20050949 Ver 2_Stormwater Info_20080716

viM`KRvi&cizEED
To: Ms. Annette Lucas
2321 Crabtree Blvd
Raleigh NC, 27604
ATTENTION: Ms. Annette Lucas
t35-UQ4Pt V2,
LETTER OF TRANSMITTAL
DATE: July 16, 2008
PROJECT NO: 03403-0001 TASK NO: 1
RE: Partners Equity Subdivision
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ? Calculations ? Other -
Quantity Drawing No. Rev. Description I Status
6 I I I Report and Plans for Partners Equity Stormwater Improvements I G
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
Please feel free to contact us if you have any questions regarding the plans or our responses, 919-
233-8091.
200 MacKenan Court, Cary, NC 27511 919/233-8091 Fax [phone]
cc: McKIM & CREED, PA
oU9 Ppn °
JUL 16 200§igned
onathan Hinkle, El
S:\3403-Partners Equity Group\0001\10-Comm\LOT_20080716.doc DENR-WAT?ERUUAUTY cti? Updated2-15-07 4.' ''11 STORMWATLR BRAN

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July 16, 2008
Annette Lucas
2321 Crabtree Blvd
Suite 250
Raleigh, NC 27604
ENGINEERS
DS_ OrtIA ??SURVEY0RS
Vl` PLANNERS
M&C: 03403.0001 (40.48)
RE: 401 WQ certification Partners Equity Group Subdivision
' Dear Ms. Lucas:
' Enclosed you will find five copies of the supplemental information which your
office has requested in support of the 401 WQ certification application/ PCN
submitted for the Partners Equity Group Subdivision in Smithfield, NC in
' December 2007. The enclosed documents should be considered supplemental to
the original application. Please do not hesitate to contact me if you have any
questions concerning these documents.
' Sincerely,
' McKIM & C ED A.
' nathan T. Smith PE, CPSWQ CPESC
' cc: file
John Shallcross
' Venture IV Building
Suite 500
111 `,
1 730 Varsity Drive , 1 l
Raleigh, NC 27606 w? ? ? ,looi"? H
tir ??F;,;?k??P?Rt3EtPNG
' ?IPNOS WO r?jC1R
V?
' 919.233.8091
Fax [phone]
v MCKIM&CREED
v
www.mckimcreed.com

PARTNERS EQUITY GROUP SUBDIVISION
STORMWATER MANAGEMENT NARRATIVE
FOR NCDWQ 401 CERTIFICATION
PARTNERS EQUITY GROUP SUBDIVISION
SMITHFIELD, NC
MCE#: 3403.0001
Project Manager:
Jonathan Smith, PE
July, 2008

PREPARED FOR:
PARTNERS EQUITY GROUP
P.O. BOX 1089
SMITHFIELD, NC 27577
OFFICE: [phone]
PREPARED BY.
MCKIM & CREED, PA
1730 VARSITY DRIVE, SUITE 500
RALEIGH, NC 27606
OFFICE: [phone]
FAX: [phone]
v McKIM&CREED
v

DWQ USE ONLY
Date Received Fee Paid Permit Number
' State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
' STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
' 1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Partner's Equi , Group
' 2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Mr. John Shallcross, jr
' 3. Mailing Address for person listed in item 2 above:
P.O. Box 1524
City:Smithfield State:NC Zip:27577
Phone: [phone] Fax: ( 1
11

H

Email:[e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Partner's Equity Group Subdivision
5. Location of Project (street address):
North Equity Drive
City:Smithfield County:Tohnston Zip:27577
6. Directions to project (from nearest major intersection):
From intersection of NC HWY 210 (East Market Street) and Industrial Park Drive head east on Industrial Park
Drive (approx. 0.25 miles), Turn north onto North Equity Drive, Site is located approx 0.20 miles down North
Equity Drive.
7. Latitude:35° 31' 31" N Longitude:78° 19' 09" W
8. Contact person who can answer questions about the project:
of project
Name Jonathan Smith, PE; McKim and Creed Telephone Number: (919- ) 233-8091
Email:jsmithQmckimcreed.com
II. PERMIT INFORMATION:
Form SWU-101 Version 03.27.08 Page 1 of 4
1. Specify whether project is (check one): ?New ?Renewal ®Modification
' 2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberDWQ #970656 and its issue date (if known)unknown
3. Specify the type of project (check one):
?Low Density ?High Density ?Redevelop ?General Permit ?Universal SMP ?Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
' ?CAMA Major ?Sedimentation/Erosion Control ®404/401 Permit ?NPDES Stormwater
III. PROJECT INFORMATION
'
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
' Retrofitting existing stormwater management system to meet current NSW 401 certification requirements see
attached narrative.

' 2. Stormwater runoff from this project drains to the Neuse River basin.
3. Total Property Area: 45.3 acres 4. Total Wetlands Area: 2.64 acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
' 6. Total Project Area**: acres 7. Project Built Upon Area: %
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density projects, complete the table with one drainage area for each envineered stormwater device.

1
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Buffalo Creek
Stream Class & Index No. C;NSW
Total Drainage Area (so 2,217,204
On-site Drainage Area (so 1,973,268
Off-site Drainage Area (so 243,936
Existing Impervious* Area (sf)
Proposed Impervious*Area (sf)
% Impervious* Area (total)
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings (so
On-site Streets (so
On-site Parking (sf)
On-site Sidewalks (so
Other on-site (so
Off-site (so
Total (so:
Form SWU-101 Version 03.27.08 Page 2 of4

1
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
10. How was the off-site impervious area listed above derived?Impervious area for entire site was assumed to be
70% as a conservative estimate.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built-upon area for each lot must be provided as an attachment. Forms can be
downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitt ed for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forrris.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/ Filter Strip/ Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi_ms sp htm)
' 1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
I ' 'al
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
' • Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD) P_ ". - payable to NCDENR ,VIA
^?j10s1i?
• Calculations & detailed narrative description of stormwater treatment/ management
Q V-4-
- Copy of any applicable soils report ALA.
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/ Project name
' - Engineer and firm
-Legend
- North arrow
' - Scale
- Revision number & date
- Mean high water line
- Dimensioned property/ project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
' - Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section. (ex. designing engineer or firm)
' Designated agent (individual or firm):McKim & Creed: co Tonathan Smith
Mailing Address:1730 Varsity Drive, Suite 500
City:Raleigh State:NC Zip:27606
Phone: (919 ) 233-8091 Fax: (919 ) 233-8031
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
' I, (print or type name of person listed in General Information, item 2) Mr. John Shallcross, jr
certify that the information included on this permit application form is, to the best of my knowledge; correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
' and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Form SWU-101 Version 03.27.08 Page 4 of 4

Signature. Date: 7' ?(? -O

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Partners Equity Group Subdivision
Stormwater Management Narrative
For NCDWQ 401 Certification
Introduction
The Partners Equity Group Subdivision encompasses 45.3 acres of commercial lots and
associated transportation areas in Smithfield, NC. The subdivision is located to the
Northeast of the intersection of NCSR 2398 and Venture Drive within a 50.9 acre
watershed that drains to Buffalo creek, a tributary to the Neuse River Basin.
There are 19 commercial lots in Partners Equity subdivision. The majority of these lots
are currently occupied or are in various states of development. Two lots, however (Lots
18 and 19) have not been developed due to areas which have previously been classified
as jurisdictional wetlands. This project involves the limited development of portions of
lots 18 & 19 resulting in impacts to 1.53 acres of wetlands.
It should be noted that development on lots 18 and 19 has been minimized and
configured to retain a contiguous area of wetlands along the boundary of these two lots
and lots 10 and 11 to the east (see exhibits).
Project History
401 WQ certification was originally approved for the Partners Equity Subdivision (as
project # 970656) on February 110,, 1998. Extensive research and document tracking was
conducted in order to understand the project history and obtain original design
parameters. Unfortunately, due to the time which has elapsed since the original 401
' certification permit was approved, a limited amount of the original application
documentation has been located. As a result, information regarding the existing
' conditions of the stormwater management system is based principally on construction
drawings prepared in 1999 and supplemented by information provided in a series of
communications between the NCDWQ wetlands unit staff and McKim & Creed staff
' between 1998 and 2001. We understand that at the time of original permitting the project
was required to meet the section 401 WQ certification requirements in place at that time.
To meet these needs a system of vegetated conveyances was designed to route
stormwater runoff from individual parcels and into the single large treatment pond at
the northeast corner of the project site. This pond was designed to meet both 401 WQ
requirements as well as Town of Smithfield stormwater management requirements. We
' understand that 401 WQ certification requirements at that time included treatment and
removal of 85% of TSS. This performance standard was accomplished via the
stormwater wetpond. The vegetated conveyances were not included in any calculations

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
of pollutant removal. Information concerning the existing condition of the wetpond and
' associated drainage system from the sources described above is summarized below. This
information was used where appropriate to determine potential nitrogen removal
performance of the existing and proposed stormwater management system
"Bottom Elevation =140.00 ft
' Permanent Pool Elevation =143.00 ft
Temporary Pool Elevation =145.35 ft
Permanent Pool Area = 49,658 sf
Drainage Basin = 50.9 acres
Impervious Area = 20.4 acres
' Permanent Pool Volume = 89,394 cf
Temporary Pool Volume = 281,569 cf
Forebay Volume =19,846 cf"
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tormwater
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In the intervening years since the project was originally approved 401 WQ certification
requirements have changed significantly. We understand that current NC 401 WQ
certification rules require that projects located within NSW watersheds and resulting in
' impacts to jurisdictional waters must be designed with stormwater BMPs which have
been shown to remove nitrogen from runoff with a removal efficiency of 30%.
Discussions with NCDWQ staff have revealed that any activities which result in impacts
' to the remaining wetlands on the Project site. Currently, the only stand alone BMP's
which have been approved to meet this standard per NCDENR BMP manual (NCDENR
' 2007) are stormwater wetlands, bioretention areas, and wetponds used in conjunction
with forested filter strips. Each of these BMP types have certain configuration
requirements related to dimensions, configuration, and other design parameters which
are necessary in order to be credited with the required 30% Nitrogen removal threshold.
As a result of the pre-existing drainage network, configuration of existing development
areas, and other site conditions these three pre-approved BMPs are not suitable for use
in meeting the requirement for the Partners Equity Group Subdivision.
t Difficulties lie in modifying the existing drainage infrastructures and overall sizing since
a significant portion of the subdivision is currently either built or under construction. In
addition a number of parcels within the subdivision have been sold and are no longer
' owned by the applicant. The design team has taken every effort to look at methods of
modifying just the existing pond to get it up to the standard (30% removal of Nitrogen)
and found the existing pond to be unsuitable to meet this goal. The pond discharges
1 directly into an existing conveyance channel with no opportunity to utilize a forested
' 2

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits

' July, 2008
filter strip. Conversion of the existing wetpand into a stormwater wetland is not possible
' due to the limited space available adjacent to the pond. Lastly the project site is not a
suitable candidate for bioretention concerns over high groundwater and difficulties in
retrofitting bioretention cells into existing drainage easements and property ownership
' issues.
Where stand alone BMPs aren't suitable to meet pollutant reduction requirements, the
' use of multiple BMPs can be used to enhance overall pollutant removal performance
based on the performance of each BMP type. This improvement is a result of the various
treatment processes that each BMP uses to treat stormwater. We propose that the
existing drainage infrastructure with enhancement of existing facilities as described will
be capable of obtaining and/or exceeding 30% reduction of Nitrogen from stormwater
runoff.
Existing Stormwater System
' Currently, stormwater runoff originating on the site is routed via open conveyances into
a manmade pond at the northeast corner of the 50.9 acre watershed. Due to the fact the
' watershed is currently under construction obtaining an impervious percentage for the
watershed is not only difficult but also would not accurately depict the ongoing
development of the project area. Local planning regulations as administered by the
' Town of Smithfield Planning Department restrict individual lot imperviousness to not
greater than 70% (Embler 2008). Therefore the use of 70% imperviousness as a runoff

' calculation input would represent the most conservative methodology for sizing of
Stormwater BMP required volume. This imperviousness was used as an input
parameter for all water quality calculations. It should be noted that the use of 70%
' imperviousness for calculation purposes does not indicate actual imperviousness of the
project area but only maximum imperviousness allowed by local regulations.
' Wet Ponds are typically designed to detain and release, over a 2-5 day period, a water
quality volume equal to the runoff from the 1" rainfall event. This component of the wet
pond is generally called the temporary water quality volume. Based on the construction
documents and other project information as described above, the temporary water
quality storage for the pond at site is 147,247 cu ft. The required water quality volume

' (WQV) for the 50.9 ac watershed is approximately 125,642 cu ft as calculated using the
Simple Method detailed by NCDENR( 2007, DRAFT). Therefore, the temporary water
quality storage of the Partners Equity pond exceeds the NCDENR volume requirement
standards by a minimum of 17%. In other terms the effective Temporary Water Quality
' storage in the existing pond is equivalent to the R/O associated with a 1.17" Rainfall.
Note that the required water quality volume calculation is based on the maximum
' impervious limit for the entire 50.9 acre drainage basin (70% impervious). However,
' 3
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Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
BUA for each lot may be lower than this level. In addition, the proposed BUA for Lots 18
and 19 are both less than 70%. Therefore, the use of 70% imperviousness for calculation
purposes is a conservative means of calculating WQV.
Table 1: Wet Detention Basin Existing Condition
Parameter Value Units
Watershed Area 50.9 Acres
% Impervious 70* n/a
Permanent Pond Elev 143 Ft
Permanent Pond Volume 92,678 Cu ft
Temporary Pool Elev 145.35 Ft
Temporary Pool Volume 239,925 Cu ft
Temporary Water QualiStora e(WQS) 147,247 Cu ft
Required Water Quality Volume** (WQV) 125,642 Cu ft
Temporary WQS Equivalent Rainfall 1.17 In.
* Maximum allowable impervious area per Town of Smithfield planning dept ( Embler,
2008)
** Per NCDENR design guidelines, R/O from 1" rainfall see design calcs attachment?
Currently wetponds are credited with removing 25% of Nitrogen from stormwater
runoff by NCENR. Other agencies and organizations credit wet ponds with higher
removal efficiencies. Specifically the Center for Watershed Protection recently published
a technical memorandum, "The Runoff Reduction Method", using the latest BMP
performance data from the mid-atlantic region which credits wetponds with TN
removal of 30% or more. The methodology also provides a mechanism for obtaining
additional pollutant removal for various BMP types through the use of designs which
exceed standard parameters. Wetponds for instance are credited with TN removal of up
to 40% if certain additional design parameters are met.
As mentioned previously, stormwater runoff originating in the 50.9 acre commercial
development is routed to the wet detention pond via an extensive network of open
conveyances periodically interrupted by driveway and road crossing culverts. This
drainage network originates as shallow grassed swales (See fig 3-7). These headwater
swales primarily occur between adjacent lots and exhibit slopes of less than 0.5 % and
side slopes of 3:1-5:1. These swales feed into collector swales which generally occur
adjacent to and on either side of North Equity and South Equity Drives (figs 8-12). These
swales are slightly deeper than the headwater swales and are dominated by grassed
vegetation. Some of these collector swales exhibit dense natural vegetation.
4

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Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
Collector swales from the majority of the watershed flow into one of two cross-
connection "wet swales" which convey runoff from South Equity drive across the center
of the development to North Equity Drive and into the wet detention pond (figs 9-10).
These "wet swales" are generally deeper than upstream conveyances and are dominated
by cat-tails, rushes, and other diverse vegetation. These swales were originally designed
to provide additional flood control storage during large storm events. Observed
standing water within these swales is estimated to range from 0-6". Similar to the
grassed swales described earlier these connector swales were not originally intended to
provide a water quality function. However, the low slope and presence of water have
lead to the conditions which mimic a stormwater wetland. The location of the connector
and cross-connection swales is shown on conceptual plan sheet 2. Additional
information concerning the drainage network is detailed in the table below.
Table 2: Drainage Conveyance System: Existing Condition
Parameter Headwater Swale Connector Swale Cross-connection
Swale (Wet Swale)
Cumulative Length Unknown 5700 1000
(ft)
Elevation Range (ft) 146+ 145-146 144-145
Typical Shape Triangular/Parabolic Parabolic/ Trapezoidal
Trapezoidal
Side slopes 3:1 + 3:1+ 2:1-3:1
Typical Width (ft) n/a 0-2 4-6
Slope (ft/ft) n/a 0-0.02 0-.001
Estimated Bottom n/a n/a 5000
Area (s ft)
Typical Vegetation Grassed, Bare, Grassed Misc vegetation:
Cattails cattails, rush, wax
myrtle
As shown in Table 2, swale elevations range from 143' to 147'. As mentioned previously
during precipitation events the water level in the wet detention pond varies from
permanent pool elevation (143') up to as high as 147' (during flood control events). As a
result of the low slope and elevation of the swale system, portions of the swale system
are inundated during larger events. This inundation of the wet swales and portions of
the connector swales limits velocity of flow during larger events. During runoff caused
by rainfall up to and including the water quality storm (1" rainfall) inundation of the
open conveyances is limited to the wet swales.
5

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
Proposed Stormwater BMP Retrofits
' In order to improve the pollutant removal performance, particularly nitrogen, of the
stormwater management system a number of improvements are proposed for the
' project site. These improvements focus on the existing stormwater wet pond and the
connector swale between lots 14 -15 and Lots 13 -16.
' At the time of construction of the wet detention basin, littoral shelf design standards
were poorly developed with guidelines generally suggesting water depths ranging from
0-12" and no guidance on required planting soil. Subsequent research and anecdotal
experience has indicated that wetland plants do not survive well where normal depths
exceed 6" and planted in poor subsoil conditions. The littoral shelf at the Partners Equity
likewise exhibits poor vegetation on the basin edges (Fig 1-2). In order to improve the
function of the wet detention basin so that it can attain maximum pollutant removal we
propose to improve the existing littoral shelf by raising the bottom elevation of the
littoral shelf so that it ranges from 142.5' to 143.5'. The soil to be used in raising this
' elevation will be of sufficient quality to ensure vegetation growth. In addition, obligate
wetland species will be planted in the submerged portion of the improved littoral shelf
' on a spacing of 3' and a wetland planting mix will be applied to the non submerged
portion of the aquatic shelf. Enhancement of the littoral shelf in this fashion will result in
a wet detention pond which satisfies littoral shelf design parameters to achieve 25%
' nitrogen removal efficiency as detailed by the current NCDENR BMP design manual.
After enhancement activities, littoral shelf area will be approximately 19,653 sq ft. Due to

' the unique configuration of the pond establishment of the littoral shelf results in a
considerable portion of the total pond area in a vegetated state. As a result the proposed
pond relies heavily on wetland removal processes to accomplish Nitrogen pollutant
' removal. We propose that the wet pond system be considered as a wetland/wet pond
hybrid and have utilized the wetland supplement form in this documentation.
Note that the modifications proposed with this project do not result in any changes to
' the wet pond configuration which would impact overall wet pond performance but are
intended to enhance the nitrogen removal capabilities of the system.
Calculations and plan sheets were developed using original construction documents and
calculations. As-built conditions are only reflected in assessment of drainage system
condition and vegetation establishment.
Maintenance of Stormwater System
' All existing and proposed stormwater components discussed above are contained
within existing drainage and utility easements. The easement surrounding the
' stormwater pond is held by the applicant (see exhibits) and an Operation and
' 6

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
' July, 2008
Maintenance agreement was submitted during the original 401 WQ certification. The
' swales and other conveyances on-site have been dedicated to the Town of Smithfield
and are maintained by the town.
Nitrogen Removal Performance
Grassed Swales are currently an approved Stormwater BMP for use in North Carolina
(NCDENR 1999). When designed per required guidelines, swales are considered to
remove 20% of Nitrogen originating from urban areas. They depend on infiltration,
physical filtration by vegetation and adsorption to soil particles for pollutant reduction.
As a result, water quality treatment is enhanced by vigorous vegetation and slow
velocities. Current design guidelines require that grassed swales provide 100 linear feet
of conveyance for each acre of development. Although the total length of headwater
' swales is unknown, linear swale length of all connector swales is approximately 5700' or
111' per acre of development. As a result, the length of connector swales within the
development exceeds that required to achieve 20% nitrogen removal credit by 11%.
Wet swales are an additional BMP type that combines the conveyance function of a
' swale with the improved pollutant removal function of stormwater wetlands. Wet
swales, however, are not currently an accepted stormwater BMP in North Carolina.
Some states and regions have accepted wet swales as pollutant removal structures. Yet
there are only a few monitoring studies available for review in which wet swales were
studied to determine pollutant removal (Strecker, 2003). Clayton and Schueler reviewed
2 monitoring studies and estimated TN removal associated with Wet swales of 40%
(1996). Other reviewers have noticed similar removal efficiencies. Generally pollutant
removal is believed to be enhanced by introduction of standard pollutant removal
mechanisms into the wet swales including; temporary storage of runoff, diversity of
' species, and reduced velocity. Although design standards for wet swales vary widely,
the design standards typically require that velocities are limited to less than 2 fps. This
' standard is very similar to accepted design standards for standard stormwater wetlands
in North Carolina. Similarly the wet swales in the cross-connection ditches at Partners
Equity resemble wetlands in many ways. There are many different design guidelines for
' wetlands including volume capture, depth/area, and surface area/ watershed area ration.
Schueler suggests that shallow marsh wetlands should be sized so that wetland area is at
least 2% of watershed area to provide sufficient treatment (Schueler, 1992). Sufficient
' treatment however is not defined in terms of nitrogen removal. Other research in North
Carolina found that a shallow marsh wetland of 0.4 % of watershed area without a
temporary storage component removed 20% of total nitrogen (Bass, 2000). Little
information is available on wetlands with smaller area/watershed ration. The cross-
connection "wet swales" at Partners Equity fall somewhat between exhibiting wet swale
and shallow marsh wetland characteristics. We propose that pollutant removal of the
' 7

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits

' July, 2008
combination of wet swales and upstream vegetated swales is likely exceeding 10/° of
' nitrogen from upstream sources.
Pollutant Removal Calculations:
i P
ll
l
ffi
i
d
i
f
l
B
d
b
d
utant remova
o
e
c
ency
eterm
nations
or mu
ti-
MP systems are
escri
e
as
follows (NCDENR, 2007):

E=A+B-[(A+B)/100]
Where E= total pollutant removal efficiency (%)
A= Efficiency of the First or Upstream BMP
B=Efficiency of the Second or Downstream BMP
As mentioned previously we propose to enhance the existing wet-detention pond so that
' design parameters are sufficient to achieve 25% reduction of nitrogen in runoff. In
addition we propose that the existing grassed swales (in conjunction with existing wet
swales) provide pollutant removal sufficient to achieve a minimum reduction of 10% of
' Nitrogen from stormwater runoff. As a result that pollutant removal achievable in the
proposed stormwater management system will achieve or exceed the following:
' E=25+10-(25*10)/100
' E=32.5 %
It should be noted that these removal percentages are based on conservative estimates of
performance for these BMP systems.
' Sediment and Erosion Control
Measures will be taken to ensure that no sediment will leave the site during
construction. All exposed surfaces will be seeded after final grades are established. The
following practices will be implemented on this site:
1. Temporary and Permanent Seeding
Temporary and permanent seeding will be used to establish a dense and
' vigorous ground cover in exposed soil areas.
1 8
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
2. Sediment Basin
During construction activities the existing wet detention facility will act as a
large sediment basin for these construction activities. Upon project completion
accumulated sediment will then be removed from the BMP facility.
3. Outlet Stabilization Structure
Outlet stabilization will be installed on the downstream end of the proposed
driveway culvert to reduce the flow velocity and to dissipate energy
Summary
This project involves an impact to jurisdictional waters of 1.53 acres. In order to comply
with existing 401 WQ certification rules the stormwater management system for the
project site must be designed to remove 30% or nitrogen from stormwater runoff. Due to
the existing condition of the existing development including infrastructure and multiple
owners standard BMP stormwater management approaches are not suitable. A system
of stormwater management is proposed using modified BMPs systems to address the
30% N reduction requirement using a combination of BMP types.
As stated previously wet detention basins are "credited" by NCDENR to achieve 25%
reduction of nitrogen runoff when designed to current NCDWQ standards, while
grassed swales are "credited" to achieve 20% reduction in nitrogen when designed to
current standards. We propose to enhance the existing wet detention pond with the
modification of the existing littoral shelf to slightly raise the shelf elevation as well as
establish diverse wetland species within the littoral zone. These enhancements will
result in attainment of the design guidelines necessary to achieve maximum DWQ
"credit". We also propose that the existing open conveyance system comprised of
grassed headwater swales, grassed connector swales and "wet swales" achieves and
exceeds nitrogen removal efficiency of 20%. As a result of these BMPs in series we
believe that total nitrogen removal efficiency for the enhanced stormwater management
system will exceed the required 30% reduction of nitrogen in stormwater runoff.
The resulting stormwater management system will rely heavily on multiple pollutant
removal mechanisms including physical filtration, plant uptake, and microbial
nitrification and denitrification. The system will be comprised of a diverse natural
system including; deep water, emergent aquatic wetlands, shallow land wetlands
habitats, and dense vegetation conveyance swales.

1

Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
' References
Bass, K. L., 2000. Evaluation of Small In-Stream Constructed wetland in North Carolina's
Coastal Plain. Masters Thesis: North Carolina State University, Raleigh, NC
Clayton, R, A and Schueler, T. R., 1996, Design of Stormwater Filtering Systems, Center
for Watershed Protection, Ellicott City, MD
Embler, Paul, 2008, Personal Communication.
Hirschman, D., Collins, K., and Schueler, T., 2008, Technical Memorandum: Runoff
Reduction Method. Center for Watershed Protection, Ellicot City, MD.
NCDENR, 2007, NC Stormwater BMP Manual. North Carolina Department of
Environment and Natural Resources, Raleigh, NC.
NCDENR, 1999, Stormwater Best Management Practices, N.C. Department of
Environment and Natural Resources, Raleigh, NC.
Schueler, T. R., 1992, Design of Stormwater Wetland Systems: guidelines for creating
divers and effective stormwater wetlands in the mid-Atlantic region. Anacostia
Restoration Team, Metropolitan Washington Council of Governments., Washington, DC.
i Strecker, E. W, Quigley, M. M, and Urbonas, B., "A Reassessment of the Expanded EPA/
ASCE National BMP Database." In: Proceedings of the World Water and Environmental
' Congress 2003, June 23-26, 2003, Philadelphia, PA Edited by Paul Bizier and Paul
DeBarry, ISBN 0-7844-0685-5, ASCE, Reston, Va.
10

Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
Representative Photo's from Project Site
,y ?'!y ."u i+?l ? ? SI?J ? 14911
'`'
1) View of outlet structure from west bank of pond January 2007
11
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008

12
2) View of southeast corner of pond from west bank January 2007

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008

13
3) View of existing "feeder swale" between Lot 2 and 3 looking west. January 2007
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
1 4) View of existing feeder swale between lots 2 and 3 looking west. June 2007

1 14
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
5) View of junction of "feeder" swale and connector swale along South Equity Drive looking
northwest. June 2007
15
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
7) View of "feeder swale" between Lots 3 and 4 looking west from South Equity drive January
2007
16
6) View of perimeter "feeder" swale along northwest corner of project site looking east.
January 2007
1
Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
i
8) View of Road swale along West side of South Equity drive looking south January 2007
v
9) View of road swale along west side of South equity drive looking south January 2007
17

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008

18
10) View of Connector swale along south Equity Drive looking north. June 2007

Partners Equity Group Subdivision
' Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
1

1 12) View of "Cross connection wet swale" between lots 15 and 16 looking east January 2007
19
11) View of road swale on East side of North Equity Drive looking south January 2007
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
20
13) View of Cross-connection swale between lots 15 and 16 looking east. June 2007
14) View of Cross-connection "Wet Swale" Between 16 and 17 looking east January 2007
Partners Equity Group Subdivision
Stormwater Management Narrative
Proposed Stormwater BMP Retrofits
July, 2008
21
15) View of Cross-connection swale between lots 16 and 17 looking east June 2007
Permit Number:
' (to be provided by DWQ)
Oby D W AT?RO
MANTULL-iL
' NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Partners Equitiy Subdivison Stormwater Management
Contact name Jonathan Smith
Phone number [phone]
Date
Drainage area number
111. DESIGN INFORMATION
Site Characteristics
Drainage area 2,217,204.00 ftz
Impervious area 1,552,042.80 ft
Percent impervious 70.0%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 5.80 in
10-yr storm intensity 4.73 in/hr
Post-development 10-yr storm peak flow 212.00 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
Clay mix (erosion resistant) X
Grass Type (enter 'Y' below)
Bermuda
Tall fescue X
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 5.50 ft/sec Insufficient maximum velocity.
Side slopes 3.00 :1 Insufficient side slopes. Max is 5:1.
Swale length 5,700.00 ft OK

Form SW401-Grassed Swale-Rev.3 Parts I and II 'Project Design Summary, Page 1 of 2
I Swale Characteristics
Swale Shape: Enter an 'Y' in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
' Width of the bottom of the swale
Width of the top of the swale
Additional Information
Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
' What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
What is the SHWT elevation?
What is the longitudinal slope of the swale?
What is the depth of freeboard?
' Form SW401-Grassed Swale-Rev.3
Permit Number:
(to be provided by DWQ)
X
12.00 ft
Y (Y or N) Insufficient sizing
Y (Y or N) Insufficient ROW location.
145.00 ft OK
147.00 fmsl
145.00 fmsl
fmsl
0.23% OK
ft
Parts I and II. Project Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial
below. If a requirement has not been met, attach justification.
Init' Is Pagel Plan
Sheet No.
Cf? eZ 1. Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
' - Grass species, and
• - Boundaries of drainage easement.
' CZ 2. Plan details (1 - 50 or larger) for the grassed swale showing:
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Grass species,
- Off-site drainage (if applicable),and
- Boundaries of drainage easement.
C Z- 3. Section view of the grassed swale (1" = 20' or larger) showing:
' - Side slopes,
- Longitudinal slope,
- Freeboard
- Swale dimensions, and
- SHWT level(s)
' a 4. Supporting calculations (including maximum velocity calculations for applicable storms)
N.h% 5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
' A1154, 'V- t 6. A copy of the deed restrictions (if required).

SW401-Grassed Swale-Rev.3 Part III, Page 1 of 1

1 awn
NCDENR

Permit Number
(to be provided by DWQ)
o?oF W a rF9o
o -~c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
1. PROJECT INFORMATION
Project name Partner's Equity Subdivision Stormwater Management
Contact name Jonathan Smith
' Phone number [phone]
Date
Drainage area number Wet Pond
' II. DESIGN INFORMATION
Site Characteristics
Drainage area 2,217,204.00 ft2
Impervious area 1,552,042.80 ftZ
' Percent impervious 70.0%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
' 1-yr, 24-hr runoff depth 3.20 in
1-yr, 24-hr intensity 0.13 in/hr
Pre-development 1-yr, 24-hr runoff 28.00 ft3/sec
Post-development 1-yr, 24-hr runoff 123.00 ft3/sec
Pre/Post 1-yr, 24-hr peak control 95.00 ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 147,247.00 ft3 OK
Depth of temporary pool/ponding depth (DP,,,,,,) 28.20 in Insufficient depth of temp. pool.
Drawdown time 2.46 days OK
Diameter of orifice 6.00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
Coefficient of discharge (Co) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 2.10 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff fts
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided fts

1 Form SW401-Wetland-Rev.2
Parts I and 11. Project Design Summary, Page 1 of 3

Permit Number
(to be provided by DWQ)

' Surface Areas of Wetland Zones
Surface Area of Entire Wetland
55,725.00 ft2
Insufficient wetland surface area.
Shallow Land 10,157.00 ft2 Insufficient shallow land area.
The shallow land percentage is: 0.18%
' Shallow Water 10,762.00 ft2 Insufficient shallow water area.
The shallow water percentage is: 0.19%
Deep Pool
Forebay portion of deep pool (pretreatment) 6,355.00 ft2 OK
The forebay surface area percentage is: 0.11 %
Non-forebay portion of deep pool 28,451.00 ft2 Insufficient non-forebay deep pool area.
The non-forebay deep pool surface area percentage is: 0.51 %
Total of wetland zone areas 55,725.00 ft2 OK
Add or subtract the following area from the zones 0.00 ft2
' Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 144.00 fmsl
Permanent Pool
Shallow Water (top) 143.00 fmsl
Deep Pool (top) 142.50 fmsl
Most shallow point of deep pool's bottom 140.00 fmsl
Deepest point of deep pool's bottom 140.00 fmsl
Design must meet one of the following two options:
This design meets Option #1,
(Y or N)
Deep pool is 6inches below SLWT, If yes:
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner in
Topographic Zone Depths
Temporary Pool
Shallow Land 28.20 in Insufficient shallow land depth.
Permanent Pool
Shallow Water 6.00 in OK
Deep Pool (shallowest) 30.00 in OK
Deep Pool (deepest) 30.00 in OK
Planting Plan
' Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter) 1,674
Shrubs/small trees (1 gallon or larger) 1,116
Trees (1.5" dbh) 279
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4'inch diameter)
5,230
OK
Shrubs/small trees (1 gallon or larger) 0 Higher density is recommended.
Trees (2.5" dbh) 0 Higher density is recommended.

J
Form SW401-Wetland-Rev.2 Parts I and 11. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
' What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
' Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
' Will the wetland be stabilized within 14 days of construction?

Form SW401-Wetland-Rev.2
Permit Number
(to be provided by D WQ)
Y (Y or N) OK
Y (Y or N) OK
0.00 ft
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
14.84 :1 OK
950.00 ft
64.00 ft
800.00 ft2
60 This approx. surface area is within this number of square
, feet of the entire wetland surface area reported above:
(Y or N)
Parts I and II. Project Design Summary, Page 3 of 3
Permit No.
(to be provided by DWQ)
111`. REQUIRED: ITEMS CHECKLIST
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
' requirement has not been met, attach justification.
iti s Pagel Plan
Sheet No.

i

C'Z, ts'e.3
.Li) n
V?Y CS
D
e 5-
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
az
a4kc1*J
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing: .
- A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
4i)Cc415? 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
a46kftJ
nr. A-
SW401-Wetland-Rev.2
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Part III, page 1 of 1
1
1
1
1
1
1
1
1
1
1
1
Project: Partners Equity Stormwater Improvements •
Project No.: 3403-0001 v? M?IQM&CREED
Client: Partners Equity Group
Location: Smithfield, NC
Designer: KAB Date: 11,28.07
Reviewer: JTS Date: 12.04.07
Objective: Determine Water Quality Volume (WQV) using Simple Method
TVQv = P * Rip * A
12
Rip = 0.05 + 0.009 Ia
Given: Find:
Rainfall depth 1 in Rv 0.68 in
Wtrshd Area 50.9 ac WQV 125,642 cu ft
Impervious % 70 % *
* Conservative estimate based on maximum built upon area per Town of Smithfield requirements.
Objective: Given current Water Quality Storage (WQS) volume, Find Rainfall equivalent (Simple Method)
Given: Find:
Perm Pond Vol 89,394 cu ft Temp WQS 147,247 cu ft
Temp Pond Vol 281,569 cu ft Rain equiv 1.17 in
Findings: Existing pond conditions provide enough temporary storage to meet NCDENR design guidelines
(runoff from 1" rainfall). Temporary WQS is equivalent to runoff associated with a 1.17" rainfall.
It,
F ••? ow
O
w
\~
INAN
llrl 1?1, 1/
l?
1
1
1
1
1
Project:
t N
P Partners Equity Stormwater Improvements
3403
0001 4&
McIQM&CREED
rojec
o.: - v?
Client: Partners Equity Group
Location: Smithfield, NC
Designer: KAB Date: 11.28.07
Reviewer: JTS Date: 12.04.07
Objective: Verify existing BMP storage capacities and ability to meet NCDENR design criteria.
Determine Wet Detention Basin storage (Average-end storage volume calc.)
Elev ft Areas * Avg Areas Vol c Comments
140.00 21,637
141.00 26,835 24,236 24,236
142.00 32,240 29,538 29,538
143.00 45,568 38,904 38,904 Normal Pool (Const. Plans 7/14/99)
144.00 55,725 50,647 50,647
145.00 79,620 67,673 67,673
145.35 85,684 82,652 28,928 Temp Pool (Const. Plans 7/14/99)
92,678 Permanent Pool Storage Volume
147,247 Temp Storage Volume
239,925 Total Storage Volume (Perm + Temp)
* Source Data: Released for construction plans prepared by McKim & Creed, 1999
i
i
Project: Partners Equity Stormwater Improvements V
Project No.: 3403-0001 .? MCFaM&CREED
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
Objective: Determine the Time of Concentration for the project site
Time of Concentration Calculation
SCS Segmental Method
Tc to Wet Pond
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) dns grass
2. Manning's roughness coeff., n (Table 3-1) Hi Pt 154 0.240
3. Flow length, L (Total < 300 ft) Lo Pt 150 ft 40
4. Two-year 24-hour rainfall, P in 3.7
5. Land slope, S T, = 0.007(nL)O.8 ft/ft 0.100
6. Travel time, T t P hr 0.06
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Paved
8. Flow length, L Hi Pt 0 ft 0
9. Watercourse slope, S Lo Pt 0 ft/ft #DIV/0!
10. Average velocity, (Figure 3-1) a; = 20.3282( ft/sec #DIV/0!
11.Travel time, T = 16.1345(1-7
V hr 0.00
„
Storm Culvert Channel Flow Segment ID CD
12. Cross sectional flow area, A ft^2 628
13. Wetted perimeter, P ft 12.56
14. Hydraulic radius, R = ft 0.5
15. Channel slope, S S=N/A ft/ft 0.0023
16. Manning's roughness coeff., n 0.0013
17. Channel velocity, V ft/sec 34.6
18. Flow length, L v = 1.49R-7; ft 84
19.Travel time, T t n hr 0.00
Drainage Channels Segment ID DE
12. Cross sectional flow area, A ft^2 20
13. Wetted perimeter, P ft 16.65
14. Hydraulic radius, R = ft 1.20
15. Channel slope, S S=N/A ft/ft 0.0023
16. Manning's roughness coeff., n 0.05
17. Channel velocity, V ft/sec 1.61
18. Flow length, L V = 1.49R"'s"' ft 840
19.Travel time, T t n hr 0.14
Connector Channels Segment ID EF
12. Cross sectional flow area, A ft^2 20
13. Wetted perimeter, P ft 16.65
14. Hydraulic radius, R = ft 1.20
15. Channel slope, S S=N/A ft/ft 0.0023
16. Manning's roughness coeff., n 0.08
17. Channel velocity, V ft/sec 1.01
18. Flow length, L v = 1.49R2"1-"2 ft 500
19.Travel time, T t n hr 0.14
Time of Concentration = 20 min
Lag Time = (0.6)(Tc) = 12 min

0

1

1

1

1
Project: Partners Equity Stormwater Improvements
Project No. 3403-0001
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
v McKIM&CREED
Objective: Determine the SCS Curve Number for the project site.
Curve Number Calculation
SCS Method
Landuse Soil Group RCN Area Product of RCN
Commercial B 92 13.4 1231.5764
Commercial C 94 12.6 1186.5808
Commercial D 95 24.9 2364.5595

Totals
Total (Weighted) Curve Number
=Total Product/Total Area
Estimated Curve Number 50.9
93.96

94 4782.7

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Soil Map-Johnston County, North Carolina
Partners Equity Subdivision
Map Unit Legend
Johnston County, North Carolina (NC101)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
GoA Goldsboro sandy loam, 0 to 2 8.1 16.8
' Gr
Ly
NoA
Ud - -
' Totals for Area of Interest (AOI)
USDA Natural Resources
Conservation Service
percent slopes
Grantham silt loam 23.5 48.7%
Lynchburg sandy loam 12.0 24.9%0
Norfolk loamy sand, 0 to 2 1.0 2.0%
percent slopes
Udorthents, loamy 3.7 7.6%
48.3 100.0%
Web Soil Survey 2.0
National Cooperative Soil Survey
7/16/2008
Page 3 of 3
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Hydrologic Soil Group-Johnston County, North Carolina
Partners Equity Subdivision
Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Johnston County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3oA ! Goldsboro sandy loam, 0 B 8.1 16.8%
to 2 percent slopes
Gr Grantham silt loam D 23.5 48.7%
Ly Lynchburg sandy loam C 12.0 24.9%
NoA Norfolk loamy sand, 0 to
2 percent slopes B 1.0 2.0%
Ud Udorthents, loamy B 3.7 i 7.6%
Totals for Area of Interest (AOI) 48.3 100.0%
Description
' Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
r Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
' at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Natural Resources Web Soil Survey 2.0 7/16/2008
Conservation Service National Cooperative Soil Survey Page 3 of 4
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Hydrologic Soil Group-Johnston County, North Carolina
Partners Equity Subdivision
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie-break Rule: Lower
USDA Natural Resources
? Conservation Service
Web Soil Survey 2.0
National Cooperative Soil Survey
7/16/2008
Page 4 of 4

Project: Partners Equity Stormwater Improvements V
Project No.: 3403-0001 v, M`CIQM&CREED
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
Objective: Runoff Routing through wet pond structure for the 1 year rainfall event
1 Year Calcs for Wet Pond
Watershed De scri tion
Area 5 1 acres
Hydraulic L 146 4 ft
4 elev. 9 ft
Rainfall Data
24 hr. P 3. 2 in
peak i 2.7 5 in/hr
Inputs
Time of Concentration Outputs
Tc 20.3 min
Rainfall Data
g 108 in G & H Values obtained from Johnston County
h 19 in/hr Stormwater Design Manual
Pre
CN 60 Rational Equation
Rational C 0.2 Qp 28.0 cfs
Time to Peak
Tp 32.35 min
NRCS Curve Number Method
S 6.67
Q 0.41 in
Qvol 75447 ft'
Rational E uation
Qp 123.0 cis
Time to Peak
Tp 45.8 min
17624
Orifice
Radius 3 in
Center Elev. 1, 32 5 ft
Cd 0.60
Storage Below 167981.28 ft'
0.02 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.04 0.00 0.00 11659223 2.50 142.50 0.00 0.00
0.06 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.08 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.1 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.12 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.14 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.16 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.18 0.00 0.00 116592.25 2.50 142.50 0.00 0.00
02 0.00 0.01 116592.25 2.50 142.50 0.00 0.00
Peak Pre-Inflow 28.0
Peak Weir Flow 54.8
Max WSE 146 16
Weir
Length 25 ft
Elevation 145.35 ft
Cw 3.0
Storage Below 336166.0 ft'
C
NO
Ii
C
O
a
a?
r-
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WSE (ft)
? v
r r T T T T T T T
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(S13) MOB=
Project: Partners Equity Stormwater Improvements
Project No. 3403-0001 4:$?MCIQM&CREED
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/1612008
Reviewer: JTS Date: 7/16/2008
Objective: Runoff Routing through wet pond structure for the 10 year rainfall event
10 Year Calcs for Wet Pond
Watershed De scription
Area 51 acres
Hydraulic L 600 ft
A elev 9 ft
Rainfall Data
24 hr. P 5.8 in
peak i 4.73 in/hr
Inputs
Time of Concentration Outputs
Tc 20.3 min
Rainfall Data
g 205 in
h 23 in/hr
Pre
CN 60 Rational Equation
Rational C 0.2 QP 48.2 cfs
Time to Peak
Tp 82.40 min
NRCS Curve Number Method
S 6.67
Q 1.79 in
Qvol 331105 ft'

G 8 H Values obtained from Johnston County
Stormwater Design Manual
Rational E uation
QP 212.0 cfs
Time to Peak
Tp 53.3 min
Ks 32568 6368
(ft) (ft`) (ft') (ft') (ft) (ft)
Description Countour Elev Countour Area Incr Vol Accum Vol Stage In S In Z Z est
bottom 140 21,637 0 0 0.000
141 26,835 24236 24236 1 10.0956 0.0000 0.809
142 32,240 29537.5 53773.5 2 10.8925 0.6931 1.434
143 45,568 38904 92677.5 3 11.4369 1.0986 2.120
144 55,725 145604 238281.5 4 12.3812 1.3863 4.178
145 79,620 67672.5 305954 5 12.6312 1.6094 5.000
145.35 85,684 28928.2 334882.2
5.35
12.7215
1.6771
5.335

shelf bottom
146
97,244
59451.6 I
394333.8
6
12.8850
1.7918
6.000
normal pool 147 114,612 105928 500261.8 7 13-1229 1.9459 7.119
Weir
Length 25 ft
Elevation 14535 ft
Cw 3
Storage Below 336166.0 ft
Orifice
Radius 3 in Peak Pre-Inflow 48.18
Center Elev. 143.25 ft Peak Weir Flow 162.44
Cd 0.6 Max WSE 147.02
Storage Below 167981.28 ft'
0.02 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.04 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.06 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.08 0.00 0.00 116592.23 2.50 142.50 0.00 0.00
0.1 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.12 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.14 0.00 0.00 116592.24 2.50 142.50 0.00 0.00
0.16 0.00 0.00 116592.25 2.50 142.50 0.00 0.00
0.18 0.00 0.01 116592.25 2.50 142.50 0.00 0.00
0.2 0.00 0.01 116592.26 2.50 142.50 0.00 0.00
17624
WSE (FT)
00 I` ti M M LO LO M M N
d ?t
,It IT It
C
O
C
O
CL
a?
0
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e
'
Project: Partners Equity Stormwater Improvements
Project No.: 3403-0001
Client: Partners Equity Group
Location: Smithfield, NC
' Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
v? McIQM&CREED
I' Objective: Determine the temporary storage drawdown time for the wet pond structure.
Drawdown for Wet Pond
om Elevation 140.00 ft
sl Stage, Zi 5.35 ft
sl Elevation 145.35 ft
qiv orifice 6.0 in
orifices 1
0.6
!rt 0.00 ft
:rt Elevation 150 ft
DWQ Method (1/3 Ddving Head)
Permanent Pool Volume 167,981.28 cu ft
Temporary Pool Volume 336,165.97 cu ft
Driving Head 2.10 It
Orifice Size 6.00 in
Qorifice 0.79 cfs
Draw Down 2.46 days
1 0 331867.66 5.30 145.30 1.18
2 0 327636.00 5.25 145.25 1.16
3 0 323471.25 5.20 145.20 1.14
4 0 319373.66 5.16 14516 1.12
5 0 31534147 5.11 145.11 1.10
6 0 311380.95 5.06 145.06 1.08
7 0 307486.35 5.02 145.02 1.06
8 0 303659.92 4.97 144.97 1.04
9 0 299901.92 4.93 144.93 1.02
10 0 296212.59 4.89 144.89 1.01
11 0 292592.21 4.84 144.84 0.99
12 0 289041.01 4.80 144.80 0.97
13 0 285559.26 4.76 144.76 0.95
14 0 282147.20 472 144.72 0.93
15 0 278805.11 4.68 144.68 0.91
16 0 275533.21 4.64 144.64 0.89
17 0 272331.79 4.60 144.60 0.87
18 0 269201.07 4.56 144.56 0.85
19 0 266141.32 4.52 144.52 0.83
20 0 263152.80 4.49 144.49 0.81
21 0 260235.74 4.45 144.45 0.79
22 0 257390.40 4.42 144.42 0.77
23 0 254617.04 4.38 144.38 0.75
24 0 251915.89 4.35 144.35 0.73
25 0 249287.22 4.32 144.32 0.71
26 0 246731.25 4.28 144.28 0.69
27 0 244248.25 4.25 144.25 0.67
28 0 241838.45 4.22 144.22 0.65
29 0 239502.10 4.19 14419 0.63
30 0 237239.44 4.16 144.16 0.61
31 0 235050.71 4.14 144.14 0.59
32 0 232936.16 4.11 144.11 0.57
33 0 230896.03 4.08 144.08 0.55
34 0 228930.55 4.06 144.06 0.53
35 0 227039.97 4.04 144.04 0.50
36 0 225224.52 4.01 144.01 0.48
37 0 223484.45 3.99 143.99 0.46
38 0 221820.00 3.97 143.97 0.44
39 0 220231.42 3.95 143.95 0.42
40 0 218718.95 3.93 143.93 0.40
41 0 217282.84 3.91 143.91 0.38
42 0 215923.36 3.89 143.89 0.36
43 0 214640.76 3.88 143.88 0.33
44 0 213435.32 3.86 143.86 0.31
45 0 212307.34 3.85 143.85 029
46 0 211257.12 3.83 143.83 0.27
47 0 210284.99 3.82 143.82 0.25
48 0 209391.31 3.81 143.81 0.23
49 0 208576.50 3.80 143.80 0.20
50 0 207841.02 3.79 143.79 0.18
51 0 207185.42 3.78 143.78 0.16
52 0 206610.40 3.77 143.77 0.14
53 0 206116.83 3.76 143.76 0.11
54 0 205705.92 3.76 143.76 0.09
55 0 205379.47 3.75 143.75 0.07
56 0 205140.60 315 143.75 0.04
57 0 204995.30 3.75 143.75 #NUM!
Project: Partners Equity Stormwater Improvements
Project No.: 3403-0001
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
Objective: Runoff for grass swales for the 10 year rainfall event.
Calculations for Swale Flows
Watershed De scri tion
Area 11 acres
Inputs
Hydraulic L 655 ft Time of Concentration f,
A elev. 7 ft Tc 7 min
Rainfall Data Rainfall Data
24 hr. P 5.8 in g 205 in G & H Values obtained from Johnston County
peak i 6.92 in/hr h 23 in/hr Stormwater Design Manual
60
C
l C 0.2
r,al,on.
MCIQM&CREED
Rational Equation
Qp 15.1 cfs
Time to Peak
Tp 56.33 min
Rational E nation
Qp .-4 cfs
Time to Peak
Tp 36.4. min
S
Q
of
Project: Partners Equity Stormwater Improvements
Project No.: 3403-0001
Client: Partners Equity Group
Location: Smithfield, NC
Designer: JDH Date: 7/16/2008
Reviewer: JTS Date: 7/16/2008
Objective: Runoff for grass swales for the 1 year rainfall event.
Calculations for Swale Flows
Watershed De scri lion
Area 11 acres
v? MCKIM&CREED
--
Hydraulic L 655 ft Time of Concentration ©. puts
L elev. 7 ft Tc 7 min
Rainfall Data Rainfall Data
24 hr. P 5.8 in g 108 in G & H Values obtained from Johnston County
peak 4.22 in/hr h 19 in/hr Stormwater Design Manual
Pre
CN 60 Rational Equation
Rational C 0.2 Qp 9.2 cfs
Time to Peak
Tp 92.48 min
NRCS Curve Number Method
S 6.67
Q 1.79 in
Qv0l 70905 ft'
Rational E nation
Qp 40.5 cfs
Time to Peak
Tp 59.8 min

11

Worksheet for Grass Swales
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Left Side Slope
Right Side Slope
Bottom Width
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
7/16/2008 2:18:21 PM
Manning Formula
Discharge
0.030
0.00230 ft/ft
2.00 ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
4.00 ft
53.69 ft3/s
20.00 ft2
16.65 ft
16.00 ft
1.29 ft
0.01442 ft/ft
2.68 ft/s
0.11 ft
2.11 ft
0.42
Subcritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
2.00 ft
1.29 ft
0.00230 ft/ft
0.01442 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Worksheet for Connector Swales
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Left Side Slope
Right Side Slope
Bottom Width
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
7116/2008 2:18:34 PM
Manning Formula
Discharge
0.080
0.00230 ft/ft
2.00 ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
4.00 ft
20.13 ft'/s
20.00 ft2
16.65 ft
16.00 ft
0.76 ft
0.11775 ft/ft
1.01 ft/s
0.02 ft
2.02 ft
0.16
Subcritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
2.00 ft
0.76 ft
0.00230 ft/ft
0.11775 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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IMPERVIOUS: 1.6799/265*100=63.39X

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IMPERVIOUS
75,873 sq. fL
= 73,1 sq. f L
= 1.6799 acno
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x LOT 16
& 19
TOTAL
265 acm
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40
Soil Water & Environment Group
Research Building I, Centennial Campus
1001 Capability Drive, Suite 312 Raleigh,
NC 27604
Ph. [phone] Cell (919)
368-2029 Fax [phone]
a
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IMPERVIOUS SURFACES FIGURE FOR:
PARTNERS EQUITY GROUP
LOTS 18 do 19
OWNER: PARTNERS EQUITY GOUP
REF: PB 50 PG 420
SMITHFIELD TOWNSHIP
JOHNSTON COUNTY COUNTY, NORTH CAROLINA
60 30 0 60 120
SCALE 1 "=60'
DATE 10-24-07
REVISED 12-4-07
LOT 18 PIN # 2604-10-8014
LOT 19 PIN # 2603-19-8739

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000K 2 1 6 3 PAGE 5 61
NORTH CAROLINA
JOHNSTON COUNTY
THIS EASEMENT is made and entered into thi? day of December, 2001, by and
between Stuart Simon Properties, L.L.C. [herein "SSP"] and Partners Equity Group [herein
PEG"],
WITNESSETH:
1

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SSP is the owner of the original area designated as Lot 6 of Partners Equity Group
Subdivision as shown on the plat of record in Plat Book 50, page 420, Johnston County Registry,
by virtue of the deed of record in Book 1385, page 854, Johnston County Registry.
PEG owns a substantial portion of the balance of Partners Equity Group Subdivision
under the deed of record in Book 1295, page 911, Johnston County Registry.
By lease, a Memorandum of which appears of record in Book 1385, page 859, Johnston
County Registry, SSP leased to BELASH, LLC, all of Lot 6 of Partners Equity Group
Subdivision for a period ending December 31, 2019. BELASH, LLC, joins in this easement to
subordinate its interest in Lot 6 to the terms and provisions hereof.
By lease, a Memorandum of which appears of record in Book 1385, page 864, Johnston
County Registry, BELASH, LLC, leased the same property to Factory Stores of America, Inc.,
for a maximum period of 25 years (anticipated to terminate no later than December 31, 2019).
The Johnston County Board of Education entered into a certain sublease agreement
between it as sublessee and Konover Property Trust, Inc., as sublessor, dated May 5, 1999, which
lease is scheduled to expire April 30, 2002, and does not appear of record. Konover Property
Trust, Inc., was successor by change of name to Factory Stores of America, Inc. Konover
Property Trust, Inc., joins in this Easement to subordinate its interest under the aforesaid lease to
the terms and provisions hereof. Likewise, the Johnston County Board of Education joins in this
Easement to subordinate its interest as lessee to the terms hereof.
PEG has conveyed a portion of Lot 5 of Partners Equity Group as platted of record on the
plat of record in Plat Book 50, page 420, Johnston County Registry, to SSP. The consideration
for that conveyance is the granting of this easement.
In consideration of the aforesaid conveyance, SSP agreed to convey to PEG a permanent
easement for installation and maintenance of a holding pond for the benefit of Partners Equity
Group Subdivision, in general, and to satisfy certain regulatory requirements.
NOW, THEREFORE, in consideration of the premises, the sum of TEN DOLLARS and
other good and valuable considerations, the receipt and sufficiency of which are hereby
acknowledged, SSP, joined by the tiered lessee and sublessees from SSP, does hereby give,
A1
NARRON. O'MAL.E AND WMITTINGTON. G.A.
SMIt -ELO - BE,om • NORTN CAROLINA

0001 2 1 6 3 .PAGE 5 6 2
Page -2-
grant, bargain, sell and convey to PEG, its successors and assigns forever, a permanent easement
for the construction and maintenance of a holding pond for the benefit of the entire Partners
Equity Group Subdivision as platted of record in Plat Book 50, page 420, Johnston County
Registry, such easement to be appurtenant to the entire balance of the said Partners Equity Group
Subdivision, its constituent lots, and for the benefit of those lots and for the Partners Equity
Group Subdivision as a whole. The area conveyed by this easement is particularly described on
Exhibit A which is attached hereto and incorporated herein by reference as if fully set out herein.
TO HAVE AND TO HOLD a permanent easement for the purposes herein expressed, as
aforesaid, to Partners Equity Group, its successors and assigns forever in as full and ample a
manner as SSP is entitled to convey the same.
IN WITNESS WHEREOF, SSP joined by its lessee and the tiered sublessees, has
executed this Easement this day and year first above written.
STUART SIMON PROPERTIES, L.L.C.
By: (SEAL)
r, Member-M ger
J S. Shallcross, J???(SEAL)
By: ?Shallcross, J on S. Member-Manager
BELASH, L.L.C.
By (SEAL)
hn S. =Shallcr,,s, Jr., Manager
:t
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MARRON. 0-HALE AND WHITTINOTON. P.A,
SMITHFIELD - BENSON • NORTH CAROLINA

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Y BOOK 2 1 6 3 :PAGE 5 6 3
Page -3-
KONOVERRPPR/OPERTYTRUST, /INC.
By: DL ?J k"a V_ -,>
LL f.*A_ President
ATTEST:
Secretary

f THE JOHNSTON COUNTY BOARD OF EDUCATION,
?? nYLQ: `?.'li
U '
' _y •. ;
..
A governmental entity
•
By: (SEAL)
Its:
ATTEST:
NORTH CAROLI`RA-
JOHNSTON COUNTY
I, Uuir->J AA. 5-z fi't- a Notary Public, in and for said County and
State, do hereby certify that JOHN S. SHALLCROSS, JR., personally came before me this day
and acknowledged that he is Member-Manager of STUART SIMON PROPERTIES, L.L.C., a
North Carolina limited liability company, and that by authority duly given and as the act of the
company, the foregoing instrument was signed in its name by him as Member-Manager.
Witness my hand and notarial seallstamp, this aUr day of December, 2001.
(?u• WlL_ N.P.
My Commission expires: 7?ap10L? ?,.•'J?d.AN M• ST?FF
11 NOTARY ?
y?• pUBLiG ;•'??,•;
HARRO N. O'HALE AND WHITTINGTON. P.A. 0 •,. •11,A;;,,?
SMITHFIELD - BENSON • NORTH CAROLINA N 0 ;,
11111111111•v
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000A 216 3 TALE 5 6 4
Page -4-
NORTH CAROLINA
JOHNSTON COUNTY
I, Y11jTW3 M. sJoaa: a Notary Public, in and for said County and
State, do hereby certify that JASON S. SHALLCROSS, personally came before me this day and
acknowledged that he is Member-Manager of STUART SIMON PROPERTIES, L.L.C., a North
Carolina limited liability company, and that by authority duly given and as the act of the
company, the foregoing instrument was signed in its name by him as Member-Manager.
Witness my hand and notarial seal/stamp, this /o2e day of December, 2001.
V ( a, ,? N.P.
My Commission expires: 7fjUJO? ```'? ,Sf??''•,
•,\, NOTARY
NORTH CAROLINA t * »
JOHNSTON COUNTY ? o'• PUBLIC
I, V.i11 VA.) M St a Not U y.
tarp rr 1 for said County and
State, do hereby certify that JOHN S. SHALLCROSS, JR., personally ,c1,ame before me this day
and acknowledged that he is Manager of BELASH, L.L.C., a North Carolina limited liability
company, and that by authority duly given and as the act of the company, the foregoing
instrument was signed in its name by him as Member-Manager.
Witness my hand and notarial seal/stamp, this
ZO day of December, 2001.
Y\
(1•w. ?itr ?"-" N.P.
My Commission expires: iJa Cl `l Tp
N01A RY
"",sets
NARRON. 0•NAL6 ANO WHITTINGTON. P.A.
SMITHFIELD - BENSON • NORTH CAROLINA
.+
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BOOK2 16 3 REE5 6 5
Page -5-
STATE OF K r0? CiZrc:li,,_
COUNTY OF k1 V ,
1, ` CkA ???' Yrn?L a Nqtary Public, in and for said County
and State, do hereby certify that lc:4inbaaae
me this day and acknowledged that he/she is Personally came before
PROPERTY TRUST, INC., a Maryland corporation, and that b authority if KONOVER
act of the corporation, the foregoing instrument was signed in its name by its "e.- kk,and the
President, sealed with its corporate seal and attested by him/her as its ?y;t? tad?wE
Secretary. ?
Witness my hand and notarial seal/stamp, this 2-04t-day of December, 2`1001.
ees rrrww?tOO??VVV""" N.P.
PN ,,.....,,• ?S
My Commission expires: FCb. tsf Zcbb kp ,r•
' sr p10TAgy shy
NORTH CAROLINA o I * * * i
JOHNSTON COUNTY ;syPUBLIC
v;
0NAQ91 61?ublic, in and for said County
and State, do ereby certify that
me this day and acknowledged t t he/she is personally came before
COUNTY BOARD OF EDUCATION, a governmental entity, and that by authority duly given
and as the act of the corporation, the foregoing instrument was signed in its name by its
• Chairman, sealed with its corporate seal and attested by him/her as its
Secretary.
i
Witness my hand and notarial seal/stamp, this A0'` day of December, 2001,
My Commission expires:
111 Ull///p?G/ !?
NORT
r . ,,j 1? ,?urx
Mu roregoing certificate/: H CAROLINA -JOHN
..IRrY PubI!C1Notaries Public ore ertlf ed t be correct,
l
//?/11?1111?,??\ Filed 1bb1pe????II llle??gfffssstration
7nl3 e I this once to aook oC f to 3
day
?i?--- Pa e
eUI M. Mass 111 20 at O'clock .M
Register of Deeds
AssIJ eA Register of eds
NARRON, O'HAL.E ANO WHtTTINGTON, P.A.
SNITFIELO - DLNSON • NORTH CAROLINA
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HOW 216 31PAR5 6 6
Page -6-
EXHIBIT A
BEGINNING at a concrete monument set in the eastern right-of-way line of North Equity
Drive, the southwest corner of Lot 6 as shown on the plat of record in Plat Book 43, page 469,
and as described in deed of Stuart Simon Properties, LLC, recorded in Book 1295, page 911, and
from said beginning point the line runs thence with the eastern right-of-way line North Equity
Drive North 01 degree 57 minutes 44 seconds East 16.91 feet to a point; thence along the edge of
the stormwater retention pond North 69 degrees 35 minutes 18 seconds East 178.33 feet, North
59 degrees 24 minutes 18 seconds East 43.72 feet, North 50 degrees 06 minutes 33 seconds East
47.61 feet, North 44 degrees 40 minutes 15 seconds East 48.97 feet, North 37 degrees 16 minutes
48 seconds East 21.01 feet, North 33 degrees 52 minutes 35 seconds East 102.43 feet, North 04
degrees 01 minute 53 seconds East 49.52 feet, North 22 degrees 36 minutes 23 seconds West
47.82 feet, North 35 degrees 00 minutes 06 seconds West 48.41 feet, North 74 degrees 26
minutes 36 seconds West 44.35 feet, South 89 degrees 35 minutes 56 seconds West 63.96 feet,
North 84 degrees 45 minutes 20 seconds West 73.62 feet, North 78 degrees 38 minutes 21
seconds West 44.19 feet, North 70 degrees 56 minutes 50 seconds West 51.94 feet, North 65
degrees 08 minutes 26 seconds West 50.28 feet and North 07 degrees 51 minutes 53 seconds
East 15.00 feet to a point on the northern boundary line of Lot 6 with Sunshine Investment
Properties, LLC described in deed recorded in Book 1540, page 805; thence with the line of
Sunshine Investment Properties, LLC, South 82 degrees 08 minutes 07 seconds East 59.94 feet
and South 82 degrees 08 minutes 04 seconds East 400.42 feet to an existing iron stake, control
corner, thence with the eastern line of Lot 6 South 04 degrees 46 minutes 21 seconds West
377.84 feet to a concrete monument, the southeast corner of Lot 6; thence as the southern line of
Lot 6 South 84 degrees 11 minutes 14 seconds West 414.20 feet to the point and place of
beginning, containing 1.731 acres, more or less, according to a plat and survey by L. Dennis Lee,
P.A., dated December 18, 2001, and styled "Stormwater Retention Pond Easement Map for the
Partners' Equity Group," and recorded in Plat Book 59, page 333, Johnston County Registry.
NARRON. 0-MALE ANO WHITTINGTON. P.A.
S.IT-IELO - 8ENSON . NORTH CAROLINA
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Permit Number:
(to be provided by DWQ)
' Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
' Important maintenance procedures:
- Immediately after the stormwater wetland is established, the wetland plants will
' be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial

' fertilization that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
' - Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
' County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
i Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.

BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
' The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
wetland erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
' established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
' long. approximately six inches.
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
' The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Form SW401-Wetland O&M-Rev.3 Page 1 of 4

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BMP element: Potential problem: How I will remediate the problem:
The forebay Sediment has accumulated in Search for the source of the
the forebay to a depth that sediment and remedy the problem if
inhibits the forebay from possible. Remove the sediment and
functioning well. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The deep pool, shallow Algal growth covers over Consult a professional to remove
water and shallow land 50% of the deep pool and and control the algal growth.
areas shallow water areas.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray) -
the deep pool and shallow consult a professional.
water areas.
Shallow land remains flooded Unclog the outlet device
more than 5 days after a immediately.
storm event.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
s it is necessary.
Best professional practices Prune according to best professional
show that pruning is needed practices.
to maintain optimal plant
health.
Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
of the deep pools. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Form SW401-Wetland O&M-Rev.3 Page 2 of 4

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BMP element: Potential problem: How I will remediate the problem:
The embankment A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
The micropool Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the Remove the plants, preferably by
micropool. hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Wetland O&M-Rev.3 Page 3 of 4
' Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
' performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Partners Equity Group Subdivision
BMP drainage area number:
Print name:John Shallcross, jr
Title:
P
S
D
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Ill Cole G-' Pat n l no ta,%- , a Notary Public for the State of
WAO Cae& KA-, County of WOXG , do hereby certify that
J Jbiala sl' i c" SSA personally appeared before me this
day of , 2bD , and acknowledge the due execution of the
forgoing stormwater wetland maintenance requirements. Witness my hand and official
seal,
`'1011111111111
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SEAL

My commission expires.
Form SW401-Wetland O&M-Rev.3 Page 4 of 4
Address:P. O, Box 1524 Smithfield, NC 27577