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Carolina Wetland Services, Inc.
550 East Westinghouse Boulevard
Charlotte, NC 28273
704 -527 -1177 - Phone
704 -527 -1133 - Fax
TO: Ms. Karen Higgins
NCDWQ — Wetlands and Stormwater Branch
512 N Salisbury St
9th Floor Archdale Building
Raleigh NC 27603
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20121146
Date: 12 -21 -12
CWS Project #: 2011 -2877
11
LETTER OF TRANSMITTAL
WE ARE SENDING YOU: ®Attached ❑Under separate cover via the following items:
❑ Prints ® Plans ❑ JD Package ❑ Specifications
❑ Copy of letter ❑ Change order ❑ Wetland Survey ® Other
TIP PMrt PCT TRRQ ART: MAT A42 AT(1TCTl VTKTnT V ATA11rV I TQ A r r%X71 V
1
DATE
12/21/12
COPIES
5
DESCRIPTION
Application for Individual Water Quality Certification
2
12/20/12
1
Application Fee Check ($570)
3
12/21/12
5
Construction Plan Set
4
12/21/12
5
Existing Conditions Report
THESE ARE
TRANSMITTED
as checked
below:
®For approval []Approved as submitted
®For your use ❑Approved as noted
❑As requested ❑Returned for corrections
❑For review and comment
❑Resubmit copies for approval
❑Submit copies for distribution
[]Return corrected prints
❑For your verification and signature
REMARKS: Karen. Please find attached five copies of the Preconstruction Notification and application for Water
Quality Certification for the Parkwood SDIP project A check for the application fee is also attached
Copy to: File
Thank you,
omas Blackwell, PWS
Senior Scientist
NORTH CAROLINA - SOUTH CAROLINA

4
RC ws
Wetland Servfoes
December 17, 2012
Ms. Amanda Jones
U.S. Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, NC 28801
550 E WESTINGHOUSE BLVD.
CHARLOTTE, NC 28273
704 -527- 1177(v)
704 -527- 1133(fax)
Subject: Section 404 Individual Permit Application
Parkwood Storm Drainage Improvement Project
Charlotte, North Carolina
Carolina Wetland Services Project No. 2011 -2877
20121 146
The Parkwood Storm Drainage Improvement Project (SDIP) is approximately 117 acres in extent. The
project area encompasses a portion of the Parkwood Neighborhood in Charlotte, North Carolina. The
project is located northeast of East Brookshire Freeway between East 13`h and East 15'h Streets
(Figures 1 and 2, attached). The purpose of the proposed project is to alleviate flooding caused by an
unnamed tributary to Little Sugar Creek that flows through the center of the project area. Under an
Unspecified Engineering Contract with Charlotte - Mecklenburg Storm Water Services (CMSWS),
RS &H Architects- Engineers - Planners, Inc. (RS &H) has subcontracted Carolina Wetland Services, Inc.
(CWS) to provide Section 404/401 Individual permitting services for this project.
Applicant Name: Charlotte- Mecklenburg Storm Water Services, POC: Mr. Isaac Hinson
Mailing Address: 600 East Fourth Street, Charlotte, NC 28202
Phone Number of Owner /Applicant: 704 - 336 -4495
Street Address of Project: Northeast of East Brookshire Freeway between East 13`h and East 15th
streets, Charlotte, NC
Tag Parcel ID: Multiple
Waterway: UT to Little Sugar Creek
Basin: Santee (HU# 03050103)
City: Charlotte
County: Mecklenburg
Decimal Degree Coordinate Location of Project Site: N35.232098 °, W 80.825858°
USGS Quadrangle Name: Charlotte East, NC Quadrangle, dated 1991
Current Land Use
The current land use for the project area consists of residential streets, commercial properties, and city
streets with small adjacent wooded areas. Typical on -site vegetation includes willow oak (Quercus
phellos), Bradford pear (Pyrus calleryana), kudza (Puereria lobata), broomsedge (Andropogon
virginicus), and Virginia plantain (Plantago virginica). An aerial photograph of the project area is
attached (Figure 3).
According to the Soil Survey of Mecklenburg County' (Figure 4, attached), on -site soils consist of a
variety of non - hydric and hydric soils. Table 1 is a summary of the on -site soils and the percentage of
each soil type found within the project area.
I United States Department of Agriculture (USDA), 1880. Sop Survey of Meddenburg County, North Carolina.
NORTH CAROLINA - SOUTH CAROLINA
WWW.CWS- INC.NET

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
Table 1. Summary of On -Site Soils
Soil Type
Slope
General
Drainage
Permeability
Available
( %)
Percentage of
Class
Water
Project Area
Capacity
Cecil -Urban land
2 -8
51
Well
moderate
medium
complex CuB
drained
Monacan loam
-
5
Poorly
moderate
high
O
drained soil
Urban land (Ur)
-
43
Well
low
none
drained
One on -site hydric soil is listed both locally and nationally. Monacan soils (MO) are listed in the
North Carolina Hydric Soils List for Mecklenburg County as having hydric inclusions2. This soil type
exhibits inclusions (pockets) of hydric soils, but are generally not entirely hydric in nature. Monacan
soils (hydric criteria 2B3, 4) are listed as hydric soils on the National Hydric Soils List3.
Approximately five percent of the project area is comprised of these soil types.
Federal Emergency Management Agency (FEMA) Floodplains
The portion of the project located downstream (south) of North Davidson Street is located within the 100 -
year FEMA floodplain (Figure 5, attached). A Mecklenburg County Floodplain Development Permit will
be required for the portions of the project located within the 100 -year floodplain. RS &H is working
closely with the Charlotte - Mecklenburg floodplain administrator to ensure that the proposed plans meet the
requirements for issuance of a Floodplain Development Permit.
Jurisdictional Delineation
On February 10, 2012, CWS scientists Gregg Antemann, PWS, and Thomas Blackwell, PWS,
delineated jurisdictional waters of the U.S. within the project area. Jurisdictional areas were delineated
using the U.S. Army Corps of Engineers ( USACE) Routine On -Site Determination Method. This
method is defined in the 1987 Corps of Engineers Wetlands Delineation Manual4, with further
technical guidance from the Eastern Mountains & Piedmont Interim Regional Supplements, dated July
2010.
Jurisdictional stream channels were classified according to recent USACE and North Carolina
Division of Water Quality (NCDWQ) guidance. These classifications included sampling with a D-
shaped dip net, taking photographs, and defining approximate breakpoints (location at which a channel
changes classification) within each on -site stream channel.
The results of the on -site field investigation conducted by CWS indicate that there are three jurisdictional
stream channels (Streams A, B, and C) located within the project area (Figure 6, attached). On -Site
jurisdictional waters include Little Sugar Creek and unnamed tributaries to Little Sugar Creek. Little Sugar
Creek is located in the Santee River basin (HU# 03050103)6. Little Sugar Creek is rated "Class C Waters"
by the NCDWQ. On -Site jurisdictional waters of the U.S. total approximately 3,800 linear feet (0.84
2 United States Department of Agriculture — Natural Resources Conservation Service, 1999. North Carolina Hydric Sons List, USDA -NRCS North Carolina
State Office, Raleigh
3 United States Department of Agriculture — Natural Resources Conservation Service, 2010. 2010 National Hyddc Soils List by State
4 Environmental Laboratory. 1987. 'Corps of Engineers Wetlands Delineation Manual', Technical Report Y-87 -1, US Army Engineer Waterways
Experiment Station, Vicksburg, Mississippi.
US Amory Corps of Engineers, July 2010. Interim Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Eastern Mountains and
Piedmont Region. US Army Engineer Research and Development Center, Vicksburg, Mississippi.
6'HLW is the Hydrologic Unit Code. U.S. Geological Survey, 1974. Hydrologic Unit Map, State of North Carolina.

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
acres). No wetlands were identified within the project limits. On-Site jurisdictional-waters are summarized
in Table 2 below.
Table 2. Summary of On -Site Jurisdictional Waters
A Jurisdictional Delineation Report and Request for Verification was submitted to the USACE
Asheville Regulatory Field Office on September 11, 2012. On October 10, 2012, CWS and CMSWS
staff met onsite with Mr. Steve Kichefski of the USACE and Mr. Michael Burkhard of the NCDWQ to
verify the jurisdictional delineation and to discuss the permitting process for the project.
Channel Geormorphic Assessment
A geomorphic survey and analysis was performed by CWS biologists Thomas Blackwell, PWS, Gregg
Antemann, PWS, and Kelly Hines between March 12, 2012 and March 22, 2012. The survey included
cross sectional surveys, and photographic documentation of the stream within the Parkwood SDIP.
Channel profile and pattern were derived from surveyed data collected by RS &H. This data was used
to classify each reach using the Rosgen Level I system. The locations of the stream cross - sections are
shown on Figure 7 (attached).
Three reaches of Perennial Stream B were assessed using Rosgen Level I Classification methods.
CWS performed the Stream Geomorphic Assessment to evaluate the existing conditions of the stream
and to identify potential strategies to preserve and improve in -stream habitat and stability while
meeting the essential flood reduction goals of the project.
Reach 1 was classified as a combination of Rosgen G and F type channels. Reaches 2 and 3 were
classified as Rosgen G type channels. All three study reaches were deeply incised and showed
evidence of significant bank erosion and instability. Each study reach is described in more detail
below. The attached Stream Existing Conditions Report provides data and photographs that describe
the existing conditions of the stream.
Reach 1
Reach 1 of Perennial Stream B is approximately 666 linear feet in length and is located between North
Davidson Street and Belmont Avenue (Figure 7). Based on field evaluation this stream reach exhibits
the characteristics of a Rosgen G type channel upstream of North Alexander street and a Rosgen F
type channel downstream of North Alexander Street. The stream channel lacks sinuosity and is deeply
entrenched. Mean bankfull width and depth for this reach are 20.25 feet and 1.45 feet, respectively.
The average floodprone width for this reach is approximately 35 feet. This reach displays bank height
ratios of between 1.69 and 3.03, and entrenchment ratios of between 1.39 and 2.17.
7 Gassff)cations Indude Traditionally Navigable Water (TNW), Relatively Permanent Water (RPM, and Non - Relatively Permanent Water (Non-RPW),
3
Jurisdiction
NCDWQ
USACE
Approx.
Jurisdictional
SCP
Steam
Stream
Length
Approx
Acreage
USACEIEPA
Intermittent/
Feature
anos
No.
Classification
Assessment
Linear
{ac.)
Classification'
Perennial
Score
Score
Feet (It)
Stream A
RPW
Perennial
SCP1
40.5
54
676
0.31
Stream B
RPW
Perennial
SCP2
35
37
2,731
0.50
Stream C
Seasonal RPW
Unimportant
SCP3
24.5
31
393
0.03
Intermittent
On -Site Total:
3,800
0.84
A Jurisdictional Delineation Report and Request for Verification was submitted to the USACE
Asheville Regulatory Field Office on September 11, 2012. On October 10, 2012, CWS and CMSWS
staff met onsite with Mr. Steve Kichefski of the USACE and Mr. Michael Burkhard of the NCDWQ to
verify the jurisdictional delineation and to discuss the permitting process for the project.
Channel Geormorphic Assessment
A geomorphic survey and analysis was performed by CWS biologists Thomas Blackwell, PWS, Gregg
Antemann, PWS, and Kelly Hines between March 12, 2012 and March 22, 2012. The survey included
cross sectional surveys, and photographic documentation of the stream within the Parkwood SDIP.
Channel profile and pattern were derived from surveyed data collected by RS &H. This data was used
to classify each reach using the Rosgen Level I system. The locations of the stream cross - sections are
shown on Figure 7 (attached).
Three reaches of Perennial Stream B were assessed using Rosgen Level I Classification methods.
CWS performed the Stream Geomorphic Assessment to evaluate the existing conditions of the stream
and to identify potential strategies to preserve and improve in -stream habitat and stability while
meeting the essential flood reduction goals of the project.
Reach 1 was classified as a combination of Rosgen G and F type channels. Reaches 2 and 3 were
classified as Rosgen G type channels. All three study reaches were deeply incised and showed
evidence of significant bank erosion and instability. Each study reach is described in more detail
below. The attached Stream Existing Conditions Report provides data and photographs that describe
the existing conditions of the stream.
Reach 1
Reach 1 of Perennial Stream B is approximately 666 linear feet in length and is located between North
Davidson Street and Belmont Avenue (Figure 7). Based on field evaluation this stream reach exhibits
the characteristics of a Rosgen G type channel upstream of North Alexander street and a Rosgen F
type channel downstream of North Alexander Street. The stream channel lacks sinuosity and is deeply
entrenched. Mean bankfull width and depth for this reach are 20.25 feet and 1.45 feet, respectively.
The average floodprone width for this reach is approximately 35 feet. This reach displays bank height
ratios of between 1.69 and 3.03, and entrenchment ratios of between 1.39 and 2.17.
7 Gassff)cations Indude Traditionally Navigable Water (TNW), Relatively Permanent Water (RPM, and Non - Relatively Permanent Water (Non-RPW),
3

Parkwood SDIP December 17, 2412
Section 404 Individual Permit Annlication CWS Project No. 2011 -2877
Reach 2
Reach 2 of Perennial Stream B is approximately 359 linear feet in length and is located between North
Caldwell Street and North Davidson Street (Figure 7). Based on field evaluation this stream reach
exhibits the characteristics of a Rosgen G type channel. The stream channel lacks sinuosity and is
deeply entrenched. Typical bankfull width and depth for this reach are 12.5 feet and 1.66 feet,
respectively. The average floodprone width for this reach is approximately 24.5 feet. This reach
displays bank height ratios of between 2.18 and 4.34, and entrenchment ratios of between 1.6 and 1.76.
Reach 3
Reach 3 of Perennial Stream B is approximately 470 linear feet in length and is located between the
Norfolk Southern Railroad line and North Brevard Street (Figure 7). Based on field evaluation this
stream reach exhibits the characteristics of a Rosgen G type channel. The stream channel lacks
sinuosity and is deeply entrenched. Mean bankfull width and depth for this reach are 13.3 feet and
1.62 feet, respectively. The average floodprone width for this reach is approximately 18.35 feet. This
reach displays bank height ratios of between 3.86 and 6.22, and entrenchment ratios of between 1.19
and 1.58.
Based on the data gathered during the field investigation a proposed typical cross - section was
developed for areas of stream channel where improvements are necessary. The proposed cross - section
is designed to maintain base flow and in -stream habitat while providing the additional capacity needed
to reduce adjacent property flooding. The restored stream reaches have been designed to include
floodplain benches and native riparian vegetation which will help to improve the water quality riparian
habitat along the channel.
Agency Correspondence
Cultural Resources
A letter was forwarded to the State Historic Preservation Office (SHPO) on September 4, 2012 to
determine the presence of any areas of architectural, historic, or archaeological significance that would
be affected by the project. In a response letter dated October 1, 2012 (attached), the SHPO stated that
"There are no known archaeological sites within the proposed project area. Based on our knowledge of
the area, it is unlikely that any archaeological resources that may be eligible for inclusion in the
National Register of Historic Places will be affected by the project. We, therefore, recommend that no
archaeological investigation be conducted in connection with this project." The SHPO letter also
noted that "The Alpha Cotton Mill, which is listed in the National Register of Historic Places and is a
locally - designated historic landmark, is located within the project area." The Alpha Cotton Mill is
located between East 12th Street, North Brevard Street, and the railroad tracks and will not be
impacted by the proposed project work.
On December 3, 2012 a second letter was forwarded to the SHPO providing the additional information
and site plans that were requested. In a response letter dated December 13, 2012 (attached), the SHPO
stated that "...since the proposed sewer (sic) improvements in this area will be located within the
existing right -of -way and will not remove any mature landscaping, the project will have no effect on
historic properties ".
Protected Species
A letter was forwarded to the North Carolina Natural Heritage Program (NCNHP) on September 4,
2012 to determine the presence of any federally- listed, candidate endangered, threatened species or
critical habitat located within the project area. In a response letter, dated September 6, 2012

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Agnlication CWS Project No. 2011 -2877
(attached), the NCNHP stated that "The Natural Heritage Program has no record of significant natural
communities, significant natural heritage areas, or conservation/managed areas at the project site nor
within a mile of the project area. Two plant records within the study area are from 1977 and earlier,
and both are considered historical, given the heavy development in this area. Thus, no impacts are
anticipated to them."
Purpose and Need for the Project
The purpose of the Parkwood SDIP is to reduce structure and street flooding throughout the Parkwood
neighborhood and to address channel erosion problems within the project area.
Flooding and erosion problems within the project area have been reported by neighborhood residents
and businesses and are documented in formal responses to City questionnaires and service requests.
Table 3 summarizes property owner responses to the City questionnaire regarding flooding and
drainage issues within the project area. In addition, hydrological modeling conducted by the project
engineer, RS &H, indicates extensive property and street flooding at the 10 year and 25 year flood
levels. Modeled flooding and citizen service requests are shown on Figure 8 (attached).
The purpose of this project is to reduce flooding, dissipate high velocity storm flows at outfalls, and
reduce storm - induced erosion downstream of culverts. This project will bring this storm water system
up to city design standards to address these issues. In addition, the project will stabilize and enhance
the stream channel upstream of North Brevard Street and between Belmont Avenue and North
Davidson Street through the installation of bankfull benches and the planting of deep rooted, native
plants. The existing stream channel upstream of Belmont Avenue will be realigned to eliminate a
sharp bend and improve the approach to the Belmont Avenue culvert.
The need for these repairs was identified through the City of Charlottes 311 Citizen Drainage Requests
call database, questionnaire responses, and associated correspondence between the City and the
property owners. Charlotte 311 is a telephone hotline where citizens of the City of Charlotte and
Mecklenburg County can call in and report storm water requests or ask general storm water related
questions. Typical storm water requests include maintenance and repair requests, flooding, and other
storm water issues. Each call is given a priority rating (by a City - County representative), A through C,
with A being the highest priority. Calls may also be logged as ADM (administrative requests), DNQ
(call does not qualify for service), and/or U (undefined).

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Agnlication CWS Project No. 2011 -2877
Table 3. Citv Ouestionnaire Resnonses
Years
Storage
Finished
Other
Address
lived
Stream
Soil
Buildin
Air Cond.
Crawl
Floor
Street
storm
or
Erosion?
Erosion?
Flooding
Unit
Space
Flooding
Flooding
drainage
owned
Issues
310 Dalton Ave
5
No
Yes
Never
Never
Never
No
No
1300 N. Caldwell St
23
No
Yes
Never
Never
More
No
Yes
Yes
than
once
235/237 W. Liddell St
13
No
No
Never
Never
Never
No
Yes
Yes
717 N. Poplar St
16
No
Yes
Once per
Never
Never
Yes
Yes
Yes
year
916 N. Popar St
1993
No
Yes
Once per
Never
Once
No
Yes
Yes
year
per
year
721 N. Tryon St
5
No
No
Never
Never
Never
No
Yes
No
221 W. 11th St
21
No
No
Never
Once
No
No
per
year
509 Sylvania Ave
3
No
No
Never
Never
Never
No
Yes
No
715 N. Church St
1.5
No
No
Never
Never
Never
No
Yes
No
1317 Duncan
2
No
Yes
Never
Never
Never
No
Yes
Yes
Gardens Dr
954 N. Davidson St
1938
No
Yes
More
No
Yes
Yes
than
once
1201 N. Tryon St
23
No
No
Never
Never
No
Yes
1601 -1625 N. Tryon
58
No
No
More than
Never
Never
No
Yes
No
St
once
1115 N. Church St
80
No
No
Never
Never
Never
No
Yes
1000 Greenleaf Ave
29
No
No
Never
Never
Never
No
No
Yes
1701 N. Graham St
1
No
No
Never
Never
Never
No
Yes
1008 -1012 N. Tryon
12
No
No
Never
Never
Never
No
Yes
No
St
106 + 116 Dalton Ave
1987
No
No
Never
Never
Never
No
No
Yes
715 N. Church St
3
No
No
No
Yes
No
445 Plymouth Ave
40
No
No
Never
Never
Never
No
Yes
No
700 N. Tryon St, Suite
17
No
No
Never
Never
Never
No
Yes
No
316
201 E. 16th St
17
No
No
Never
Never
Once
No
Yes
No
per
ear
402 E. 16th St
1
Yes
Yes
Never
More than
Never
Yes
Yes
Yes
once
800 N. College St
5
Yes
Yes
More than
Never
More
No
No
Yes
once
than
once
901 N. Church St
25
Yes
Yes
More than
More than
More
Yes
Yes
Yes
once
once
than
once
8330 Pine Circle
25
Yes
Yes
Never
Never
Never
No
Yes
1001 N. Tryon St
3
Yes
Never
Never
Never
No
Yes
No
1500 N. Graham St
35
No
Never
Never
Never
No
Yes
1120 N. Alexander St
20
Yes
Never
Never
Never
No

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
Avoidance and Minimizadon/Alternatives Analysis
In an attempt to minimize impacts to on -site jurisdictional waters while still meeting the goals of the
project, an extensive alternatives analysis was conducted for this project. Alternatives that received
consideration and the rationale for selecting the preferred alternative are described below. Alternatives
1 to 3 are summarized in Table 4.
No Build Alternative. This alternative would not meet any of the project's flood control or erosion
control goals. Therefore, CMSWS eliminated this alternative from further consideration.
Alternative 1. This alternative would increase the size of existing culverts under Belmont Avenue,
North Davidson Street, North Caldwell Street, Parkwood Avenue, and North Brevard Street to
eliminate street flooding. In addition, the North Alexander Street bridge would be replaced with triple
culverts consisting of a 12' x 9' Reinforced Concrete Box Culvert (RCBC), a 12' x 7' RCBC, and a 10' x
7' RCBC. The stream channel downstream of North Davidson Road would be left in -situ and widened
to increase capacity. The stream channel upstream of Belmont Avenue would be also be widened to
increase capacity. The stream would be realigned between North Alexander Street and Belmont
Avenue with a permanent loss of approximately 160 linear feet of stream channel. Under this
approach stream banks would be stabilized with permanent erosion control fabric and rip rap.
Alternative 1 would result in approximately 1,225 linear feet of permanent impacts to
jurisdictional waters of the U.S. Impacts associated with Alternative 1 are shown on Figure 9.
Alternative 2. This alternative would increase the size of existing culverts under North Davidson
Street, North Caldwell Street, Parkwood Avenue, and North Brevard Street to eliminate street
flooding. In addition, the North Alexander Street bridge and the Belmont Avenue culvert would be
replaced with a single 12' x 9' RCBC and 12' x 7' RCBC from North Alexander Street to Belmont
Avenue. This would result in the loss of approximately 265 linear feet of stream channel between North
Alexander Street and Belmont Avenue. The stream channel downstream of North Davidson Street
would be left in -situ and widened to increase capacity. The stream channel upstream of Belmont
Avenue would be also be widened to increase capacity. Under this approach stream banks would be
stabilized with permanent erosion control fabric and rip rap. Alternative 2 would result in
approximately 1,344 linear feet of permanent impacts to jurisdictional waters of the U.S.
Impacts associated with Alternative 2 are shown on Figure 10.
Alternative 3. (preferred alternative) The preferred alternative would increase the size of existing
culverts under Belmont Avenue, North Davidson Street, North Caldwell Street, Parkwood Avenue,
and North Brevard Street to eliminate street flooding. In addition, the North Alexander Street bridge
would be eliminated and the road dead -ended on either side of the creek. Natural channel design will
be used to enhance the existing stream channel between North Alexander Street and North Davidson
Street while also increasing capacity through bankfull benches. The stream would be realigned
between North Alexander Street and Belmont Avenue. The newly aligned stream channel upstream of
Belmont Avenue has been designed using natural channel design principles, including the
incorporation of bankfull benches and bioengineered banks, which should provide enhanced habitat
and flood control functions. The rap aprons at each outfall have been kept to the minimum length
necessary as dictated by the apron length calculations (attached). Alternative 3 would result in
approximately 492 linear feet of net permanent impacts to jurisdictional waters of the U.S.
Alternative 3 was selected as the preferred alternative as it minimizes impacts to jurisdictional waters
of the U.S. while still meeting the project goals. Impacts associated with Alternative 3 are shown on
Figure 11.
7

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
Table 4. Comparison of Proiect Alternatives
Proposed Actions
Alternative 1
Alternative 2
Alternative 3
(Preferred)
Belmont Avenue
Replace existing 10' x 6'
Replace existing 10' x 6'
Replace existing 10' x 6'
Culvert
box culvert with a 12' x 9'
box culvert with a 12' x 9'
box culvert with a 12' x 9'
RCBC and 14'x T RCBC
RCBC and 12'x 7' RCBC
RCBC and 14'x 7' RCBC
from N. Alexander St. to
Belmont Avenue
Belmont Avenue to
Realign Channel
Pipe Channel
Realign Channel
N. Alexander Street
N. Alexander Street
Replace existing 10' x 5'
Replace existing 10' x 5'
Remove existing 10' x 5'
Culvert
box culvert with a triplel2'
box culvert with a 12' x 9'
box culvert and replace
x 9' RCBC, 12' x 7'
RCBC and 12'x T RCBC
with open channel
RCBC, and 10'x T RCBC
from N. Alexander St to
culvert
Belmont Ave.
N. Alexander Street
Increase channel capacity
Increase channel capacity
Use natural channel
to N. Davidson Street
between N. Alexander
between N. Alexander
design to enhance channel
Street and N. Davidson
Street and N. Davidson
between N. Alexander
Street by widening the
Street by widening the
Street and N. Davidson
channel approximately 11
channel approximately 11
Street while also
feet
feet
increasing capacity
through bankfull benches.
N. Davidson Street
Replace existing 10' x 7.6'
Replace existing 10' x
Replace existing 10' x
Culvert
corrugated metal arch
7.6' corrugated metal arch
7.6' corrugated metal arch
culvert with a 11' x 9'
culvert with a 11' x 9'
culvert with a 11' x 9'
RCBC and a 11' x 7'
RCBC and a 11' x 7'
RCBC and a 11' x 7'
RCBC
RCBC
RCBC
N. Caldwell Street
Replace existing 6' x 7'
Replace existing 6' x 7'
Replace existing 6' x 7'
Culvert
concrete arch culvert with
concrete arch culvert with
concrete arch culvert with
a 11' x 9' RCBC and a 11'
a 11' x 9' RCBC and a
a 11' x 9' RCBC and a
x 7' RCBC
11' x 7' RCBC
11' x 7' RCBC
Parkwood Avenue
Replace existing dual 8' x
Replace existing dual 8' x
Replace existing dual 8' x
Culvert
7' RCBC with a 11' x 9'
7' RCBC with a 11' x 9'
7' RCBC with a 11' x 9'
RCBC and a 11' x 7'
RCBC and a 11' x 7'
RCBC and a 11' x 7'
RCBC
RCBC
RCBC
N. Brevard Street
Replace existing dual 60"
Replace existing dual 60"
Replace existing dual 60"
Culvert
RCP and dual 7' x 5'
RCP and dual 7' x 5'
RCP and dual 7' x 5'
RCBC with an 11' x 10'
RCBC with an 11' x 10'
RCBC with an 11' x 10'
RCBC and an 11' x 8'
RCBC and an 11' x 8'
RCBC and an 11' x 8'
RCBC
RCBC
RCBC
Upstream of North
Widen channel by
Widen channel by
Use natural channel
Brevard Street
approximately 12 feet for
approximately 12 feet for
design to enhance for 300
300 linear feet upstream of
300 linear feet upstream
linear feet upstream of
culvert
of culvert
culvert while also
increasing capacity
through bankfull benches
Total Net
Permanent Stream
1,225 linear feet
1,344 linear feet
492 linear feet
Impacts

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Aanlication CWS Project No. 2011 -2877
Proposed Impacts to Jurisdictional Waters
The overall project will involve the replacement of existing culverts, bridge removal, installation of rip
rap aprons, stream relocation, and stream enhancement. Stream B upstream of North Brevard Street
and downstream of North Davidson Street will be enhanced by laying back the banks and installing
bankfull benches to provide improved bank stability. The stream banks will be planted with native
woody vegetation to provide bank stability. This will also result in reduced sediment input to the
stream. The existing stream channel will be realigned upstream of Belmont Avenue to eliminate the
sharp, unstable bend located south of North Alexander Street and to create an improved entry to the
new Belmont Avenue culvert. The realignment of the stream channel will result in filling
approximately 240 linear feet of the existing channel and creating approximately 215 linear feet of
new stable stream channel. The relocated channel has been designed with natural channel design
techniques and, when compared to the existing channel, will provide improved habitat and floodplain
access. Proposed impacts to Jurisdictional Waters of the U.S. are shown on Figure I I (attached).
Unavoidable impacts to Jurisdictional Waters of the U.S. total 1,302 linear feet of temporary and
permanent stream impacts. These impacts include 707 linear feet of permanent impacts and 595 linear
feet of temporary impacts. An additional 215 linear feet of new stream channel will also be created
(Figure 11, attached).
Impacts associated with culvert replacement
Permanent impacts to Perennial RPW Stream B resulting from culvert replacement and rip rap
installation at culvert inlets and outlets totals 467 linear feet. The proposed culvert sizes and lengths are
dictated by City's CMSWS Design Manual, Land Development Standards Manual, and Urban Street
Design and Clear Zone safety requirements. The rip rap is designed to protect the stream bed and banks
from erosion and to dissipate the energy of water entering and exiting culverts. Rip rap apron lengths
were dictated by the CMSWS Design Manual standards and were calculated using the projected
discharge at each culvert. Calculations for each rip rap apron are attached.
The existing 10' x 6' reinforced concrete box culvert (RCBC) under Belmont Avenue will be replaced
with a 79 linear foot double barreled culvert consisting of a 12' x 9' RCBC and a 14' x 7' RCBC set
parallel. Belmont Avenue will also be raised to help reduce street flooding. The culvert replacement will
result in a net impact of 21 linear feet to Perennial Stream B (Plan Sheet 4, attached). This increase in
culvert length is necessary to upgrade the existing sidewalk to one that meets Urban Street Design safety
requirements. The bottom of the 12' x 9' RCBC will be buried one foot while the 14' x 7' RCBC will be
set one foot above the stream bed to ensure that low flows are confined to one barrel of the culvert so as
to maintain aquatic life passage (Plan Sheet 9, attached). A 48 linear foot rip rap apron will be installed
downstream of the culvert and a 30 linear foot rip rap apron will be installed upstream of the culvert (Plan
Sheet 4, attached). The purpose of these rip rap aprons is to dissipate the energy of the water entering
and exiting the culvert and to protect the stream bed from erosion.
The existing 11' x 8' arch pipe under North Davidson Street will be replaced with a 74 linear foot double
barreled culvert consisting of an 11' x 9' RCBC and a 11' x 7' RCBC set parallel. The culvert
replacement will result in a net impact of 22 linear feet to Perennial Stream B (Plan Sheet 5, attached).
This increase in culvert length is necessary to upgrade the existing sidewalk to one that meets Urban
Street Design safety requirements. The bottom of the 11' x 9' RCBC will be buried one foot while the
11' x 7' RCBC will be set one foot above the stream bed to ensure that low flows are confined to one
barrel of the culvert so as to maintain aquatic life passage (Plan Sheet 11, attached). A 48 linear foot rip
rap apron will be installed downstream of the culvert and a 22 linear foot rip rap apron will be installed
upstream of the culvert (Plan Sheet 5, attached). The purpose of these rip rap aprons is to dissipate the
energy of the water entering and exiting the culvert and to protect the stream bed from erosion.
9

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Annlication CWS Project No. 2011 -2877
The existing 7' x 6' arch pipe under North Caldwell Street will be replaced with a 60 linear foot double
barreled culvert consisting of an 11' x 9' RCBC and an 11' x 7' RCBC set parallel. The culvert
replacement will result in no net impact to Perennial Stream B (Plan Sheet 6, attached). The bottom of
the 11' x 9' RCBC will be buried one foot while the 11' x 7' RCBC will be set one foot above the stream
bed to ensure that low flows are confined to one barrel of the culvert so as to maintain aquatic life passage
(Plan Sheet 13, attached). A 48 linear foot rip rap apron will be installed downstream of the culvert and a
32 linear foot rip rap apron will be installed upstream of the culvert (Plan Sheet 6, attached). The
purpose of these rip rap aprons is to dissipate the energy of the water entering and exiting the culvert and
to protect the stream bed from erosion.
The existing double 8' x 7' RCBCs under Parkwood Avenue will be replaced with a 95 linear foot double
barreled culvert consisting of an 11' x 9' RCBC and an 11' x 7' RCBC set parallel. The culvert
replacement will result in a net impact of 10 linear feet to Perennial Stream B (Plan Sheet 6, attached).
The bottom of the 11' x 9' RCBC will be buried one foot while the 11' x 7' RCBC will be set one foot
above the stream bed to ensure that low flows are confined to one barrel of the culvert so as to maintain
aquatic life passage (Plan Sheet 15, attached). A 48 linear foot rip rap apron will be installed downstream
of the culvert and a 15 linear foot rip rap apron will be installed upstream of the culvert (Plan Sheet 6,
attached). The purpose of these rip rap aprons is to dissipate the energy of the water entering and exiting
the culvert and to protect the stream bed from erosion.
The existing pipe system under North Brevard Street will be replaced with a 171 linear foot double
barreled culvert consisting of an-11' x 10' RCBC and an 11' x 8' RCBC set parallel. The culvert
replacement will result in a net impact of 65 linear feet to Perennial Stream B (Plan Sheet 7, attached).
This increase in culvert length is necessary to address road embankment slope stability concerns. The
bottom of the 11' x 10' RCBC will be buried one foot while the 11' x 8' RCBC will be set one foot
above the stream bed to ensure that low flows are confined to one barrel of the culvert so as to maintain
aquatic life passage (Plan Sheet 18, attached). A 40 linear foot rip rap apron will be installed downstream
of the culvert and a 18 linear foot rip rap apron will be installed upstream of the culvert (Plan Sheet 7,
attached). The purpose of these rip rap aprons is to dissipate the energy of the water entering and exiting
the culvert and to protect the stream bed from erosion.
Impacts associated with stream relocation and enhancement
Permanent Impacts to Perennial RPW Stream B associated with the relocation of the channel upstream
of Belmont Avenue total 240 linear feet, and are the result of filling the old stream channel. (This total
does not include the existing 40 linear foot bridge. This "bridge" is visible in Photograph A of the
attached Stream Existing Conditions Report and is actually a 3 -sided culvert that does not completely
span the banks). A new 215 linear foot channel will be constructed, resulting in a net loss of 25 linear
feet of perennial stream channel (Plan Sheet 4, attached). The relocated channel will incorporate
natural channel design elements, such as bankfull benches and bioengineering measures.
Temporary impacts consisting of stream enhancement activities within Perennial RPW Stream B total
595 linear feet. The existing stream banks within the enhancement reaches are steep, unstable and
eroding. The enhancement activities will include laying back the stream banks, installing floodplain
benches on both sides of the channel to provide improved channel stability, and installing in -stream
structures to improve habitat and vertical stability (Plan Sheets 4, 5, 7, and 8, attached). The proposed
bankfull benches will be matted with coconut fiber matting and live staked with deep rooted, native
plant species to provide bank stability. This will result in a net improvement in stream quality and
stability. Details of the proposed enhancements are included on Plan Sheets D6, P1, P2, and P3
(attached). Impacts to jurisdictional waters are summarized in Tables 5 and 6, below.
Table 5. Proposed Impacts to Jurisdictional Waters of the US
10

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Agalication CWS Project No. 2011 -2877
Jurisdictional
Feature
Intermittent
/Perennial
Impact Type
Plan
Sheet
No.
Station No.
Total Impact
(Temp. and
perm.)
Length(H)
Approx.
Acreage
(ac.)
Rip rap apron
4
18 +78 to 19 +26
481f (Permanent)
0.012
Culvert
Replacement
4
19 +26 to 20+05
21 if Net Impact
(Permanent)
0.005
Rip rap apron
4
20+05 to 20 +35
301f (Permanent)
0.007
Stream Relocation
4
20 +35 to 22 +50
2401f (Permanent)
251f Net Loss
0.066
0.007
Enhancement
(bankfull benching
4&5
22 +50 to 25 +44
2941f (Temporary)
N/A
and live staking)
Rip rap apron
5
25 +44 to 25 +92
481f (Permanent)
0.011
Culvert
Replacement
5
25+92 to 26+65
221f Net Impact
(Permanent)
0.005
Rip rap apron
5
26 +65 to 26 +87
221f (Permanent)
0.005
Perennial
Rip rap apron
6
29+82 to 30 +30
48 If (Permanent)
0.011
RPW Stream
B
Perennial
Culvert
Replacement
6
30 +30 to 30 +90
0 if Net Impact
0
Rip rap apron
6
30+90 to 31 +22
321f (Permanent)
0.007
Rip rap apron
6
31 +74 to 32 +22
48 If (Permanent)
0.011
Culvert
Replacement
6
32 +22 to 33 +17
101f Net Impact
(Permanent)
0.002
Rip rap apron
6
33 +17 to 33 +32
151f (Permanent)
0.003
Rip rap apron
7
34 +15 to 34 +55
401f (Permanent)
0.009
Culvert
Replacement
7
34 +55 to 36 +26
651f Net Impact
(Permanent)
0.015
Rip rap apron
7
36 +26 to 36 +44
181f (Permanent)
0.004
Enhancement
(bankfull benching
7 & 8
36 +44 to 39 +45
301 if (Temporary)
N/A
and live staking)
Stream Impacts (Total)
1,302 If
0.173 ac.
Stream Enhancement Impacts (Temporary)
595 If
N/A
Stream Impacts (Permanent)
707 If
0.173 ac.
New (relocated) Stream Channel Created
215 If
0.049 ac.
Net Permanent Impact to Stream Channel
4921f
0.124 ac.
11

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
Table 6. Summary of Project Impacts
Impact Type
Impact Length
'near feet
Culvert
118 if
Rip Rap Apron
3491f
Stream Relocation (240 if of old channel filled, 2151f of new channel created)
251f
Stream Enhancement
(59510
On behalf of CMSWS, CWS is submitting a Section 404 Individual Permit Application with
attachments for impacts to on -site jurisdictional stream channels.
Compensatory Mitigation
Perennial RPW Stream B is currently in very poor condition. The stream is deeply incised with
extensive bank erosion and little or no riparian buffer. The proposed project will have an overall
positive impact on the quality of Perennial Stream B. There are a total 707 linear feet of permanent
impacts proposed. This includes the 240 linear feet of channel to be relocated. Approximately 595
linear feet of stream enhancement is proposed and an additional 215 linear feet of stable stream
channel will be constructed as part of the relocation. The relocated stream channel will be constructed
using natural channel design principles. The stream design will maintain a low flow channel and will
incorporate bankfull benching, in -stream structures and planting with native woody plant species.
Details of the proposed enhancements are shown on Plan Sheets D6, and P1 to P3 (attached). In total,
810 linear feet of Perennial Stream B will be enhanced and will experience a functional lift in
terms of bank stability and improved riparian habitat. Due to the poor quality of the existing
channel (as documented in the Stream Existing Conditions Report, attached) and the extensive stream
enhancement work proposed, CMSWS proposes that the project be considered self - mitigating.
12

Parkwood SDIP December 17, 2012
Section 404 Individual Permit Application CWS Project No. 2011 -2877
Please do not hesitate to contact Isaac Hinson at 704 - 336 -4495 or ihinson @ci.charlotte.nc.us should
you have any questions or comments regarding these findings.
Isaac J. on, PWS
Wetland Specialist
J
Thomas J. BlLackwell, PWS
Senior .Scientist
Attachments: Figure 1 of 11. Vicinity Map
Figure 2 of 11. USGS 7.5' Charlotte East and Derita, North Carolina, NC
Topographic Quadrangles
Figure 3 of 11. Aerial Photograph
Figure 4 of 11. NRCS Mecklenburg County Soil Survey
Figure 5 of 11. FEMA Floodplain Map
Figure 6 of 11. Approximate Jurisdictional Boundary Field Map
Figure 7 of 11. Cross Section Locations
Figure•8 of 11. Citizen Service Requests and Flood Modeling
Figure 9 of 11. Alternative 1 Site Plan
Figure 10 of 11. Alternative 2 Site Plan
Figure 11 of 11. Proposed Impacts
Section 404 Individual Permit Application (ENG FORM 4345)
Agency Correspondence
Adjoining Property Owners
Rip Rap Apron Length Calculations
Construction Plan Sheets
Stream Existing Conditions Report
cc: Ms. Karen Higgins, NC Division of Water Quality
Mr. Isaac Hinson, CMSWS
Mr. Bryan Tompkins, USFWS
13

Legend IF
F
ri 1
Project Limits
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NORFOLK SoUr E H RNRR
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00
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EVFNINC
1500 250 0
500 Feet
0 ACCESS RD
VIP
err y0i RM L27.17
EXISTING AND FUTt
CHANCE FLOOD 01!
REFERENCE: FEMA FIRM No FM37104554DOJ
FIGURE NO.
FEMA Floodplain Map
SCALE: 1" 500'
DATE: 11-20-12
5 of 11
��) CWS
CM PROJECT NO
2011-2877
DRAWN BY.
TJB
Parkwood SDI P
Charlotte, North Carolina
CWS Project No. 2011-2877
CHECKED BY:
GCA
I WWWCWS-IAIC /VET I
I

Culvert Extension
- 41 If Impact (Permanent)
Rip Rap Apron
- 19 If Impact (Permanent)
Culvert Extension
- 5 If Impact (Permanent)
Rip Rap Apron
- 15 If Impact (Permanent)
r
Culvert Extension i
- 24 If Impact (Permanent)
Rip Rap Apron Culvert Extension
- 41 If Impact (Permanent) - 5 If Impact (Permanent) #
`� . Rip Rap Apron
- 46 If Impact (Permanent) '.,
i
�F
C
Rip Rap Apron'
30 If Impact (Permanent)
0
f
Rip Rap Apron
- 48 If Impact (Permanent)
i
New Stream Channel - 30 If
' New Culvert - 65 If
Rip Rap Apron - 30 If upstream
Rip Rap Apron - 30 If downstream
a5
ao� �
\p.
�1
Legend — X
New Stream If Channel - 75
Roads
++ Rail Road Culvert Extension
Stream Impacts - 10 If Impact (Permanent)
--- No Impact , Rip Rap Apron
Widening (Permanent) �� ' - 32 If Impact (Permanent)
...w =" New Channel
Permanent Impacts /' Culvert Extension
Relocation - 11 If Impact (Permanent)
0 Proposed Rip Rap Rip Rap Apron
- 52 If Impact (Permanent)
NOTE: JURISDICTIONAL WATERS OF THE U.S. WERE DETERMINED AND CLASSIFIED BY CWS, INC.
ON FEBRUARY 10, 2012. JURISDICTIONAL FEATURES HAVE NOT BEEN VERIFIED BY THE USACE.
REFERENCE. BACKGROUND GIs LAYERS PROVIDED BY MECKLENBURG COUNTY GIS DEPARTMENT, DATED 2007.
STREAM AND WETLAND LAYERS GENERATED BY CWS, INC., DATED FEBRUARY 2012
FIGURE NO. Project Alternative 1 - Impacts L
S,
9 of 11 Parkwood SDIP MS C
Charlotte, North Carolina .;�"° °' " " " "�` ",; -R.
CWS Project No. 2011-2877 WWW.CWS- INC.NET
Culvert Extension
- 4 If Impact (Permanent)
Rip Rap Apron
- 22 If Impact (Permanent)
Culvert Extension
- 18 If Impact (Permanent)
Rip Rap Apron
- 49 If Impact (Permanent)
Stream Widening
- 293 If Impact (Permanent)
Stream Relocation
- 265 If Impact (Fill)
(Net Loss of 160 If)
7, Perennial RPW Stream B
q
200 100 0 200 Feet
LC: 1" : 200' u "" 11 -20 -12
i PROJECT NO DRAWN BY: TJ
2011 -2877
LICANT NO: CHECKED BY
GCA
F
Stream Widening
- 300 If Impact (Permanent)
.,_ '`t�'``- .'``�._ — �!_ •• - _.�.1� .ova 1
Culvert Extension
- 41 If Impact (Permanent)
Rip Rap Apron
- 19 If Impact (Permanent)
Culvert Extension
- 5 If Impact (Permanent)
Rip Rap Apron
- 15 If Impact (Permanent)
r
Culvert Extension i
- 24 If Impact (Permanent)
Rip Rap Apron Culvert Extension
- 41 If Impact (Permanent) - 5 If Impact (Permanent) #
`� . Rip Rap Apron
- 46 If Impact (Permanent) '.,
i
�F
C
Rip Rap Apron'
30 If Impact (Permanent)
0
f
Rip Rap Apron
- 48 If Impact (Permanent)
i
New Stream Channel - 30 If
' New Culvert - 65 If
Rip Rap Apron - 30 If upstream
Rip Rap Apron - 30 If downstream
a5
ao� �
\p.
�1
Legend — X
New Stream If Channel - 75
Roads
++ Rail Road Culvert Extension
Stream Impacts - 10 If Impact (Permanent)
--- No Impact , Rip Rap Apron
Widening (Permanent) �� ' - 32 If Impact (Permanent)
...w =" New Channel
Permanent Impacts /' Culvert Extension
Relocation - 11 If Impact (Permanent)
0 Proposed Rip Rap Rip Rap Apron
- 52 If Impact (Permanent)
NOTE: JURISDICTIONAL WATERS OF THE U.S. WERE DETERMINED AND CLASSIFIED BY CWS, INC.
ON FEBRUARY 10, 2012. JURISDICTIONAL FEATURES HAVE NOT BEEN VERIFIED BY THE USACE.
REFERENCE. BACKGROUND GIs LAYERS PROVIDED BY MECKLENBURG COUNTY GIS DEPARTMENT, DATED 2007.
STREAM AND WETLAND LAYERS GENERATED BY CWS, INC., DATED FEBRUARY 2012
FIGURE NO. Project Alternative 1 - Impacts L
S,
9 of 11 Parkwood SDIP MS C
Charlotte, North Carolina .;�"° °' " " " "�` ",; -R.
CWS Project No. 2011-2877 WWW.CWS- INC.NET
Culvert Extension
- 4 If Impact (Permanent)
Rip Rap Apron
- 22 If Impact (Permanent)
Culvert Extension
- 18 If Impact (Permanent)
Rip Rap Apron
- 49 If Impact (Permanent)
Stream Widening
- 293 If Impact (Permanent)
Stream Relocation
- 265 If Impact (Fill)
(Net Loss of 160 If)
7, Perennial RPW Stream B
q
200 100 0 200 Feet
LC: 1" : 200' u "" 11 -20 -12
i PROJECT NO DRAWN BY: TJ
2011 -2877
LICANT NO: CHECKED BY
GCA

Stream Widening �s
- 300 If Impact (Permanent) r
Culvert Extension
- 24 If Impact (Permanent)
k ' Rip Rap Apron
m act Permanent *# Culvert Extension
41 If I
p (Permanent) - 5 If Impact (Permanent)
Rip Rap Apron
46 If Impact (Permanent)
.�
N. �»- — _. Rip Rap Apron
- 30 If Impact (Permanent)
Culvert Extension a
- 41 If Impact (Permanent)
Rip Rap Apron
- 19 If Impact (Permanent)_
Culvert Extension
4 If Impact (Permanent)
Culvert Extension r o' i' ` Rip Rap Apron
- 5 If Impact (Permanent) 22 If Impact (Permanent)
Rip Rap Apron
- 15 If Impact (Permanent)
Rip Rap Apron Culvert Extension
\ - 48 If Impact (Permanent) - 18 If Impact (Permanent)
Rip Rap Apron
F� ti r' ' `• �o� - 49 If Impact (Permanent)
iVw
�..�
Stream Widening
- 261 If Impact (Permanent) '
`� Culvert
x �---� - 321 If Impact (Permanent)
Rip Rap Apron - 32 If Impact (Permanent)
Legend
Roads '
++ Rail Road
Stream Impacts �P\e
— -- No Impact
Widening (Permanent) Culvert Extension
Permanent Impacts ' , - 11 If Impact (Permanent)
Rip Rap Apron
-52 If Impact (Permanent)
Proposed Rip Rap
NOTE, JURISDICTIONAL WATERS OF THE U S. WERE DETERMINED AND CLASSIFIED BY CWS, INC.
ON FEBRUARY 10, 2012. JURISDICTIONAL FEATURES HAVE NOT BEEN VERIFIED BY THE USACE, 210 105 0 210 Feet
REFERENCE: BACKGROUND GIs LAYERS PROVIDED BY MECKLENBURG COUNTY GIs DEPARTMENT, DATED 2007.
STREAM AND WETLAND LAYERS GENERATED BY CWS.. INC., DATED FEBRUARY 2012
FIGURE NO. SCALE: 111 : 2001 DATE. 11 -20 -12
Project Alternative 2 - Impacts �,1
CWS PROJECT NO. DRAWN BY:
0 of 11 Parkwood SDI P I j CWS 2011 -2877 TJ B
Charlotte, North Carolina
►� APPLICANT N0: CHECKED BY
CWS Project No. 2011-2877 WWW.CWS- INC.NET GCA

Culvert Extension
• Stream Enhancement - 24 If Impact (Permanent) ' sf
- 301 If Impact (Temporary) Rip Rap Apron — —
Plan Sheets 7 & 8 Culvert Extension
- 40 If Impact (Permanent)
Plan Sheet 7 - 5 If Impact (Permanent)
Rip Rap Apron
- 48 If Impact (Permanent)
Plan Sheet 6
jL
' Rip Rap Apron
- 32 If Impact (Permanent)
w o Plan Sheet 6
_.._
` a
Culvert Extension
- 41 If Impact (Permanent) i Culvert Extension
Rip Rap - 4 If Impact (Permanent)
P P
- 18 If Impact (Permanent) Rip Rap Apron
Plan Sheet 7 f ' - 22 If Impact (Permanent)
Plan Sheet 5
Culvert Extension i
- 5 If Impact (Permanent) Culvert Extension
Rip Rap Apron
- 18 If Impact (Permanent)
- 15 If Impact (Permanent) Rip Rap Apron
Plan Sheet 6 - 48 If Impact (Permanent)
a5° Plan Sheet 5
O
F
Rip Rap Apron
- 48 If Impact (Permanent) Stream Enhancement
Plan Sheet 6 - 294 If Impact (Temporary)
f Plan Sheets 4 & 5
t
5� z ALI
New Stream Channel - 215 If
P
Plan Sheet 4
Legend►
Culvert Extension
Roads - 10 If Impact (Permanent) Stream Relocation
++ Rail Road F Rip Rap Apron
- 240 If Impact (Fill)
Proposed Stream Impacts �sr - 30 If Impact (Permanent) _ (Net Loss of 25 If)
Plan Sheet 4
No Impact Plan Sheet 4
- - -- '
� Enhancement
New Channel Culvert Extension
- 11 If Impact (Permanent) Perennial RPW Stream B
Permanent Impact Rip Rap Apron
-- - Relocation - 48 If Impact (Permanent)
Proposed Rip Rap Plan Sheet 4
NOTE: JURISDICTIONAL WATERS OF THE U.S. WERE DETERMINED AND CLASSIFIED BY Cws, INC.
ON FEBRUARY 10, 2012. JURISDICTIONAL FEATURES HAVE NOT BEEN VERIFIED BY THE USACE.
REFERENCE: BACKGROUND GIS LAYERS PROVIDED BY MECKLENBURG COUNTY GIS DEPARTMENT, DATED 2007. 200 100 0
STREAM AND WETLAND LAYERS GENERATED BY CWS, INC.. DATED FEBRUARY 2012
FIGURE NO. Proposed I mpacts SCALE: 1" : 200' `
(Alternative 3) -
PROJECT N0: [
1 of 11 Parkwood SDI P I� 2011 -2877
Charlotte, North Carolina C-0''".'W d " �"
�� APPLICANT NO: C
CWS Project No. 2011 -2877 1<NWW.CWS- INC.NET
200 Feet
11 -20 -12
Y:
TJ B
BY
GCA

U.S. ARMY CORPS OF ENGINEERS
• APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB APPROVAL NO. 0710-0003
EXPIRES: 28 FEBRUARY 2013
33 CFR 325. The proponent agency is CECW -CO -R.
Public reporting for this collection of information Is estimated to average 11 hours per response, Including the time for reviewing Instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding
this burden estimate or any other aspect of the collection of Information, including suggestions for reducing this burden, to Department of Defense,
Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and
Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalty for failing to comply with a collection of Information if it does not display a currently valid OMB control number. Please DO NOT
RETURN your form to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of
the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320.332. Principal Purpose: Information provided on
this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other
federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission
of requested information is voluntary, however, if Information is not provided the permit application cannot be evaluated nor can a permit be Issued. One set
of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see
sample drawings and/or instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application
that is not completed in full will be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE
FILLED BYAPPL/CAN7)
5. APPLICANTS NAME
8. AUTHORIZED AGENTS NAME AND TITLE (agent is not required)
First - Isaac Middle -J. Last - Hinson
First - Gregory Middle -Clark Last - Antemann
Company - Chalotte- Mecklenburg Storm Water Services
Company - Carolina Wetland Services, Inc.
E -mail Address - ihinson @charlottenc.gov
E -mail Address - gregg @cws- inc.net
8. APPLICANTS ADDRESS:
9. AGENTS ADDRESS:
Address- 600 East Fourth Street
Address- 550 E. Westinghouse Boulevard
City - Charlotte State - NC Zip -28202 Country -USA
City - Chalotte State - NC Zip -28273 Country -USA
7. APPLICANTS PHONE NOs. WAREA CODE
10. AGENTS PHONE NOs. WAREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
704 - 336 -4495
704 -527 -1177 704 -527 -1133
STATEMENT OF AUTHORIZATION
11. 1 hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish, upon request,
supplemental Information in support of this permit application.
SIGNATURE OF APPLICANT DATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTMTY
12. PROJECT NAME OR TITLE (see Instructions)
Parkwood Storm Drainage Improvement Project
13. NAME OF WATERBODY, IF KNOWN Of applicable)
14. PROJECT STREET ADDRESS (If applicable)
UT to Little Sugar Creek
Address NE of E. Brookshire Fwy between E. 13th St & E. 15th St
15. LOCATION OF PROJECT
Latitude: -N 35.232098 Longitude: ^W 80.825858
City - Charlotte State- NC Zip -
18. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see Instructions)
State Tax Parcel ID Multiple Municipality City of Charlotte
Sectlon - N/A Township - N/A Range - N/A
ENG FORM 430, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

17. DIRECTIONS TO THE SITE
From the intersection of Trade Street and Tryon Street in Charlotte take East Trade Street southeast for 0.3 miles. Turn left onto North
Caldwell Street. Take North Caldwell Street northeast for 0.9 miles to Belmont Avenue.
18. Nature of Activity (Description of project, include all features)
This project will involve the replacement of existing culverts, bridge removal, installation of rip rap aprons, stream relocation, and stream
enhancement. Stream B upstream of North Brevard Street and downstream of North Davidson Street will be enhanced by laying back the
banks and installing bankfull benches to provide improved bank stability. The stream banks will be planted with native woody vegetation
to provide bank stability. This will also result in reduced sediment input to the stream. The existing stream channel will be realigned
upstream of Belmont Avenue to eliminate the sharp, unstable bend located south of North Alexander Street and to create an improved entry
to the new Belmont Avenue culvert. The realignment of the stream channel will result in filling approximately 240 linear feet of the
existing channel and creating approximately 215 linear feet of new stream channel. The project proposes to culvert approximatelyl 18
linear feet, install a total of 349 linear feet of rip rap aprons at culvert inlets and outlets, and enhance approximately 595 linear feet of
Perennial Stream B. See report for additional details.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
Flooding and erosion problems within the project area have been reported by neighborhood residents and businesses and are documented
in formal responses to City questionnaires and service requests. The purpose of this project is to reduce flooding, dissipate high velocity
storm flows at outfalls, and reduce storm - induced erosion downstream of culverts. In addition, the project will stabilize and enhance the
stream channel upstream of North Brevard Street and between Belmont Avenue and North Davidson Street through the installation of
bankfull benches and the planting of deep rooted, native plants. The existing stream channel upstream of Belmont Avenue will be
realigned to eliminate a sharp bend and improve the approach to the Belmont Avenue culvert. See report for additional details.
USE BLOCKS 20.23 IF DREDGED AND /OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
Fill will be discharged into Perennial RPW Stream B to facilitate the proposed culvert extensions, the realignment of the channel, and the
installation of rip rap aprons.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount In Cubic Yards Amount In Cubic Yards
Dirt - 886 cubic yards rip rap -1,705 cubic yards
22. Surface Area In Acres of Wetlands or Other Waters Filled (see Instructions)
Acres 0.173 acre
or
Linear Feet 707 linear feet
23. Description of Avoidance, Minimization, and Compensation (see Instructions)
In an attempt to minimize impacts to on -site jurisdictional waters while still meeting the goals of the project, an extensive alternatives
analysis was conducted for this project. See attached report for additional details. Perennial Stream B is currently in very poor condition.
In total, 810 linear feet of Perennial Stream B will be enhanced and will experience a functional lift in terns of bank stability and improved
riparian habitat. Due to the poor quality of the existing channel, and the extensive stream enhancement work proposed, CMSWS proposes
that the project be considered self mitigating. See report for additional details.
ENG FORM 4345, OCT 2012 Page 2 of 3

24. Is Any Portion of the Work Already Complete? QYes X�No IF YES, DESCRIBE THE COMPLETED WORK
125. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody in more than can be entered here, please anew, a supplemenial Teti.
a. Address- See attached list
City - State - Zip -
b. Address-
City - State - Zip -
c. Address-
City - State - Zip -
d. Address-
City - State - Zip -
e. Address-
City - State - Zlp -
List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described In This Application.
AGENCY TYPE APPROVAL• IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED
NUMBER
Would include but is not restricted to zoning, building, and flood plain permits
27. Application Is hereby made for permit or permits to authorize the work described In this application. I certify that this information in this application is
complete and accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
appilcaM. _ I,,— ��`� f'J 4, 12 -17 -2012
SIGNATURE OF APPLICANT DATE SIGNATURE OF AGENT DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
16 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or Imprisoned not more than five years or both.
ENG FORM 4345, OCT 2012 Page 3 of 3

NRUNEWR
North Carolina Department of Environment and Natural Resources
Office of Conservation, Planning, and Community Affairs
Beverly Eaves Perdue Linda Pearsall
Governor Director
September 6, 2012
Mr. Logan Hardin
Carolina Wetland Services
550 E. Westinghouse Blvd.
Charlotte, NC 28273
Subject: Parkwood Storm Water Capital Improvement Project; Charlotte, Mecklenburg County
CWS Project No. 2011 -2877
Dear Mr. Hardin:
Dee Freeman
Secretary
The Natural Heritage Program has no record of significant natural communities, significant natural heritage areas, or
conservation/managed areas at the project site nor within a mile of the project area. Two plant records within the study
area are from 1977 and earlier, and both are considered historical, given the heavy development in this area. Thus, no
impacts are anticipated to them.
You may wish to check the Natural Heritage Program database website at www.ncnhp.org for a listing of rare plants and
animals and significant natural communities in the county and on the quad map. Our Program also has a new website that
allows users to obtain information on element occurrences and significant natural heritage areas within two miles of a
given location: <http: / /nhpweb.enr. state. nc. us / public /virtual_ workroom.phtml >. The user name is "guest" and the
password is your e-mail address (see instructions on log -in screen). You may want to click "Help" for more information.
Please do not hesitate to contact me at 919 - 707 -8603 if you have questions or need further information.
Sincerely,
Harry E. LeGrand, Jr., Zoologist
Natural Heritage Program
Mailing address: 1601 Mail Service Center, Raleigh, North Carolina 27699 -1601
Location: 217 W. Jones Street, Raleigh NC 27604
Phone: [phone] Webpage: www.oneNCNaturally.org
An Equal Opportunity 1 Affirmative Action Employer
NO e 1Carohna
atura!!r�
Natural Resources Mang and Consamfion

North Carolina Department of Cultural Resources
State Historic Preservation Office
Ramona M. Banos, Administrator
Beverly Eaves Perdue, Govemor
Linda A. Carlisle, Secretary
Jeffrey J. Crow, Deputy Secretary
October 1, 2012
Logan Hardin
Carolina Wetland Services
550 East Washington Boulevard
Charlotte, NC 28273
Office of Archives and History
Division of Historical Resources
David Brook, Director
Re: Parkwood Storm Water Capital Improvement Project, Charlotte, CWS 2011 -2877,
Mecklenburg County, ER 12 -1575
Dear Mr. Hardin:
Thank you for your letter of September 4, 2012, concerning the above project.
There are no known archaeological sites within the proposed project area. Based on our knowledge of the
area, it is unlikely that any archaeological resources that may be eligible for inclusion in the National Register of
Historic Places will be affected by the project. We, therefore, recommend that no archaeological investigation
be conducted in connection with this project.
The Alpha Cotton Mill, which is listed in the National Register of Historic Places and is a locally- designated
historic landmark, is located within the project area. We are unable to comment on the potential effect of this
project on historic resources until we receive further information. Please forward plans showing the existing
and proposed rights -of -way and /or easements, property lines, and existing landscaping (indicate any
landscaping proposed for removal or replacement). Only plans for the portion of the project in the vicinity of
the Alpha Cotton Mill, between East 12th Street, North Brevard Street, and the railroad tracks, are necessary for
our review. The exact location of the mill is available on our GIS website: http: // is.n— cdcr.go-v /hpoweb /.
Additional review by the Charlotte - Mecklenburg Historic Landmarks Commission may be required.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
please contact Renee Gledhill- Earley, environmental review coordinator, at 919- 807 -6579. In all future
communication concerning this project, please cite the above - referenced tracking number.
Sincerely,
C4_0..a� w6u t ajlt
Ramona M. Bartos
cc: Stewart Gray, Charlotte - Mecklenburg HLC, Stewart.gray@mecklenbuMc- ountync.gov
Location 109 East Jones Street, Raleigh NC 27601 Marding Address: 4617 Mail Service Center, Raleigh NC 27699 -4617 Telephone /Fax: [phone] -6599

North Carolina Department of Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Beverly Eaves Perdue, Governor
Linda A. Carlisle, Secretary
Kevin Cherry, Deputy Secretary
December 13, 2012
Thomas Blackwell
Carolina Wetland Services
550 East Westinghouse Boulevard
Charlotte, NC 28273
Office of Archives and History
Division of Historical Resources
David Brook, Director
Re: Parkwood Storm Drainage Improvement, Charlotte, CWS 2011 -2877, Mecklenburg County,
ER 12 -1575
Dear Mr. Blackwell:
Thank you for your letter of November 30, 2012, transmitting additional information concerning the above
project.
As you know, a portion of this project is located adjacent to the Alpha Cotton Mill, which is listed in the
National Register of Historic Places and is a locally- designated historic landmark. However, since the proposed
sewer improvements in this area will be located within the existing right -of -way and will not remove any mature
landscaping, the project will have no effect on historic properties. We have no comments regarding the other
segments of the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
please contact Renee Gledhill- Earley, environmental review coordinator, at 919 - 807 -6579. In all future
communication concerning this project, please cite the above - referenced tracking number.
Sincerely,
6peRamona M. Bartos
cc: Stewart Gray, Charlotte - Mecklenburg HLC, stewart .graygmecklenburgcountync.gov
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699 -4617 Telephone /Pax: (919) 807- 6570/807 -6599

i
Block 25. Names and Addresses of Adjoining Property Owners
Parcel ID#. 08108201
Owner Name: DUKE ENERGY CAROLINAS LLC
Mailing Address: PO BOX 1007, CHARLOTTE, NC 28201
Parcel ID#: 08108208
Owner Name: MECKLENBURG COUNTY AND C/O REAL ESTATE
/FINANCE DEPT
Mailing Address: 600 E 4TH ST 11TH FLOOR, CHARLOTTE, NC 28202 -2816
Parcel ID#. 08109406
Owner Name: CHURCH MISSIONARY MINISTERS APOSTOLIC
Mailing Address: 709 BELMONT AVE, CHARLOTTE, NC 28130
Parcel ID#: 08109405
Owner Name: BILL S HOUSIADAS
Mailing Address: 1212 HARTFORD AVE, CHARLOTTE, NC 28209
Parcel ID#. 08109303, 08109309, 08109311
Owner Name: HUNTER AUTO & WRECKER SERVICE INC.
Mailing Address: 1114 N DAVIDSON ST, CHARLOTTE, NC 28225
Parcel ID#. 08109312
Owner Name: KENNARD INVESTMENTS
Mailing Address: 7209 W T HARRIS BV #J PMB 229, CHARLOTTE, NC 28227
Parcel ID#: 08106507
Owner Name: THOMAS R HUNTER AND CARROLL E HUNTER
Mailing Address: PO BOX 5324, CHARLOTTE, NC 28226
Parcel ID#: 08106219
Owner Name: OPTIMIST PARK COMMUNITY ASSOC
Mailing Address: 516 E 18TH ST, CHARLOTTE, NC 28206 -3415
Parcel ID#. 08106214, 08106215, 08106214
Owner Name: HIGHLAND MILLS INC
Mailing Address: PO BOX 33775, CHARLOTTE, NC 28233
Parcel ID#: 08104201
Owner Name: 1101 LLC
Mailing Address: 3405 RITCH AVE, CHARLOTTE, NC 28206

r
BELMONT2
Riprap Stilling Basin for Culvert File BELMONT2 and Q = 731.500 cfs
Culvert width =
12:000 ft
Culvert Height =
8.000 ft
outlet Depth =
4.290 ft
Outlet Velocity =
14.220 fps
Brink Depth —
4.290 ft
Brink Velocity =
14.220 fps
Depth (YE) =
4.290 ft
Froude No (FR) =
1.210
Basin Length (LB)
= 48.000 ft
Basin width
= 44.000 ft
Apron Length
= 12.000 ft
Pool Length
= 36.000 ft
Pool Depth (HS)
= 0.000 ft
Tw /YE
— 1.198 -
Envelope Riprap size, D50 = 1.170 ft
Maximum Riprap size, Amax = 2.000 ft
Riprap Thickness = 3.000 ft
Riprap Foresiope = 4.000 ft
Check HS /D50 = 0.000 OK if > 2.0
check D50 /YE = 0.273 OK if > 0.1
Tailwater Depth (Tw) = 5.140 ft
Av. Velocity with Tw = 2.622 fps
Downstream Riprap for High Tw
Velocity Distance Size
1.000 fps LB 2.000 ft
7.281 fps 2LB 0.346 ft
4.840 fps 3LB 0.153 ft
3.622 fps 41-13 0.086 ft
Page 1

a
DAVIDSON
Riprap stilling Basin for Culvert File DAVIDSON and Q = 699.000 cfs
Culvert width =
12.000 ft
Culvert Height =
8.000 ft
outlet Depth =
4.230 ft
outlet velocity =
13.780 fps
Brink De th =
4.230 ft
lo
Brink Vecity =
13.780 fps
Depth (YE) =
4.230 ft
Froude No (FR) =
1.181
Basin Length (LB)
= 48.000 ft
Basin width
= 44.000 ft
Apron Length
= 12.000 ft
Pool Length
= 36.000 ft
Pool Depth (HS)
ft
Tw/YE
_ 1.299
Envelope Riprap size, D50 = 1.170 ft
Maximum Riprap Size, Dmax = 2.000 ft
Riprap Thickness = 3.000 ft
Riprap Foreslope = 4.000 ft
check HS /D50 = 0.000 OK if > 2.0
check D50 /YE = 0.277 OK if > 0.1
Tailwater Depth (TW) = 5.495 ft
Av. velocity with Tw = 2.313 fps
Downstream Riprap for High Tw
velocity Distance Size
1.000 fps LB 2.000 ft
7.006 fps 2LB 0.320 ft
4.657 fps 3LB 0.141 ft
3.485 fps 4LB 0.079 ft
Page 1

r
a
CALDWELL
Riprap Stilling Basin for Culvert File CALDWELL and Q =
Culvert width =
12.000 ft
Culvert Height =
8.000 ft
Outlet Depth =
7.860 ft
Outlet velocity =
7.150 fps
Brink Depth =
7.865 ft
Brink velocity =
7.147 fps
Depth (YE) =
7.865 ft
Froude No (FR) =
0.449
Basin Length (LB)
= 48.000 ft
Basin width
= 44.000 ft
Apron Length
= 12.000 ft
Pool Length
= 36.000 ft
Pool Depth (HS)
= 0.000 ft
TW /YE
= 1.000
Envelope Riprap Size, D50 = 1.170 ft
Maximum Riprap Size, Dmax = 2.000 ft
Riprap Thickness = 3.000 ft
Riprap Foreslope = 4.000 ft
Check HS /D50 = 0.000 OK if > 2.0
Check D50 /YE = 0.149 OK if > 0.1
Tailwater Depth (Tw) = 7.865 ft
Av. velocity with TW = 1.436 fps
Downstream Riprap for High Tw
velocity Distance Size
1.000 fps LB 2.000 ft
4.775 fps 2LB 0.149 ft
3.301 fps 3LB 0.071 ft
2.471 fps 4LB 0.040 ft
Page 1
674.500 cfs

A
a
PARKWOOD
Riprap stilling Basin for Culvert File PARKwooD and Q =
Culvert width =
12.000 ft
Culvert Height =
8.000 ft
Outlet Depth =
3.850 ft
Outlet velocity =
13.810 fps
Brink Depth -
3.850 ft
Brink velocity =
13.810 fps
Depth (YE) -
3.850 ft
Froude No (FR) =
1.240
Basin Length (LB)
= 48.000 ft
Basin width
= 44.000 ft
Apron Length
= 12.000 ft
Pool Length
= 36.000 ft
Pool Depth (HS)
= 0.000 ft
TW /YE
= 1.224
Envelope Riprap Size, D50 = 1.170 ft
Maximum Riprap Size, Dmax = 2.000 ft
Riprap Thickness = 3.000 ft
Riprap Foreslope = 4.000 ft
check HS /D50 = 0.000 OK if > 2.0
Check D50 /YE = 0.304 OK if > 0.1
Tailwater Depth (Tw) = 4.711 ft
Av. velocity with Tw = 2.531 fps
Downstream
Riprap for
High Tw
velocity
Distance
Size
1.000 fps
LB
2.000 ft
6.696 fps
2LB
0.292 ft
4.451 fps
3LB
0.129 ft
3.331 fps
4LB
0.072 ft
Page 1
637.000 cfs

I
Pa
BREVARD
Riprap Stilling Basin for culvert File BREVARD and Q = 625.500 cfs
Culvert width =
10.000 ft
culvert Height =
10.000 ft
outlet Depth =
4.410 ft
outlet Velocity =
14.170 fps
Brink Depth =
4.410 ft
Brink Velocity =
14.170 fps
Depth (YE) =
4.410 ft
Froude No (FR) =
1.189
Basin Length (LB)
= 40.000 ft
Basin width
= 36.667 ft
Apron Length
= 10.000 ft
Pool Length
= 30.000 ft
Pool Depth (HS)
= 0.000 ft
Tw /YE
= 1.126
Envelope Riprap size, D50 = 1.170 ft
Maximum Riprap Size, Dmax = 2.000 ft
Riprap Thickness = 3.000 ft
Riprap Foreslope = 4.000 ft
check HS /D50 = 0.000 OK if > 2.0
check D50 /YE = 0.265 OK if > 0.1
Tailwater Depth (Tw) = 4.965 ft
Av. Velocity with Tw = 2.704 fps
Downstream
Riprap for
High Tw
velocity
Distance
Size
1.000 fps
LB
2.000 ft
8.064 fps
2LB
0.424 ft
5.360 fps
3LB
0.187 ft
4.012 fps
4LB
0.105 ft
Page 1

2®921946
Channel Existing Conditions
Parkwood SDIP
Charlotte, North Carolina
Project No. 2011 -2877
March 23, 2012
Prepared by:
CWS
Carolina Wetland Services, Inc.
Gregg Antemann, PWS
Thomas Blackwell, PWS
DEC 2 i 1012
OF QUA _ �UA� ITY

Parkwood SDIP March 23, 2012
Stream Existing Conditions Proiect No. 2011 -2877
Table of Contents
ExecutiveSummary ......................................................................................._...... ..............................1
ExistingGeomorphic Conditions .......................................................................... ..............................4
BankfullVerification ............................................................................................ ..............................4
GeomorphicAssessment ..................................................................................... ............................... 6
Reach1 ............................................................................................................ ............................... 6
Reach2 ............................................................................................................ ............................... 6
Reach3 ............................................................................................................ ............................... 6
Stream Cross - Section Design ................................................................................. ..............................7
List of Figures
Figure 1— Site Location Map
Figure 2 — Channel Reach and Cross - Section Locations
Figure 3 — North Carolina Piedmont Regional Curves
Figure 4 — Proposed Riffle Cross Section
List of Tables
Table 1— Field Measured Bankfull Area by Reach
Table 2 — Proposed Channel Dimensions in Feet
Appendix A — Existing Conditions Data
Reach No. 1: Channel Cross Sections
Reach No. 2: Channel Cross Sections
Reach No. 3: Channel Cross Sections
Representative Photographs

Parkwood SDIP March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Executive Summary
The Parkwood Storm Water Capital Improvement Project (CIP) is approximately 117 acres in
extent. The project area encompasses a portion of the Parkwood Neighborhood in Charlotte,
North Carolina. The project is located northeast of East Brookshire Freeway between East 13th
and East 15`h Streets (Figure 1. USGS Site Location Map, attached). The site consists of
residential streets, commercial properties, and city streets with small adjacent wooded areas.
Typical on -site vegetation includes willow oak (Quercus phellos), Bradford pear (Pyres
calleryana), kudza (Puereria lobata), broomsedge (Andropogon virginicus), and Virginia
plantain (Plantago virginica). The purpose of the project is to reduced property flooding by the
replacement of undersized culverts and improvement of existing undersized stream channels.
Three reaches of Perennial Stream B were assessed using Rosgen Level I Classification methods
(Figure 2). Carolina Wetland Services, Inc. (CWS) performed a Stream Geomorphic Assessment
to evaluate the existing conditions of the stream and to identify potential strategies to preserve
and improve in -stream habitat and stability while meeting the essential flood reduction goals of
the project.
Reach 1 was classified as a combination of Rosgen G and F type channels. Reaches 2 and 3
were classified as Rosgen G type channels. Based on the data gathered during the field
investigation a proposed typical cross - section was developed for areas of stream channel where
improvements are necessary. The proposed cross - section is designed to maintain base flow, and
in -stream habitat while providing the additional capacity needed to reduce adjacent property
flooding.

Parkwood SDIP March 23, 2012
Stream Existing_ Conditions Project No. 2011 -2877
Existing Geomorphic Conditions
A geomorphic survey and analysis was performed by CWS biologists Thomas Blackwell, PWS,
Gregg Antemann, PWS, and Kelly Hines between March 12, 2012 and March 22, 2012. The
survey included cross sectional surveys, and photographic documentation of the stream within the
Parkwood SDIP. Channel profile and pattern were derived from surveyed data collected by
RS&H. This data was used to classify each reach using the Rosgen Level I system. The
locations of the stream cross - sections are shown in Figure 2.
Bankfull Verification
Indicators of bankfull levels were identified in the field and included scour lines, floodplain
benches, and the backs of depositional bars. The observed bankfull cross sectional areas were
verified using the drainage area for each reach, and the North Carolina Piedmont regional curves
(Figure 3). All the observed bankfull cross sectional areas fall between the Rural Piedmont North
Carolina regression line and the Urban Piedmont North Carolina regression line. This verifies
that the bankfull cross sectional areas observed by CWS are consistent with those of similar
streams in an urban watershed. Locations of cross sections were chosen at areas that represent the
overall character of the reach. Cross sectional measurements were not taken within two bankfull
widths of bedrock outcrops or other in -stream structures for consistency with current
methodology. In -stream structures alter the flow and velocity of the channel resulting in the
presence of non - representative bankfull indicators. The cross sections were chosen to be the most
representative within each reach, with the least amount of existing disturbance.
Table 1. held Measured Bankfull Area by Reach
Reach No.
Approximate
Drainage Area
(s q. *
Average Field
Measured Bankfull
Area . feet
Reach 1
0.57
29.05
Reach 2
0.54
20.78
Reach 3
1 0.43
1 21.39
' Drainage area measured from Mecklenburg County GIS topography layer supplied by Charlotte
Mecklenburg GIS department.
4

Parkwood SDIP March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
lam
N
v
d
100
�+ 10
1
10000
y 1000
b
ao
aim
3 – North Carolina riedmont iKeglonal Curves
North Carolina Piedmont Regional Curve
0.1 1.0 10.0 100.0 1000.0
Drainage Area (nii 2 )
• Uiban Data • Ruural Data — Power (Rural Data) — Urban Regression
10 +
0.1
North Carolina Piedmont Regional Curve
Urban
y = 306.80x0 B3
R� = 0.94
Riu•11
y = 91.62.-,-o z1
Ra =0.87
1.0 10.0 100.0 1000.0
Drainage Area (sq ml)
• Urban Data • Rt al Data — Power (Rtu al Data) — Urban Regression
5

Parkwood SDIP March 23, 2012
Stream Existing Conditions Proiect No. 2011 -2877
Geomorphic Assessment
Perennial Stream B flows south through the project area for approximately 2,731 linear (Figure 2,
attached). For the purpose of this study the stream was divided into three reaches. The Rosgen
classification for each reach is discussed below.
Reach 1
Reach 1 of Perennial Stream B is approximately 666 linear feet in length and is located between
North Davidson Street and Belmont Avenue (Figure 2). Based on field evaluation this stream
reach exhibits the characteristics of a Rosgen G type channel upstream of North Alexander street
and a Rosgen F type channel downstream of North Alexander Street. The stream channel lacks
sinuosity and is deeply entrenched. Representative photographs of this channel section are
included in Appendix A: Reach 1 Data — Photographs A, B, C, and D. Mean bankfull width and
depth for this reach are 20.25 feet and 1.45 feet, respectively. The average floodprone width for
this reach is approximately 35 .feet. This reach displays bank height ratios of between 1.69 and
3.03, and entrenchment ratios of between 1.39 and 2.17.
Reach 2
Reach 2 of Perennial Stream B is approximately 359 linear feet in length and is located between
North Caldwell Street and North Davidson Street (Figure 2). Based on field evaluation this
stream reach exhibits the characteristics of a Rosgen G type channel. The stream channel lacks
sinuosity and is deeply entrenched. Representative photographs of this channel section are
included in Appendix A: Reach 2 Data — Photographs E and F. Typical bankfull width and depth
for this reach are 12.5 feet and 1.66 feet, respectively. The average floodprone width for this
reach is approximately 24.5 feet. This reach displays bank height ratios of between 2.18 and
4.34, and entrenchment ratios of between 1.6 and 1.76.
Reach 3
Reach 3 of Perennial Stream B is approximately 470 linear feet in length and is located between
the Norfolk Southern Railroad line and North Brevard Street (Figure 2). Based on field
evaluation this stream reach exhibits the characteristics of a Rosgen G type channel. The stream
channel lacks sinuosity and is deeply entrenched. Representative photographs of this channel
section are included in Appendix A: Reach 3 Data — Photographs G and H. Mean bankfull width
and depth for this reach are 13.3 feet and 1.62 feet, respectively. The average floodprone width
for this reach is approximately 18.35 feet. This reach displays bank height ratios of between 3.86
and 6.22, and entrenchment ratios of between 1.19 and 1.58.
6

Parkwood SDIP March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Stream Cross - Section Design
A stream cross - section design was developed for impacted portions of Stream B based on the
existing conditions of the stream, in combination with projected 2 -year peak discharges. Figure 4
(below) shows the typical cross - section for riffle sections of the proposed stream relocation. The
proposed channel enhancements will have floodprone benches of varing widths dependant on
constraints imposed by adjacent properties. Table 2, below, is a summary of the proposed
channel dimensions in feet.
Table 2: Proposed Channel Dimensions in Feet.
Figure 4: Proposed Typical Riffle Cross Section
Typical Coss SecWn
95 L i or
94�
f i i i i i i I
92
91
90
87
32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 86 88 90
Distance (R)
7
Rosgen
Width of
Bankfull
Mean
Width/Depth
Bankfull
Max
Entrenchment
Feature
Stream
Floodprone
Bankfull
T
Area
Width
De th
Ratio
Area
Depth
Ratio
Riffle
C
40
18
1.3
13.9
23.6
2.2
2.2
Figure 4: Proposed Typical Riffle Cross Section
Typical Coss SecWn
95 L i or
94�
f i i i i i i I
92
91
90
87
32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 86 88 90
Distance (R)
7

Parkwood SDIP March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Appendix A — Existing Conditions Data
�Qlw

Parkwood SDIP
March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Photograph A. Reach No. 1 — Cross Section 1.
Photograph B. Reach No. 1 — Cross Section 2.

Parkwood SDIP
March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Photograph C. Reach No. 1 — Cross Section 3.
Photograph D. Reach No. 1 — Bank Erosion at Cross Section 3.

Parkwood SDIP
March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Photograph E. Reach No. 2 — Cross Section 1.
Photograph F. Reach No. 2 — Cross Section 2.

Parkwood SDIP
March 23, 2012
Stream Existing Conditions Project No. 2011 -2877
Photograph G. Reach No. 3 — Cross Section 1.
Photograph H. Reach No. 3 — Cross Section 2.
iv

Parkwood - Reach I - CS 1 - Riffle
695
694
693
692
----------------------------------
691
>
W 690
689
688
687
0 10 20 30 40 50
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Parkwood - Reach I - CS 2 - Pool
695
694
693
692
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w 690
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688
687
686
685
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x Water Surface

Parkwood - Reach I - CS 3 - Riffle
685
684 -4 ------------------------------------------------
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C 682
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d
681
w
680
679
678
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(D50)

CROSSSEMON: Ruch 1 CS3- Riffle
Pr*ci Name: Pelkwood SDEP
Projal Lotall0a: Chubu , NC
DWa 3/14/2012
Parkwood - Reach 1- CS 3 - RM9
685
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(O50)

Parkwood - Reach 2 - CS 1 - Riffle
694
692
c 690
> --------------------------
w 688
-------------------------------
686
684
0 10 20 30 40
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– – – Flood -Prone Width
--#— Water Surface

Parkwood - Reach2 - CS 2 - Pool
694
----------------------------------------
692
-------------------------------------
0 690
w 688
686
684
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Parkwood - Reach 3 - CS 1 - Riffle
683
682
681
680 -- ---------------- - - - - -- - - --
679
w 678
677
676
675
0 10 20 30
Distance (ft.) - - - - - - Bankfull Width
– – – Flood -Prone Width
—x Water Surface

s
Parkwood - Reach 3 - CS 2 - Pool
685
684
683
682
$ 681 ---------------------------
680
679
678
677
676
675
0 10 20 30, 40
Distance (ft.) - - - - - - Bankfull Width
— — — Flood -Prone Width
�� Water Surface

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