- __--- ---
?CHR?$ ?NJAIIHE?L?@HDB _NG._C()M I i
EsHACK@MEG..KI.,_ENHORaCO_UN.T_Y?
PROJECT INFORMATION
8. Project Name
US 52-1 LANDFILL
9. Project Location (nearest town, city) (,
*"ATTACH MAP SHOWING IMPACT LOCATION'S } CHARL
-------------- - - - _0_TTE.3__._NC._..-.._-
- - ---- --- - - - _..------
10. Lat-Long Coordinates (optional)
---- -- -- - N 35° 00' 4.5_'_ w
11. Project County
12. River Basin
13. Cataloging Unit (8-digit) (See Note 1)
14. Riparian Wetland Impact (ac.) (e.g., 0.13)
15. Non-Riparian Wetland Impact (ac.) _
l
16. Coastal Marsh Impact (ac.)
17. Stream Impact (ft.) (e.g. 1,234) Warm
(See Note 2)
II
18. Buffer Impact-Zone (sq ft) (e.g. 12,345) I Zone 1:
(See Note 3)
19. Regulatory Agency Staff Contacts
(Indicate last names, if known) USACE:
20. Other Regulatory ID Information
(e.g., USACE Action ID, if known) i
IMPORTANT
Check (v) below if this request is a: Sir
- revision to a current acceptance, or
X re-submission of an expired acceptance j
Date:
1 7711
Cool
_..._.,.-...
rZone 2: `?..'
DWQ:
A. J O H I
re o p i _or gent:
Cold
Note 1: For help in determining the Cataloging Unit, go to EPA's "Surf Your Watershed" web page:
http://cfpub.epa.gov/surf/locate/index.cfm Note (9) above: requirement to attach location map.
Note 2: For guidance on stream temperatures, go to:
htto://www.saw.usace.armv.mil/WETLANDS/Mitigation/Documents/Stream/Appendices/Appendixi.pdf
C.GOV
Note 3: Buffer mitigation applicable only in the Neuse, Tar-Pamlico and Catawba river basins, and the Randleman Lake
Water Supply Watershed. Direct all questions to Kelly Williams at 919-716-1921 or [e-mail]
SURVEY DATA
TABLES

DAVIE PARK
Cross-section I
J.T. Soule, J.L. W
11-Jan-06
STA

feet BS(+)

feet HI

feet FS(-)

feet Bed/Ground
Elevation
feet WATER
DEPTH
feet Water
Elevation
feet Notes/Comments
TBM # 1 100.00
0 0.27 99.73 To of # 4 rebar GND level
5 1.10 98.90
10 2.07 97.93
15 2.73 97.27
20 2.81 97.19
25 2.96 97.04
30 3.17 96.83
35 3.31 96.69
40 3.38 96.62
45 3.62 96.38
50 3.59 96.41
55 4.12 95.88
60 4.33 95.67
65 4.57 95.43
70 5.03 94.97
75 5.13 94.87
80 5.25 94.75
82 5.39 94.61
82.8 5.42 94.58
83 5.67 94.33
83.1 6.73 93.27 0.92 94.19 Edge of Water
83.8 6.88 93.12 1.05 94.17 Thalwe
85.1 6.42 93.58 0.6 94.18 Edge of Water
85.2 5.48 94.52
85.6 5.28 94.72
87 5.19 94.81
90 5.15 94.85
95 5.11 94.89
100 5.29 94.71
104 5.21 94.79
105.7 4.66 95.34 To of Hum
108.3 5.28 94.72
110 5.38 94.62
115 5.25 94.62
120 5.29 94.75
121.9 5.46 94.71
122.1 5.70 94.54
123.1 5.87 94.30 0 94.30 Ed a of Water
125.7 6.49 94.13 0.62 94.75 Thalwe
126.6 5.97 93.51 1.12 94.63 Ed a of Water
126.9 5.46 93.51
128 5.28 94.54
130 5.12 94.72
135 5.17 94.88
140 5.41 94.83
145 5.10 94.59
150 5.13 94.90
155 4.19 94.87
160 3.41 95.81
165 2.62 96.59 End x-section

Jld UUfl UTUV Ufl Lell DanK
Station 0+00 to Station 1+65 @ Magnetic Azimuth of 266 degrees
DAVIE PARK
Cross-section 2
J.T. Soule, J.L. W
11-Jan-06

STA

feet
BS(+)

feet
HI

feet
FS(-)

feet Bed/Ground

Elevation
feet WATER

DEPTH
feet Water

Elevation
feet
Notes/Comments
TBM # 1 100.00
0 6.62 93.38 To of # 4 rebar GND level
5 7.09 92.91
10 7.45 92.55
15 7.76 92.24
20 8.03 91.97
30 8.41 91.59
40 8.41 91.59
50 8.32 91.68
60 8.41 91.59
70 8.32 91.68
80.1 8.54 91.46 To of Bank
81.2 11.53 88.47
83 13.70 86.30 0 86.30 Ed a of Water
83.6 14.16 85.84 0.47 86.31 Thalwe
86 13.85 86.15 0.18 86.33
87.2 13.71 86.29 0 86.29 Edge of Water
88 12.90 87.10
89 12.62 87.38
90 12.43 87.57
91 12.11 87.89
92 12.04 87.96 Toe of Bank
93 11.51 88.49
94 10.70 89.30
95 10.08 89.92
96 9.17 90.83
96.8 8.65 91.35
97 7.74 92.26 To of Bank
98 7.27 92.73
99 7.08 92.92
104 6.34 93.66
109 5.68 94.32
114 5.14 94.86
119 4.76 95.24
125 4.06 95.24 End x-section

otauon u*uu on Len tsanK
Station 0+00 to Station 1+25 @ Magnetic Azimuth of 297 degrees
DAVIE PARK
Cross-section 3
J.T. Soule, J.L. W
11-Jan-06

STA
feet
BS(+)
feet
HI
feet
FS(-)
feet Bed/Ground
Elevation
feet WATER
DEPTH
feet Water
Elevation
feet
Notes/Comments
TBM # 1 100.00
0 4.81 95.19 To of # 4 rebar GND level
10 5.27 94.73
20 5.30 94.70
30 5.40 94.60
40 5.45 94.55
50 5.58 94.42
60 5.57 94.43
68.1 5.96 94.04 To of Bank
68.8 6.94 93.06
72.5 11.88 88.12 0 88.12 Edge of Water
75 12.06 87.94 0.22 88.16 Thalwe
77.8 11.85 88.15 0 88.15 Edge of Water
78.7 11.34 88.66
79.9 10.72 89.28
83.2 10.03 89.97
84.2 9.71 90.29 Toe of Bank
86 8.86 91.14
86.8 8.04 91.96
87.2 7.00 93.00
88.3 5.93 94.07
89.8 5.35 94.65
91 5.12 94.88
95 4.97 95.03
100 4.95 95.05
105 4.55 95.45
110 3.72 96.28
115 2.68 97.32
118 2.02 97.98 End x-section

owuon u*uu on Len esanK
Station 0+00 to Station 1+18 @ Magnetic Azimuth of 294 degrees
DAVIE PARK
2008
Cross Section # 4
.ITS 1 C
23-Jun-08

k BS(+)

feet inch HI

feet FS(-)

feet inch Bed/Ground
Elevation
feet WATER DEPTH

feet inch Water
Elevation
feet
Notes/Comments
TB 1 4.37 617.87 616.51 TP 104+50 Rebar w/Ca SEPI
6 5.25 612.70 11 7.37 606.26 Wood Stake
0 2 7.62 610.06
2 3 3.62 609.40
4 3 8.75 608.97
6 4 4.25 608.34
8 5 0.12 607.69
8.5 5 8.12 607.02
8.7 6 6.50 606.16
9 6 10.25 605.84
10 6 11.25 605.76
10.7 6 8.62 605.98
11 5 8.25 607.01
11.7 5 2.75 607.47
13 4 9.62 607.90
18 4 3.62 608.40
23 4 4.62 608.31
28 4 3.50 608.41
33 4 5.25 608.26
38 4 4.75 608.30
43 4 6.62 608.15
48 4 7.62 608.06
55 4 8.25 608.01
60 4 10.12 607.85
65 4 11.87 607.71
70 5 4.75 607.30
71.8 5 6.12 607.19 To of Bank
71.9 7 2.12 605.52 Undercut 2"
74 7 6.87 605.13
76 7 8.37 605.00 0.00 605.00 Edge of Water
77 7 9.62 604.90 1.50 605.02
78 7 8.87 604.96 2.00 605.13 Thalwe
79 7 6.87 605.13 0.00 605.13 Edge of Water
80 6 11.62 605.73
81 5 9.12 606.94
81.5 5 3.75 607.39
85 5 0.00 607.70
90 5 1.50 607.57
95 4 10.37 607.83
100 4 10.87 607.79
105 4 11.62 607.73
110 4 5.25 608.26
111.7 4 6.87 608.13 To of Bank
113 5 4.62 607.31
114 5 4.87 607.29
115 5 2.87 607.46
116 4 8.12 608.02
117 4 5.75 608.22 To of Bank
118 4 3.75 608.39
120 4 3.00 608.45
125 3 6.75 609.14
130 2 6.75 610.14 END

Azimuth = 279° , 0+00 to 1+30
DAVIE PARK
2008
Cross Section # 5
ITC I r`

STA BS(+)

(feet) I inch HI

feet FS(-)

feet inch Bed/Ground
Elevation
feet WATER DEPTH

feet inch Water
Elevation
feet
Notes/Comments
TBM 1 4.37 617.87 616.51 TP 104+50 Rebar w/Ca SEPI
TP 2 7.50 608.89 11 7.37 606.26 Wood Stake
0 2 5.12 606.46
5 3 10.75 604.99
10 4 10.00 604.05
15 5 2.37 603.69
17 5 5.00 603.47 To of Bank
20 7 0.37 601.85
25 10 5.37 598.44
26 11 11.25 596.95
26.5 13 11.37 594.94 Undercut 24"
27.5 14 0.87 594.81 0.00 594.81 Ed a of Water
29.4 14 1.50 594.76 0.50 594.80 Thalwe
29.8 14 0.75 594.82 0.00 594.82 Edge of Water
31 12 9.50 596.09
33 12 4.75 596.49
35 12 2.00 596.72
37 9 0.00 599.89
40 6 2.50 602.68 To of Bank
44 5 11.37 602.94
48 6 0.75 602.82
50 6 11.87 601.90
52 8 11.25 599.95
54 9 8.87 599.15
56 9 9.00 599.14
59 9 6.75 599.32
61 9 5.37 599.44
63 9 1.62 599.75
65 7 8.87 601.15
67 7 6.37 601.35
69 7 4.00 601.55
70 6 8.75 602.16
72 5 4.87 603.48
73.8 5 4.12 603.54 To of Bank
75 7 3.50 601.59
76.5 8 6.12 600.38
77.8 8 8.00 600.22
79 8 5.00 600.47
80.5 6 3.87 602.56 To of Bank
85 5 4.75 603.49
90 4 3.50 604.59
95 3 4.25 605.53
100 2 4.25 606.53 END

Azimuth = 295°, O+oo to 1+00
•
•
•
•
i
•
•
•
•
•
•
•
•
i
i
•
•
•
•
•
•
•
i
•
•
•
•
i
•
•
•
•
•
•
•
•
•
•
•
•
DAVIE PARK
2008
Cross Section # 6
ITC I r

STA BS(+)

feet inch HI

feet FS(-)

feet inch Bed/Ground
Elevation
feet WATER DEPTH

feet inch Water
Elevation
feet
Notes/Comments
TBM 6.87 607.40 606.83 TP 107+00 Rebar w/Ca SEPI
TP # 4 4 0.37 605.04 6 4.75 601.01
0 1 8.25 603.35
5 2 11.62 602.07
10 3 6.12 601.53
15 4 1.50 600.91
20 4 7.12 600.44
24.7 5 3.87 599.72 To of Bank
26 10 10.62 594.15
27 12 2.37 592.84
28 13 8.00 591.37 0.00 591.37 Edge of Water
28.5 14 0.37 591.01 5.12 591.43 Thalwe
30 13 7.62 591.40 0.00 591.40 Edge of Water
32 13 3.87 591.72
33 11 0.62 593.99 To of Bank
35 10 9.50 594.25
38 10 8.75 594.31
41 10 0.87 594.97
43 7 6.50 597.50
45 7 0.37 598.01
47 5 7.87 599.38
50 5 0.50 600.00
55 5 0.25 600.02
60 4 10.00 600.20
65 4 7.50 600.41
70 5 1.62 599.90
75 4 10.25 600.18
80 4 8.62 600.32
85 3 11.75 601.06 END

Azimuth = 276° . 0+00 to 0+85
Cross Section at = Profile Station 522
DAVIE PARK
2008
Cross Section # 7
.Mv I r.
7A 1- nO

STA BS(+)

feet inch HI

feet FS(-)

feet inch Bed/Ground
Elevation
feet WATER DEPTH

feet inch Water
Elevation
feet
Notes/Comments
TBM 6 2.62 605.40 599.18 TP 111+50 Rebarw/Ca SEPI
TP # 5 4 4.12 597.25 12 5.87 592.91
0 2 2.50 595.04
10 3 1.75 594.11
20 3 4.75 593.86
30 3 10.87 593.35
40 4 8.75 592.52
45 4 9.25 592.48
50 4 9.87 592.43
55 4 11.12 592.33
60 4 11.75 592.27
65 5 4.50 591.88
70 5 2.87 592.01
75 5 2.75 592.02
76 5 5.62 591.78 To of Bank
77 6 4.00 590.92
78 8 0.50 589.21
80.2 9 8.00 587.59
80.5 10 2.50 587.04 0.00 587.04 Edge of Water
81.5 10 4.75 586.86 2.62 587.08 Thalwe
83.7 10 4.50 586.88 2.62 587.10 Undercut 6"
85 7 6.25 589.73
86 6 7.12 590.66
87 5 7.12 591.66
88 5 1.87 592.10
89 4 10.12 592.41
91 4 9.87 592.43
93 4 11.62 592.28
97 5 1.62 592.12
102 4 11.37 592.31
106 4 7.25 592.65
108 3 11.37 593.31
110 2 11.12 594.33
112 2 0.62 595.20 END

Azimuth = 279° . 0+00 to 1+12
Cross Section at = Profile Station 986
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DAVIE PARK
2008
Cross Section # 8
iTR i r.
OA I..- nQ

STA BS(+)

feet inch HI

feet FS(-)

feet inch Bed/Ground
Elevation
feet WATER DEPTH

feet inch Water
Elevation
feet
Notes/Comments
TBM 7.50 591.19 590.56 TP 116+25 Rebar w/Ca SEPI
0 6 3.37 584.90
5 6 1.87 585.03
7 6 7.12 584.59
8 6 11.62 584.22
10 7 2.00 584.02
12 7 4.00 583.85
14 7 2.37 583.99
15 7 0.12 584.18
17 6 5.37 584.74
21 6 6.37 584.65
25 6 3.62 584.88
30 6 4.37 584.82
35 6 7.62 584.55
40 6 10.25 584.33
50 7 0.50 584.14
60 7 2.75 583.96
70 7 3.87 583.86
80 7 5.62 583.72
90 7 0.62 584.13
99 6 10.00 584.35 To of Bank
7 7.62 583.55
10 7.37 580.57 Undercut> 12"
11 3.25 579.91 0.00 579.91 Edge of Water
R 11 4.37 579.82 1.00 579.90 Thalwe
11 3.50 579.89 0.00 579.89 Edge of Water
O4. 11 2.50 579.98
9 3.75 581.87
107 8 5.87 582.70
108.4 7 2.25 584.00 To of Bank
110 6 8.50 584.48
115 6 6.62 584.63
120 6 2.00 585.02 END

Azimuth = 279° , 0+00 to 1+20
Cross Section at= Profile Station 1483
528 13 4.75 591.13 2.50 591.34 To of Riffle
536 13 5.50 591.07 0.12 591.08 Bottom of Riffle
539.6 13 10.50 590.65 3.00 590.90
550 13 9.12 590.77 1.50 590.89
560 14 0.25 590.51 2.00 590.67
570 13 11.25 590.59 1.12 590.68
580 13 11.62 590.56 1.00 590.64
590 14 3.00 590.28 4.12 590.62
600 14 1.75 590.38 2.12 590.56
610 14 2.37 590.33 2.00 590.50
620 14 6.75 589.97 5.12 590.39
TP# 7 11 0.00 603.09 12 5.25 592.09
630 13 4.00 589.76 8.87 590.50
641 12 8.75 590.36 1.50 590.49
650 12 9.12 590.33 1.37 590.45 To of Riffle (cb 655
660 12 9.00 590.34 0.87 590.41 Bottom of Riffle 665.3
670 13 0.87 590.02 2.50 590.23
679 13 0.25 590.07 1.12 590.16 Begin to 'am/debris to 683.5
687 13 3.62 589.79 2.00 589.96 688 to 697 Pipe Underground
700 13 10.75 589.20 8.12 589.87 697 to 704 Debris
710 13 5.75 589.61 3.00 589.86
720 13 5.75 589.61 1.62 589.75
730 13 5.75 589.61 1.12 589.71
739 13 6.87 589.52 1.87 589.67
750 13 9.25 589.32 3.87 589.64
760 13 9.12 589.33 3.12 589.59
TP# 8 8 4.75 599.45 12 0.50 591.05
770 9 11.62 589.48 1.50 589.60 775 to 778 Debris
780 11 1.12 588.35 1 0.87 589.42
786 10 1.87 589.29 2.00 589.46 To of Riffle Debris
791 10 5.62 588.98 4.00 589.31 Bottom of Riffle
800 10 5.12 589.02 2.50 589.23
810 10 6.62 588.89 3.00 589.14
820 10 5.25 589.01 1.50 589.13
830 10 6.75 588.88 1.50 589.01
840 10 6.30 588.92 1.00 589.00
850 10 7.50 588.82 0.87 588.89
860 11 4.37 588.08 1.50 588.21 855 to 858 Under Left Bank
876 11 9.00 587.70 6.00 588.20 864 to 873 Debris
885 11 4.37 588.08 1.00 588.16
TP# 9 8 3.87 597.92 9 10.12 589.60
900 10 1.25 587.82 3.50 588.11
910 10 7.62 587.29 7.87 587.95
920 10 1.87 587.77 1.12 587.86
931 10 10.00 587.09 1.12 587.18 924 to 930 Pipe Underground
938 11 3.12 586.66 6.50 587.21 Storm Drain CED 930, Left Bank
953 10 11.62 586.96 1.50 587.08 941 to 945 Debris & Roots
960 11 0.12 586.91 1.62 587.05
970 11 0.00 586.92 1.00 587.01
980 11 3.00 586.67 3.87 587.00
990 11 1.00 586.84 1.87 587.00 995 to 1005 Riffle
1000.5 11 2.75 586.70 2.50 586.90
1011 11 2.87 586.69 1.00 586.77
1020 11 9.25 586.15 5.00 586.57 Undercut
1030 11 6.12 586.41 1.00 586.50
1040 12 0.00 585.92 5.00 586.34
1051 12 3.00 585.67 6.12 586.18 Pipe Under round CZD 1046
TP# 10 8 1.87 595.76 10 3.87 587.60
1060 9 11.25 585.82 0.50 585.86 On Rock
1075 11 0.00 584.76 4.50 585.13 1072 to 1075 Debris & Roots
1085 10 9.12 585.00 1.50 585.12
1095 10 11.00 584.84 2.50 585.05
1105 10 11.37 584.81 2.50 585.02
1115 11 4.87 584.35 7.87 585.01
1125 10 10.50 584.88 2.00 585.05
1135 10 11.50 584.80 1.87 584.96 Bedrock Left Bank 1139
1145 11 2.50 584.55 4.87 584.96
1155 11 2.00 584.59 3.50 584.88
1165 10 11.87 584.77 1.12 584.86
1175 10 11.75 584.78 1.00 584.86
1185 11 3.25 584.49
2.25
584.67
1187 to 1193 Lo Jam & Bedrock
TP# 11 9 6.00 593.82 11 5.25 584.32
1195 9 11.25 583.88 4.25 584.24
1205 9 7.87 584.16 0.50 584.21 1201 to 1213 Riffle Bedrock w/Debris
1215 11 1.87 582.66 7.25 583.27
1225 10 9.62 583.02 2.87 583.26
1235 11 0.75 582.76 3.00 583.01
1245 10 10.87 582.91 0.87 582.99
1255 11 8.25 582.13 4.50 582.51
1265 11 5.87 582.33 0.50 582.37 1267 to 1276 Under Bank
1276 12 6.37 581.29 10.50 582.16
1285 11 8.50 582.11 1.00 582.20
1290 11 9.87 582.00 1.50 582.12
1300 11 10.87 581.91 2.62 582.13
1310 11 10.75 581.92 1.00 582.01
1320 12 0.12 581.81 1.12 581.90
1330 12 2.25 581.63 1.00 581.72
1335 12 3.37 581.54 1.00 581.62
TP# 12 7 7.62 590.23 11 2.75 582.59
1358 9 8.00 580.56 6.00 581.06 1337 to 1356 Under Rt. Bank Pipe
1368 9 3.12 580.97 1.00 581.05
1375 9 4.37 580.86 1.50 580.99 1378 to 1396 Under Rt. Bank Pipe
1399 10 5.62 579.76 7.25 580.36 1396 Debris
1405 10 0.00 580.23 2.00 580.39 1409 to 1415 Debris
1416 10 4.75 579.83 3.50 580.12
1422 10 9.87 579.40 8.50 580.11
1425 10 3.62 579.92 2.50 580.13
1435 10 4.12 579.88 2.00 580.05
1442 10 6.25 579.71 4.00 580.04
1450 10 3.50 579.93 1.00 580.02
1457 10 6.87 579.65 4.00 579.99
1461 10 10.50 579.35 7.00 579.93
1475 10 8.87 579.49 5.00 579.90
1485 10 5.00 579.81 1.00 579.89
1495 10 10.00 579.39 5.00 579.81
1505 11 0.00 579.23 7.00 579.81
1506 10 8.37 579.53 3.00 579.78 To of Bedrock
1511 11 7.00 578.64 2.00 578.81 Bottom of Bedrock
1515 11 11.00 578.31 5.50 578.77 END
TP# 13 6 6.75 594.03 2 9.12 587.47
TBM 3 6.00 590.53 TP 116+25 Rebar w/Ca SEPI
Elev. 590.56
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