SW8100306_HISTORICAL FILE_20100401

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 IU030 C,
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z U I O 0401
YYYYMMDD

NCDENR
North Carolina Department of Environment and
Beverly Eaves Perdue
Governor
April 1, 2010
Hugh Highsmith II, President
Pender Progress Corporation
Post Office Box 959
Burgaw, NC 28425
Division of Water Quality
Colleen H Sullins
Director
Natural Resources
Subject: State Stormwater Management Permit No. SW8 100306
Pender Progress Industrial Park
High Density Commercial Wet Detention Pond Project
Pender County
Dear Mr Highsmith:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
Pender Progress Industrial Park on March 9, 2010. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in
Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8 100306
dated April 1, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until April 1, 2020, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right
to request an adiudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and
binding.
If you have any questions, or need additional information concerning this matter, please contact Chris
Baker, or me at [phone].
Sincerely,
sca" fzi-
eorgett Scoe�
Stormwater Supervisor
Division of Water Quality
GDS/csb: S.\WQS\STORMWATER\PERMIT\100306.mar10
cc. David Hollis, P E., P L. S., Hanover Design Services P. A.
Pender County Building Inspections
Wilmington Regional Office
Central Files
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NorthCarolina
Phone [phone] \ FAX [phone]\ Customer Service 1-877-623-6748
Internet w ncwaterquality org atura!!

State Stormwater Management Systems
Permit No. SW8 100306
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Pender Progress Corporation
Pender Progress Industrial Park
235 Worth Beverage Drive, Burgaw, Pender County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 1, 2020, and shall be
subject to the following specified conditions and limitations.
I. DESIGN STANDARDS
This permit is effective.only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 151,685 square feet of impervious area.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4 The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 5,020 square feet.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
6. The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 100306
7. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, Rcres.
Onsite, ft .
Offsite, ft2
b Total Impervious Surfaces, ft2.
Onsite, ft
Offsite, ft2:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency
f. Permanent Pool Elevation, FMSt�.
g. Permanent Pool Surface Areq, ft
h. Permitted Storage Volume, ft
i Temporary Storage Elevation, FMSL.
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs
k. Controlling Orifice
I Orifice flowrate, cfs:
m Permitted Forebay Volume, ft3.
n. Fountain Horsepower
o. Receiving Stream/River Basin:
p. Stream Index Number:
q. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
6.6
288,921
None
151,685
151,685
None
1.5
4.5
90%
51.0
22,000
25,750
52.0
298
3" 0 pipe
0.14
19,650
1/3
Burgaw Creek / CPF23
18-74-39
"C•Sw"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to.
a Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter
d. Immediate repair of eroded areas.
e Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100306
6. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below.
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc
b. Project name change.
C. Transfer of ownership
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought
f Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
11. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13 The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 100306
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the owner or of the project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change Form
to the Division of Water Quality, accompanied by the supporting documentation
as listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request Neither the sale of the project
nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215 6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction
5. In the event that the facilities fad to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
10. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee
Permit issued this the 1st day of April, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100306
Pender Progress Industrial Park
Stormwater Permit No. SW8 100306
Pender County
Designer's Certification
I, ,
State of North Carolina, having
as a duly registered
in the
been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for
Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications
The checklist of items on page 2 of this form is included in the Certification
Noted deviations from approved plans and specifications.
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 100306
Certification Requirements:
1 The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation
9. Vegetated slopes are no steeper than 3.1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11 The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc. NCDENR-DWQ Regional Office
Pender County Building Inspections
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Tins form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc )
Pender Progress Industrial Park
2 Location of Project (street address)
PO Box 235 Worth Beverage Drive
City
County
3 Directions to project (from nearest major intersection).
Zip 28425
Approximately 1,100 ft from the mtersechon of SR 1413 (Progress Drive) and Worth Beverage Drive Site is
located at the end of Worth Beverage Drive (Cul-de-sac) on the right
4 Latitude330 34' 53" N Longitude:850 33' 04" W of the main entrance to the project
II. PERMIT INFORMATION:
1 a Specify whether project is (check one) ®New ❑Modification
b If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: []Not Started []Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one)•
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3 If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4 a 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 ®Sedunentation/Erosion Control 6 65 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit Proposed Impacts
b If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit -
MAR 0 9 2010
FormSWU-101 Version07July2009 Page 1 of

III: CONTACT INFORMATION
1 a Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc who owns the nroiect):
Applicant/Organization Pender Progress Corporahon
Signing Official & Title Hugh Highsmith II (President)
b Contact information for person listed in item la above
Street Address P O Box 959
City Burgaw State NC Zip 28425
Mailing Address (if applicable) P O Box
City Burgaw State NC Zip 28425
Phone: (910 ) 232-4983 Fax ( )
Email [e-mail]
c Please check the appropriate box. The applicant listed above is
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer (This is the
person who owns the property that the project is located on)
Property Owner/Organization
Signing Official & Title
b Contact information for person listed in item 2a above
Street Address
CityState- Zip
Mailing Address (if applicable) -
City State Zip
Phone ( ) Fax:
Email
3 a (Optional) Print the name and title of another contact such as the project's co structlota er
person who can answer questions about the project: AJAR 0
Other Contact Person/Organization '% 2�I0
Signing Official & Title
b Contact information for person listed in item 3a above
Mailing Address
CityState. Zip
Phone. ( ) Fax ( )
Email
4 Local jurisdiction for budding permits Pender County
Point of Contact Central Permitting Division Phone # (910 ) 259-1518
Form SWU-101 Version 07Ju1y2009 Page 2 of 6

IV: PROJECT INFORMATION
1 In the space provided below, briefly summarize how the stormwater runoff will be treated
1 wet detention/retention Pond
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved
❑ Approval of a Site Specific Development Plan or PUD Approval Date
❑ Valid Building Permit Issued Date
❑ Other: Date
b Identify the regulation(s) the project has been designed in accordance with
❑ Coastal SW -1995 ® Ph II - Post Construction
3 Stormwater runoff from this project drains to the Cape Fear River River basin
4. Total Property Area 6 63 acres
5 Total Coastal Wetlands Area- 0 acres
6. Total Surface Water Area 0 acres
7 Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area- 6 63 acres
* Total project area shall be calculated to exclude the following the nornml pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) lute or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line nmy
be included in the total project area
8 Project percent of impervious area- (Total Impervious Area / Total Project Area) X 100 = 52.5
9 How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP For low density and other projects, use 1 for the whole property area)
10 Complete the following information for each drainage area identified in Project Information item 9 If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below
Basin Information
Drama e Area 1
Drama e Area _
Drama e Area
Drama e Area _
Receiving Stream Name
Burgaw Creek
Stream Class
C,Sw
Stream Index Number *
18-74-39
Total Drainage Area (so
-On-site
288,921
<.-
Drainage Area (sf)
288,921
2nin
Off -site Drainage Area (so
N/A
Proposed Impervious Area** (so
151,685
Impervious Area** total
52 5%
Impervious— Surface Area
Drains e Area 1
Drama e Area
Drama e Area
Drains e Area _
On -site Buildings/Lots (so
80,000
On -site Streets (so
16,871
On -site Parking (so
44,693
On -site Sidewalks (so
5,101
Other on -site (so
N/A
Future (so
5,020
Off -site (sf)
N/A
Existing BUA*** (so
N/A
Total (so
151 L4'65
Stream Class and Index Number can be dAterouned at: littp-117i2o enr state tic us/bmis/reports/reportsWB htnd
Innpervious area is defined as the built upon area including, but not tinted to, buildings, roads, parking areas,
sidewalks, gravel areas, etc
* Report only that anoint of existing BUA that will reunann after development Do not report any emstuig BUA that
is to be removed and which will be replaced by new BUA
Form SWU-101 Version 07July2009 Page 3 of 6

11 How was the off -site impervious area listed above determined? Provide documentation
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B 0600
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project The latest versions of the forms can be downloaded
from htty //h2o.enr state nc us/su/bmo forms htm
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. A detailed application instruction sheet and BMP
checklists are available from htW //h2o enr state nc us/su/bmp forms htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http / /h2o enr state nc us/su/msi maps htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item All original documents MUST be signed and initialed in blue ink Download the latest versions for
each submitted application package from http //h2o enr state nc us/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. —�24$f3
2 Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants _DBR
Form (if required as per Part VII below)
3 Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M --DRA
agreement(s) for each BMP
4 Permit application processing fee of $505 payable to NCDENR (For an Express review, refer to . >RA
http //www envhelp org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting)
5 A detailed narrative (one to two pages) describing the stormwater treatment/managementfor ZjS%3
the project This is required in addition to the brief summary provided in the Project
Information, item 1
6 A USGS map identifying the site location If the receiving stream is reported as class SA or the 08.8
receiving stream drams to class SA waters within 1/1 mile of the site boundary, include the 1/2
mile radius on the map
7. Sealed, signed and dated calculations —1b38
8 Two sets of plans folded to 8 5" x 14" (sealed, signed, & dated), including �3R
a Development/Project name
b. Engineer and firm
c Location map with named streets and NCSR numbers
d Legend, C
e North arrow. E
f Scale �qR I VET
g Revision number and dates p 0
h Identify all surface waters on the plans by delineating the normal pool elevaho"rf &f- ZDJ,9
impounded structures, the banks of streams and rivers, the MHW or NHW line 0 fi
waters, and any coastal wetlands landward of the MHW or NHW lines
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters
i Dimensioned property/project boundary with bearings & distances
j Site Layout with all BUA identified and dimensioned
k Existing contours, proposed contours, spot elevations, finished Floor elevations
1 Details of roads, drainage features, collection systems, and stormwater control measures
in Wetlands delineated, or a note on the plans that none exist (Must be delineated by a
qualified person Provide documentation of qualifications and identify the person who
made the determination on the plans
n Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o Drainage areas delineated (included in the main set of plans, not as a separate document)
p Vegetated buffers (where required)
Form SWU-l01 Version 07July2009 Page 4 of 6

Copy of any applicable soils report with the associated SHWT elevations (Please identify _7_)3B
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs Include an 8 5"xl l" copy of the NRCS County Soils map with the
project area clearly delineated For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifij the SHWT prior
to submittal, [phone] )
10 A copy of the most current property deed Deed book 3008 Page No- 320 2)B8
ll For corporations and limited liability corporations (LLC) Provide documentation from the NC aB8
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Informahon, item la, 2a, and/or 3a per NCAC 2H 1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned
http //www secretary state nc us/Corporations/CSearch aspxx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
ham•//h2o enr state.nc us/su/bmp forms htmlideed restrictions. Download the latest versions for each submittal
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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 NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant- Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information)
Consulting Engmeer.David S Hollis, PE,PLS
Consulting Firm Hanover Design Services, P A
Mailing Address:1123 Floral Parkway
CityWilmington State NC Zip 28403
Phone (910 ) 343-8002
Email dholhs@hdsilm com
Fax: (910 ) 343-9941
IX. PROPERTY OWNER AUTHORIZATION (if Cott tact information, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) , certify that I
own the property idenhfied in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item lb) to develop the project as currently proposed A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system
MAR 0 9 2010
Form SWU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent'(entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the D WQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-2151 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6
Signature
a Notary Public for the State of
do hereby certify that
Date
County of
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, itein 2) Hugh HiHighsmith It (President)
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 the
applicable stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph II - Post Construction) or SL 2008-211.
Signature
Date :� I % I 10
I, UNo% 1i)' %�/�B%l%L L , a Notary Public for the State of N��7� �G/A/JQCounty of
Pi
S
!- iWOO �, /L , do hereby certify that Alll /�7���ffcS/�1 �Tt�/( �� personally appeared
before me this}'(Gay of //%/1 1tiC h O Q and acknowledge e due execution,of the an for
a stormwater permit Witness my hand and official seal, 154
T
!�
ZZ No\aly
U=
J pub\io Z=
'GO
SEAL
My commission expires —) /31 ` G o w
MAR 09 2010
Form SWU-101 Version 07July2009 Page 6 of 6

Date. 1G 1-2
Project Name:
Project No J6���G� County
ss Tna
The Wilmington Regional Office of the Division of Water Quality received
your 5tormwater Permit Application S $505 fee on 3 `% —j9
Your project will be reviewed within 75 days of receipt Q you will be notified
if additional information is needed. Please be advised that the construction
of built -upon area may not commence until the 5tormwater Permit is issued
If you have any questions, please contact any member of the 5tormwater
review staff in the Wilmington Regional Office at [phone]
Jo Casmer
Administrative Assistant
I

Johnson, Kell
From:
Johnson, Kelly
Sent:
Monday, March 15, 2010 9 43 AM
To:
'David Brown'
Cc:
hugh2@fairwayfordburgaw com
Subject:
RE Fender Progress Industrial Park
Thanks, David. I will go ahead and give the package to adman to log in and be assigned to a review engineer. That
person will follow up on the meeting minutes.
KJ
From: David Brown [mailto:[e-mail]]
Sent: Monday, March 15, 2010 9:20 AM
To: Johnson, Kelly
Cc: [e-mail]
Subject: RE: Pender Progress Industrial Park
Hi Kelly,
Mr Highsmith has replaced Mr Harrell as the president of Pander Progress
Since non-profit corporations aren't required to file annual report counts it is a bit confusing
I'm in the process of trying to obtain a copy of the Pender Progress meeting minutes that appointed Mr Highsmith as
president or simply a copy of their corporate list of officers from their attorney
I will provide you with a copy as soon as I have it in hand
We ran into something similar with the Lighthouse Worship Center Church project last year
Please don't let this stop the application package from moving forward as I expect to have some sort of official
documentation within the week
And as always feel free to call me if you have any questions
Thanks'
Dw14 Bmrowa
Nmmwr NO 3w*w PA
1123 FW9 Parkway
1111MO too. NC 28408
810 343-02
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Friday, March 12, 2010 2:37 PM
To: David Brown
Subject: Pender Progress Industrial Park
David,
I lust have one quick question about this application. The application lists Hugh Highsmith as the president, but the
Secretary of State lists Charles Harrell as the president?
Thanks,
Kelly
*** My email has changed to kellv.n.iohnsonla)ncdenr.¢ov

Ke���ohwsow
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7345
Fax: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

u Y'RCAUf56Q BKevlewer: H Date: ja
Project Received Date Acce ted/Re ected, circle one
Project Locationffil Add Info required Ne o Date received
Rule(s) Subject (check all that apply): LSymbols for completing form '✓'= Yes/OK 'x '= No/Deficient 'n/a' e
❑ 1995 Coastal ❑ 2008 Coastal ❑ Phase II ❑ Universal
Pap e�rwo k
U�' Check for $505 (must be no older than 6 months)
W— y 0 Application form with correct/ongmal signatures (original plus 1 copy) If Corporation or LLC also
o Print the info from the NCSOS
o Either, 1 ) The applicant is listed on the NCSOS with his/her correct title or, 2 ) A notarized letter of
authorization has been provided \
`L�Supplements (1 original per BMP) BMP type(s) aw.30 ovao)
M with correcUoriginal signatures (1 original per BMP, except level spreaders/filter strips and swales)
Deed restrictions (if outparcel or subdividing) (original plus 1 copy)
\f� o Deed restriction template (signed and notarized) or
o Proposed Declaration of Covenants and Restrictions (signed and notarized)
L� oils report Identifying the SHWT
Supporting calculations, signed & sealed (If necessary)
W4Receiving stream classification _ !6vJ , If SA or ORW also
o SA USGS topo map with the site, the receiving waters and the '/ mile radius shown to scale
,_,/ o ORW 575 ft of MHWL for Area of Environmental Concern and max BUA per rule
j� Modifications 1 ) If built Designer's Cert , 2 ) If partially built Partial Cert , 3 ) If not built No Cert needed
Development Type (check all that apply):
❑ Residential or commercial ❑ Deed restrictions match?
iP'SUbdivision or HSingle Lot ❑ Deed restrictions match?
High Density or ® Low Density ❑ Deed restrictions match?
4 ❑ Offsite project ❑ Redevelopment ❑ Modification ❑ Exempt
^iA❑ NCG02 (bulkhead) ❑ NCG03 (clear/grade) ❑ NCG04 (linear)
Density.
Cll-�'61-JA calculations include common areas, clubhouse, sidewalks, etc
[Y BUA % 5a.5 Matches high/low density requirement for rule and receiving stream class
No obvious math errors
High Density Design storm correct for rule and receiving stream class
Plans, signed and sealed (2 sets):
CY�Two sets received 0 Layout (with proposed BUA dimensions)
�' Grading ®" Drainage area map (all HD systems & curb outlet swales)
vicinity map project Boundaries Ga-L'egend
❑ Wetlands
o Delineated on plans o "No wetlands onsite" on plans
❑ Details
o Fjoads o Gtsacs o Curbing ue3idewalk
,q/BMPs/ Level spreaders/ Filter strips/ Curb outlet swales e--Bultdmgs (Apts or Condos)
?jOfn`site Proje5459K�t
000cfffsite
nmcaoon I7as been submitted for the Offsite BMP receiving the runoff from the project
re ric ons have been recorded and a copy submitted for the Offsite BMP permit
t has of hanged from what was approved under the Master Plan
� ci Ivi riurribei is reiereuceo on the supplement form
system is in compliance with its permit, if known
lnftltratio ojects:
.11�Soils report SHWT, soil type, and expected infiltration rate are provided
0 DWQ has conducted a site visit? Date
Wet Ponds: Permanent Pool Meets One of the Following:
ulls cited no lower than 6" below the estimated SHWT
Incoming groundwater is quantified and evaluated, AND Storage volume verified, AND Outlet evaluated for free
drainage to the receiving waters under SHWT conditions
Decision (check one):
❑ Complete Return file to admen (Jo Casmer) to log in (Stamped in received date = BIMS date)
0 Slightly incomplete E-matl consultant, request information to be returned within one business day (24 hours after
request Info requests on Friday, allow a return on the following business day) If info not returned, issue an
application return letter and give everything to admin (Add info received date = BIMS date)
❑ Substantially incomplete Issue an application return letter and give everything to admin

RECD I'AAR 9 2010
Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
March 8, 2010
Ms Linda Lewis, Environmental Engineer
Department of Environment and Natural Resources
D;vision of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re New Submittal
High Density Storm Water Project
Fender Progress Industrial Park
Pender County
HDS Project No 12207
Dear Linda.
Please find
• A check for $505 00
• One application and one copy
• One Wet Pond Supplement and O&M Agreement (and copies)
• Three sets of plans
• One Copy of the Storm Water Calculations and Erosion Control Narrative
PROJECT DESCRIPTION -
The purpose of this project is to construct a sediment basin (future storm water pond) and
installation of required erosion control practices for a commercial project and the associated
development infrastructure. The water quality detention/retention pond has been sized to treat
all impervious surface runoff for the aforementioned project There is no off -site drainage.
The site is located on the southern side of Worth Beverage Drive (at the cul-de-sac)
approximately 1,100 feet south of the SR 1413 and Worth Beverage Drive intersection in
the Burgaw Township, Pender County, and is approximately 6.63 acres in size, of which
about 6.65 acres are proposed to be disturbed in total The site is flat.
Please let me know if you have any questions
Sincerely,
David Brown
Hanover Design Services
dbrown@hdsilm com
343-8002 Office
343-9941 Fax
12207-LL-1 doc
MAR 0 9 2010
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax 9f0) 343-9941

PIN3axs -sa-/o eaoo
3�z8— s�-P
DRTF n -z I - o b INT�
PENDER COUNrT aC 07/21/2006
MIT
do TN
FAUNA Real Estate
Excise Tax
$ 4140• 0�
Excise Tax/Bever
By
DK3003PG320
FLED
GkNERAL WARRANTY DEER JUL 21 PM 3: 52
REGISTER OF DEEDS
RENDFR COUNTT,NC
Parcel ldenlifler No.
County on the _day of_ ,20_
Mail after recording to `' JOHNSON, LAMBETH & BROWN
Wil BOX 660
mington, NC 28402
This instrument was prepared by R. v. Biberstein, Jr. (Without benefit of title search)
69 acres, Lots 3 and 4, Robert Grady Johnson land, Map Book 3, page 3
Recorded and Veririy
Joyce M. SwicegonA
RcgisterofDeeds \
Ponder County, NC
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this the I,;?— thetrek- ,200� by and between
GRANTOR
Marion Johnson Church, widow
3311 Ridgecrest Court
Raleigh, NC 27607
GRANTEE
Ponder Progress Corporation
A North Carolina non-profit corporation
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and assigns,
and shall include singular, plural, masculme, feminine or neuter as required by context.
W iTNESSETH, that Grantor, for a valuable consideration paid by the Granite, the receipt of which is hereby
acknowledge has and by these presents does grant, bargam, sell and convey unto the Grantee in fee simple, all that certain
lot or parcel of land situated in Burgaw Township, Pend" County, North Carolina and more particularly described as
follows.
Tracts 3 and 4, Robert Grady Johnson land, Map Book 3, page 3, as described in Exhibit A hereto attached.
The Site hereinabove described was acquired by Grantor by Instrument recorded in Book 419, Page 210, Pender
County Registry, North Carolina.
A map showing the above described Site is recorded in Plat/Map Book 40, Page 89, Pander County Registry,
North Carolina,
TO RAVE AND TO HOLD the aforesaid lot or parcel of land an all privileges and appurtenances thereto
belonging to the Grantec in fee simple

530MG32I
And the Grantor covenants with the Grantee, that the Grantor is seized of the premises, in fee supple, has the right
to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will
warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter
stated
Title to the Site is subject to all easements, rights -of -way and restrictions of rccurd
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this
instrument to be signed in its corporate time by is duly authori officers and its seal to be hereunto affixed by authority
of its Board of Directors, the day and year first above written
IMari& Jo son Church
STATE OF NORTH CAROLINA
COUNTY OF Neyz nn„uer
L �wti L tJin Kl2L a Notary Public in and for the aforesaid County and State, do hereby certify
that Marion Johnson Church, personally appeared before ing this day and acknowledged the due execution of the foregoing
instrument Witness my hand and notarial seal this the 'day of /179reh .2006
eel
NNo arry`Public
My Commission Expires 1j ail IS, 7
FMREUCERIUu)udSp".,prdtMgj0h.,DEED doe -T J,Y •.
N�jgy1C : U

SURVEY REFERENCE.
MAP BOOK U AT PAGE 52 - OMSK)N
MAP BOOK 43 AT PACE IM - ANNV ITION
FENDER COUNTY RE0151RY
s NAC (NNL a CAP)
E-PK' (OOSRNG PARKER-KALON NML)
O 111- (EXISTING IRON PIPE)
• M (ViON STAKE SET)
o ECM (EXISTING CONCRETE MONUMENT)
—R/W— RIGHT OF WAY
OPH (CALK HEAD POWER UNE)
Parcel Identifier Certtficate
Parcel Identifiers will be issued for oil parcels
shown on this plat after recordahon
Tax Sup T
Tax upervisior Ogee
ARCEL l�
PARCEL /0 /
Certificate of Final Plat Approval
Final Plat Approved Under The Town of Burgaw
:5W,xi.kin Ordinance
CVJ-L\A) ^rvl�c r- T1,al
Planning Director Dote
Certificate of Omerehip and Dedication
1 bersby, conjyy that 1 an the omer of the property shown and described hereon. which a located in the
subdmson /umdretron of the Town of SUMaw and that / hereby adopt the plan of subdmsxxi with my Nee
consent estpash minimum bWkBrp setback I.. and dedicate all streets. a9eye. soft. parks, waNH~
and other tea. =me and easements torWW or pm%M, use se
DATE OWNER 0 - q]I f%I Ai'
SECONDARY ROAD NO.
`1 1 (PROGRESS DRIVE)
FX611M 1tlL PEfeM IMa
CONTROL
----�—S 81F32'JB E 91482' (TOTAL GIST)
1S BrTJ'W /ATM ~ ]km
nv'1%-
1 S 41'Jab9T
/au'
\ 1 _ _ acn
1 1 0 i11
1 1
1 s
xY
NOTES.
1 CORNERS ARE MARKED AS NOTED ON MAP
T ALL G'STANCES ARE HORIZONTAL FIELD YEASURETAfNiS
J AREA COMPUTED BY THE COORDINITE METHOD
! M6 PROPERTY 1S ZONED I-1 W THE TOWN OF DURGAW,
AS wEL1 AS THE TOwN OF ST HELEWI
5 THIS PROPERTY DOES NOT UE WRHIN A 100 YEAR FLOOD 1LAZARD AREA
6 NO KNOWN HORIZONTAL CONTROL WRMN 2,000'
7 WWNG SETBICKS REWIRED TO ♦3E IN ACCORD WHH THE TOWN
OF BIJRGIW, OR THE TOWN OF ST HELENA ZONING ORDINANCE
AS A U:ABtf
B NO KNOWN RAIUtWO, UnUY OR OMER RIGffT OF Mn.
N 6rll'JDT /
1413 Ma (at) fl1G (H)/
6aT w)
N e6DBb1T
3252' (n)
or
_L... 3'in,J'v'wi 1 cl u \ _� r
S AT42'.NT
]d45' -
CALLS ALONG ROAD
ewvw e.arLg
Ou6a+e.
L,
B9'J223 E
42 B
l2
N J4T1 D9 E
T2.H
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is.,
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2
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Mel J/
6
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JI W
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\ 11
STATE OF NORTH CAROLWA TOWN OF BURGAW 1JD \ 1
(�.L ,.w
6 WHICH
OFFICER OF THE TOWN OF BUREAW, CWIITI' TTYT 11�65 D
111E MAP OR PI AT TO CO3R0 THIS CERTIFIGTTON IS AfETxEv YEEiS AU. STATUTORI' O \ 1
REa1IIREMENTS FOR RECOROMG.
RENEW OFFICER (+4r•w�W4A-,7' DATE SIssIV1 , �p 1
fpLn
1
t \
11 1O 1 \
D
CRITIPTCATTON OF REGISTM770H BY REGISTER OF DEEDS \ ;
PENOER COLIIRY NORTH CAItOLINA 11 ` \
FILE� F�OR REGISTRATION ON TNE�DAY OF /�2p/p7.
A AYyr AND DULY ftECORDE0 IN yNLLJ-T ATPA�GE�1 CONTROL CORNER) tl \
W NWO AND OFFICW. STAMP OR SEAL TN/S'� wr OF11 '^ -2007-.�-� 11 ` mi a si m' ro f \ \
/ Nice as ..T]e.rro{
OF OEEDS
Surveyor Certificate B
Thus plot is a surrey that creates a aubdmslon of land wiWn the subdivision area
of a county or municipality that has an ordinance that regulates parcels of land
CERMCATTON OF SURVEY AND ACCURACY
1, Frederick W Jams. PLS. certify that this plot was drawn by me from an
actual field purvey made by m, from information as noted hereon; that
the boundaries not surveyed cm cleindicated as dashed lines, that this map
was prepared in accordance with GS. 47-M as amended: that the ratio
of precision as colculated is 1 IOOOOF and rs correct to the best of my knowledge
and beliefal
Witness my anginall Sl�ignatum, License Number and Seal
this 19 day of I' I r1 � AD, 2007. Itt11IUU1l,
JItN CAq�Ji�
�— �=OpoFESSiO ��Z
Frederick W Jon .6 RPeI 9_
NC License No L-450J = �f7IfV9aFJ/•4: �• _
\ �0425 AQ3 NET - /'�� '+? z
r /
/
I /
ARP
5.189 ACt
43,
AP BO01(O
PAGE 2
A
ZONING I-i�J��`
PRESENT USE FOREST LAND p
PROPOSED USE FOREST LAND •d']y.2
P
MAP OF DIVISION
FOR
PHASE 1 — SECTION 1
PENDER PROGRESS CORPORATION
PO BOX 2J5
BURGAW, NC 28425
TOWN OF BURGAW, ETJ
BURGAW TOWNSHIP - PENDER COUNTY - NORTH CAROLINA
SCALE 1' - 150' SURVEYED MARCH 20. 2007
150 0 150 300 450
GRAPMC SCALE - FEET
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PRESENT USE. FOREST LANDS
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2461
,S 01-10.42-
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a
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Thompson k Jones
Surveying Company
PO Box 1471
III East Fremont Sheol
Surpow, W 28425
Ph [phone]
Fx (910) 259-90,10
Em pneeswve,sngabe8eoufh rat
FIr PO ox PFaeFE4 - aAnW'
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-. A I I I I A— 191 CI I_ /-% A

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT ^
Action Id 2007 1459 County: Pender U.S.G.S Quad- Burgaw
NOTIFICATION OF JURISDICTIONAL DETERMINATION 19.99
Property Owner Pender Progress Corporation Agent: Land Management Group, Inc.
CIO
Address' P.O. Box 235 attn: Kim Williams
Burgaw, NC 28425 3805 Wrightsville Ave. Suite 15
Wilmington, NC 28403
Property description
Size (acres) 52 Nearest Town Burgaw
Nearest Waterway UT to Burgaw Creek River Basin Cape Fear
USGS HUC 03030007 Coordinates N 34.5364 W 77.9196
Location description The project is located iust south of Burgaw at the intersection of S Dickerson and Progress
Drive with tributaries leaving the site emptying into Burgaw Creek a tributary of the Northeast Cape Fear River
Pender County.
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
junsdictional determination must be venfied by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant To be considered final, any delineation must be verified by the Corps
_ The wetland on your property have been delineated and the delineation has been verified by the Corps We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps
Once verified, this survey will provide an accurate depiction of all areas subject to CWAlurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years
X The wetlands and waters have been delineated and surveyed and ate accuiately depicted on the plat signed by the
Cotps Regulatory Official identified below on 2/3/2010. Unless their i ., ctianM ut the law or our published tegulattcns
this determination may be relied upon for a period not to exceed five yr i,,, ; ioun th, (late of this notification
-t !l ie tie no wateis of the U S , to include wetlands, present oil t,topetty which are subject to dr
mtt (e11uucrnents of Section 40 t ei the Clean Water Act (33 U,-(; :ii[ tone is a change in the law rn ou
'I�'h•:-I i., t,!,'i, o, thin df [r,it:nt.U:ri:.nay h- i-lied npo:/eats froth the dalea (ii.
.1!W +n

Action ID: 2"-t 1y54
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA) You should contact the Division of Coastal Management in Washington, NC, at [phone] to determine
their requirements
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Brad Shaver at 910-251-4611.
C. Basis For Determination
D. Remarks
The site was field review in December 5, 2006 with Paul Farley of Land Management Group, Inc
E. Attention USDA Program Participants
This delmeation/determmation has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985 If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form If you request to appeal this
determination you must submit a completed RFA form to the following address.
District Engineer, Wilmington Regulatory Division
Attn Brad Shaver, Project Manager,
Wilmington Regulatory Field Office
69 Darlmgton Ave
Wilmington, North Carolina 28403
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331 5, and that it has been received by the District Office within 60 days of the date of the NAP
Should you decide to submit an RFA form, it must be received at the above address by 4/3/2010
**It is not necessary to submit an RFA form -to the District Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official. U7LzL_
Date 2/3/2010
Expiration Date 2/3/2015
The Wilmington District is committed to providing the highest level of support to the public To help us ensure we continue to
do so, please complete the Customei Satisfaction Survey located at our webstto at hap //iegulatory ueacesurvev coin to
complete the survey online
Copy hrnusited
hl-- 1V South Pouf Co"mly 1 MS 14/ 1loiwslioa,l'oadljurgati, iV(
Pagr ' nt 2

Applicant: Pender Progress Corporation I File Number: 2007 1459 Date: 2/3/2010
Attached is:D See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
PROFFERED PERMIT Standard Permit or Letter ofpermission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
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decision: dditibnaj i�n�ormation may,�befoundKa%�http://wwwrusace.army:mllhnet/.furictlons/cw/cecwo/re>r•b'rF4{.�
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A: IlVITIAL PROFFERED PERMIT: You may accept ar object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approvedjurisdictional determinations associated with the permit
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer witlnn 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final -
authorization If you received'a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved Jurisdictional determinations associated with the permit
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this forth and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice
D: APPROVED JURISDICTIONAL DETERMINATION. You may acceptor appeal the approved JD or
piovidc now tnformation.
• ACCCP f Yon (to not need to notify the C•uips to accept yr approved JD Faduic to notify the Corps within 60 days of the date of
tins nott�,-, mc.uis that you accept tli,; aupiowd fD in its entirety, and waive all tithts to •ippedl the approved JD
• APPI?AL It you disaTec xith theappioved 11), you rmiy appeal the amto,,cd J0 wider tlic Corps ofLnE�ineets Admunalaiwt:
Appcal Pw,,c,: by �,impletin23ecfion li ni _hfs low! ,ind a�nduig the hnin rn'he disnici ringueet This fotm amst be i�,a ived b`v
the ,hvisiou engineci within 60 days of :he date ,I this not�ee

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
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ra OV•TO Ala. `i. cP�OFFEREfD
eSET1®�I I3gI2aEQ,;BSP®R A. PA • or ®B' .r INITIA °
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
If you have questions regarding this decision
If you only have questions regarding the appeal process you
and/or the appeal process you may contact:
may also contact:
Brad Shaver
Administrative Appeal Review Officer
69 Darlmgton Ave
CESAD-ET-CO-R
Wilmington, NC 28403
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room 9M15
Atlanta, Geor a 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this
form to:
District Engineer, Wilmington Regulatory Division, Attn: Brad Shaver, Project Manager,
Wilmington Regulatory Field Office, 69 Darlington Ave, Wilmington, North Carolina 28403
t'ot-nlit denials and Pi offered Permits send this form to:
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f'fi - "Z'-t k , 5L it street, Room � 9i'. i : ,,, o
�ii �i',Lt•�iR 30303

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12207-swcvr doe
EROSION & SEDIMENT CONTROL and
ADDITIONAL STORMWATER and
DRAINAGE CALCULATIONS
For
Pender Progress Industrial Park
PREPARED FOR
Pender Progress Corporation
— li6-i
David S. Hollis, PE, PLS
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403
HDS License C-0597
CARoI j'•,
SSiri�:L9
SE AL
20007

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NOTE:
EROSION AND SEDIMENT CONTROL &
STORM WATER NARRATIVE
Pander Progress Industrial Park
for
Pander Progress Corporation
March 2010
To be reviewed in conjunction with "Plans and Profiles for Pander Progress Industrial Park",
Hanover Design Services, P.A., Drawings No. 12207 Sheets 1-6.
PROJECT DESCRIPTION -
SOILS -
The purpose of this project is to construct a sediment basin (future storm water pond) and
Installation of required erosion control practices for a commercial project and the associated
development infrastructure. The water quality detentiontretention pond has been sized to treat
all Impervious surface runoff for the aforementioned project There is no off -site drainage.
This Erosion and Sediment Control Plan is to Identify measures to be implemented
immediately to control erosion from the land disturbing activity and land grading associated
with this development to date.
The site is located on the southern side of Worth Beverage Drive (at the cul-de-sac)
approximately 1,100 feet south of the SR 1413 and Worth Beverage Drive intersection in
the Burgaw Township, Pander County, and is approximately 6.63 acres in size, of which
about 6.65 acres are proposed to be disturbed in total. The site is flat.
The soils in the project area are of the Grantham series soils, with an erosion "K" factor of
0.37 - 0.43. The hydrologic classification of the soil is D. Grassed ditches and channels will
be the primary means of stormwater transport to the sediment basin/future storm water pond.
(Soils Map attached)
(LISGS Quadrangle attached)
Hanover Design Services
1123 Floral Pkvry.
Wilmington, NC 28403

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7.5 MINUTE SERIES (TOPOGRAPHIC)
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Hanovei Deslgn
1123 Floral P
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Wilmington, NC 2$'Jj03

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrance of the proposed roadways from existing pavement.
Drainage is away from the road and sedimentation will be controlled with downstream
practices. During wet weather it may be necessary to wash truck tires at this location.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the Plans. Cut and fill slopes shall be
3:1' or flatter except where specifically indicated. Care shall be taken during land grading
activities not to damage existing trees except where necessary.
3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan, to delineate and protect
offsite areas as needed, and around any temporary stockpile areas as necessary to prevent
any graded interior areas from eroding onto adjacent lands or roadway or wetlands.
4. OUTLET STABILIZATION
Practice 6.41
Rip -rap aprons will be located at the downstream end of all discharge pipes to prevent
scour.
5. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been installed, roadway is to be
stabilized by placing sub -base course of approved 8" ABC stone, as shown in the typical
street cross-section detail on the Plan, to reduce erosion and dust during the remainder of
building construction.
6. SEDIMENT BASINS
Practice 6.61
The Sediment Basin is to be constructed prior to major grading operations (see Construction
Schedule) and is the primary Practices to prevent sediment from leaving the site.
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403

CONSTRUCTION SCHEDULE -
Indicated on Plan
1. Obtain approval of Plan and any necessary permits, and hold a pre -construction conference
prior to commencing any work.
2. Flag work limits and stake -out roadway, primary building area and Sediment Basin for
preliminary grading.
3. Install Gravel Construction Entrance.
4. Install and maintain Temporary Sediment Basin as per the Plan.
5. Construct any other sediment control Practices shown, prior to rough grading roadways and
site, stockpiling material and topsoil as necessary.
6. Establish final road grades and stabilize remainder of road with stone base course if
necessary.
7. Vegetatively stabilize areas where additional construction is not imminent.
8. All erosion and sediment control Practices are to be inspected weekly and after any rainfall,
and repaired as necessary.
9. Upon completion of grading, all areas permanently vegetatively stabilized. After site stabilization,
temporary measures are to be removed and the Sediment Basin cleaned to original design
contours, if necessary.
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403

L
MAINTENANCE PLAN
Indicated on Plan
1. All measures to be inspected weekly and after any rainfall event and needed repairs made
immediately.
2. Sediment Basin to be cleaned out when the level of sediment reaches as shown on individual
pond plans.
3. Sediment to be removed from behind the any Silt Fence and inlet protection devices when it
becomes 0.5' deep. Fencing is to be repaired as needed to maintain a barrier.
4. All seeded areas shall be fertilized, mulched, and re -seeded as necessary, according to
specifications provided, to maintain a suitable vegetative cover.
5. Construction entrances are to be maintained in a condition to prevent mud or
sediment from leaving the construction site Periodic topdressing with 2" stone may be required.
Remove all objectionable material spilled, washed, or tracked onto public roadways immediately.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and Design Manual", Section 6.11,
latest version.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Sediment Fence (Silt Fence)
Spec�Fcatioan 6.62
Construction Specifications
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6 62b.
Table 6.62b
Specifications For
Sediment Fence Fabric
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Slurry Flow Rate
CONSTRUCTION
Synthetic filter fabric should contain ultraviolet my inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 1200 F.
2. Ensure that posts for sediment fences are 1.33 lb/linear ft steel with
a minimum length of 5 feet. Make sure that steel posts have projections to
facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Requirements
85% (mm)
Standard Strength-
301b/lin in (mim)
Extra Strength-
501b/lin in (rum)
0.3 gal/sq fUrnin (min)
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2 Ensure that the height of the sediment fence does not exceed 18 inches above the ground
surface (Higher fences may impound volumes of water sufficient to cause failure of the
structure )
3 Construct the fitter fabric from a continuous roll cut to the length of the barrier to avoid
joints. When joints are necessary, securely fasten the filter cloth only at a support post with
overlap to the next post.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of
the posts using heavy duty wire staples at least 1 inch long, or tie wires. Extend the wire mesh
support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 fit apart. Support posts
should be driven securely into the ground to a minimum of 18 inches.
6. Extra suenglh filter fabric with 6ft post spacing does not require wire mesh support fence.
Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of
posts and upslope from the barrier (figure 6.62a).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any required
repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become ineffective,
replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the next rain
and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area to grade and
stabilize it after the contributing drainage area has been properly stabilized.
Hanover design Services
1123 Floral °kwy.
Wilmington, NC 28403

Temporary Gravel Construction Entrance/Exit
Specification # 6.06
Construction Specifications
Clear the entrance and exit area of all vegetation, roots and other objectionable material and
properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and smooth it.
Provide drainage to carry water to a sediment trap or other suitable outlet.
Use geotextile fabrics because they improve stability of the foundation in locations subject to
seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction
site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any
structure used to trap sediment and clean it out as necessary. Immediately remove all "
objectionable materials spilled, washed, or tracked onto public roadways. • -
Hanover Design Services
1123 Florai Pkwy.
Wilmington, NC 28403

Land Grading
Spectficalion # 6.02
C,onstruction Specifications
I. Construct and maintain all erosion and sedimentation control practices and measures in
accordance with the approved sedimentation control plan and construction schodulo.
2. Remove good topsoil from areas to be graded and filled, and preserve it for use in finishing
the grading of all critical areas.
3. Scarify areas to be topsoiled to a minimum depth of 2 inches before placing topsoil (Practice
6.04, Topsoiling).
4. Clear and grub areas to be filled to remove trees, vegetation, roots, or other objectionable
material that would affect the planned stability of the fill.
5. Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris, and
other materials inappropriate for constructing stable fills.
6. Place all fill in layers not to exceed 9 inches in thickness, and compact the layers as required
to reduce erosion, slippage, settlement, or other related problems.
7. Do not incorporate frozen material or soft, mucky, or highly compressible materials into fill
slopes.
8. Do not place fill on a frozen foundation. due to possible subsidence and slippage.
9. Keep diversions and other water conveyance measures free of sediment during all phases of
development.
10. Handle seeps or springs encountered during construction in accordance with approved
methods (Practice 6.81, Subsurface Drain).
11. Permanently stabilize all graded areas immediately after final grading is completed on each
area in the grading plan. Apply temporary stabilization measures on all graded areas when
work is to be interrupted or delayed for 30 working days or longer.
12. Show topsoil stockpiles, borrow areas, and spoil areas on the plans, and make sure they are
adequately protected from erosion. Include final stabilization of these areas in the plan.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation control
practices, especially after heavy rainfalls. Promptly remove all sediment from diversions and
other water -disposal practices If washouts or breaks occur, repair them immediately. Prompt
maintenance of small eroded areas before they become significant gullies is an essential part of an
effective erosion and sedimentation control plan. .
Hanover Design Sarvires
1123 Floral Pltwy.
Wilmington, NC 28403

HARDWARE CLOTH & GRAVEL INLET PROTECTION (Temporary)
Specification # 6.51 - Construction Specifications
As fabric, use a 19-gauge hardware cloth with 1/4 inch mesh openings,
with a total height of 2 feet minimum. The sediment control stone, with
a height of 16 inches, should have an outside slope of 2:1.
For stakes, use steel T posts of 1.25 lb/linear foot with a minimum
length of 5 ft., driven 2 ft. into the ground, maximum spacing of 4 feet.
Specifications
1. Uniformly grade a shallow depression approaching the inlet.
2. Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum
of feet apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and bottom. Placing
a 2-foot anchoring flap of the mesh under the gravel is recommended.
4. Place clean gravel (NCDOT #5 or #57 stone) on a 2: l slope with a height
of 16 inches around the wire, and smooth to an even grade.
5.Once the contributing drainage area has been stabilized, remove the
accumulated sediment, and establish final grades.
6. Compact the area properly and stabilize with groundcover.
Maintenance
Inspect the barrier after each significant rain and make repairs at needed.
Remove sediment from the area as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the hardware
cloth during sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize all bare areas around the inlet.
Hanover Design Services
1123 Floi al Pkwy.
Wilmington, NC 28403

Outlet Stabilization Structure
Specifrcatiosr # 6.41
Construction Specifications
1 Ensure that the subgrade for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by
increasing the nprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from
punching or tearing during installation. Repair any damage by removing the riprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of 1 ft. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -
resistant and well graded.
7. Construct the apron on zero grade with no overfall at the end. Make the top of the riprap at
the downstream end level with the receiving are or slightly below it.
S. Ensure that the apron is properly aligned with the receiving stream and preferably straight
throughout its length. If a curve is needed to fit site conditions, place it in the upper section
of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation (Practice 6.10,
Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains to see if any erosion around or below the riprap
has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent
further damage.
Hanove- �esic,n Services
1123 floral PI<wy.
Wilmington, NIG 28403

Construction Road Stabilization
Specrflcaliom # 6.80
Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other objectionable material
2. Ensure that road construction follows the natural contours of the tcrrain if it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for
drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or
turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to facilitate establishment of
vegetation and maintenance.
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of the road and
smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install subsurface drains or
geotextile fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or otherwise appropriately
stabilize as soon as grading is complete (References: Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of surface. Topdress with
new gravel as needed. Check road ditches and other seeded areas for erosion and sedimentation
after runoff -producing rains. Maintain all vegetation in a healthy, vigorous condition. Sediment -
producing areas should be treated immediately.
Hanover Design Services
1123 floral Pkwy.
Wilmington, NC 28403
Wilmington, NO 28403

Temporary Seeding
Specification # 610
Specifications
Complete grading before preparing seedbeds and install all necessary erosion control
practices, such as dikes, water ways and basins. Minimize steep slopes because they
make seedbed preparation difficult and increase the erosion hazard. If soils become
compacted during grading, loosen them to a depth of 6-8 inches using a ripper, harrow, or
chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good seedbed
is well -pulverized, loose and uniform. Where hydroseeding methods are used, the
surface may be lift with a more irregular surface of large clods and stones.
Liming - Apply lime according to soil test recommendations. If the pH(acidity) of the
soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 %:
tonstacre on coarse -textured soils and 2-3 tons/acres on fine -textured soils is usually
sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil.
Soils with a pH of 6 or higher need not be limed.
Fertilizer- Base application rates on soil tests. When these are not possible, apply a 10-
10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and lime should be
incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed
and fertilizer more than 30 minutes before -application.
Surface roughening- If recent tillage operations have resulted in a loose surface,
additional roughening may not be required except to break up large clods. If rainfall
cuses the surface to become sealed or crusted, loosen it just prior to seeding by disking,
raking, harrowing, or other suitable methods, Groove or furrow slopes steeper than 3:1 on
the contour before seeding (Practice 6:03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6 10a, for seeding in late
winter and early spring, Table 6.10b for summer, and Table 6.10c for fall..
heir , 6100'?S
i V_c r Ir,.:l rimy
Wilmington, NC 28403

Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or
hydroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding and
hyroseeding are appropriate for steep slopes wher equipment cannot be driven. Hand
broadcasting is not recommended because of the difficulty in achieving a uniform
distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no
more than inch. Broadcast seed must be covered by raking or chain dragging, and then
lightly firmed with a roller or cultipacker. Hydroseeded mixtures should include a wood
fiber (cellulose) mulch.
Mulching
The use of an appropriate mulch will help ensure establishment under normal conditions
and is essential to seeding success under harsh site condition (Practice 6 14, Mulching).
Harsh site conditions include:
-seeding in fall ,for winter cover (wood fiber mulches are not considered adequate for this
use),
-slopes steeper than 3:1,
-excessively hot.or dry weather,
-adverse soils(shallow, rocky, or high in clay or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels, anchor
mulch with netting (Practice 6.14, Mulching).
Table 6.1Oc
Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(Ib/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover beyond June 15,
overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Hanover Oesign Services
1123 Flo, al Pkwy.
Wilmington, NO 28403

Table 6.10a
Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)-120
Omit annual lespedeza when duration of temporary cover is not to extend beyond June
Seeding dates -Coastal Plain — Dec. I — Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table 6.10b
Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of soil tests or apply 2,0001b/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch —Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a much
anchoring tool.
Maintenance-Refertilize if growth is not fully adequate. Reseed, refertilize and much
immediately following erosion or other damage.
Ham•-•_ .� •.tnii�es
112"F:otul Awy.
Wilmington, NC 28403

Permanent Seeding
Specifications # 6.11
Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable due to
inappropriate soil texture (Table 6.1la), poor drainage, concentrated overland flow, or steepness
of slope until measures have been taken to correct these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum requirements as a
growth medium. The existing soil should have these criteria:
- Enough fine-grained (silt and clay) material to maintain adequate moisture and nutrient
supply (available water capacity of at least .05 inches water to I inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock or impermeable
layers such as hardpans should be 12 inches or more, except on slopes steeper than 2:1
where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of any kind. Clods
and stones may be left on slopes steeper than 3:1 if they are to be hydroseeded.
If any of the above criteria are not met-i.e., if the existing soil is too coarse, dense, shallow or
acidic to foster vegetation=special amendments are required. The soil conditioners described
below may be beneficial or, preferably, topsoil may be applied in accordance with Practice 6.04,
Topsoiling.
Soil Conditioners
In order to improve the structure or drainage characteristics of a soil, the following material may
be added. These amendments should only be necessary where soils have limitations that make
them poor for plant growth or for fine turf establishment (see Chapter 3, Vegetative
Considerations).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat, or peat
humus, all from fresh -water sources. Peat should be shredded and conditioned in storage piles for
at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or other bedding
materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to each cubic yard
Sludge -Treated sewage and industrial sludges are available in various forms: these should be used
only in accordance with local, State and Federal regulations.
Hanover Design Services
1 123 Floral Pkwy.
Wilmington, NC 20403

Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.1lb) to select the most appropriate seeding
mixture based on the general site and maintenance factors. A listing of species, including
scientific names and characteristics, is given in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practice.; before seeding, and
complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is performed free of
charge by the North Carolina Department of Agriculture soil testing laboratory. Directions,
sample cartons, and information sheets are available through county. Agricultural extension
offices or from NCDA . Because the NCDA soil testing lab requires 1-6 weeks for sample turn-
around, sampling must be planned well in advance of final grading. Testing is also done by
commercial laboratories.
When soil test are not available, follow rates suggested on the individual specification sheet for
the seeding mix chosen (Tables 6.11c through 6.11v). Applications rates usually fall into the
following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 %z tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer:
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-12001b/acre of5-10-10 (or the equivalent)
Apple lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by disking or other
suitable means. Operate machinery on the contour. When using a hydroseeder, apply lime and
fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform
surface (slope less than 3:1) Fill in or level depressions than can collect water. Broadcast seed
into a freshly loosened seedbed that has not been sealed by rainfall.
Hanover Design Services
1123 Floral Pkwy
Wilminntr.•,, ^IC 28403

Table 6.11s
Seeding No 4CP for:
Well -Drained Sandy loams to Dry Sands, Coastal Plain and Eastern Edge of Piedmont,
Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrass
Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June
(Sprigging can be done through July where water is available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300 lb/acre 10-10-10.
Sprigging - Plant spngs in furrows with a tractor -drown transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart Place sprigs about 2 ft. apart in the row with one
end at or above ground level (Figure 6.1ld).
Broadcast at rates shown above, and press sprigs into the top 1 %z inches of soil with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly-20 lb/acre nitrogen in spring with no phosphorus.
Centipedegrass cannot tolerate high pH or excess fertilizer.
`Refer to Appendix 8.02 for botanical names
Hanovei Design Services
1123 Floral PI<ny.
Wilmington, NC 28403

Table 6.11t
Seeding No. 5CP for:
Well -Drained Sandy Loams to Dry Sands;Low Maintenance
Seeding mixture
Species
Pensacola Bahiagrass
Sericealespedeza
Common Bermudagrass
German millet
Rate (lb/acre)
50
30
10
10
Seeding notes
1. Where a neat appearance is desire, omit sericea
2. Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor by
tacking with asphalt, roving and netting or by crimping with a mulch anchoring too]. A disk with
blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat as growth requires.
May be moved only once a year. Where a neat appearance is desired, omit sericea and now as
often as needed.
HnnOJ6, i-os:-;}II'!—VI-COS
1123 Floral "kNy.
Wilmington, NC 28403

Table 6.11v
Seeding No. 7CP for:
Grass -lined Channels;
Coastal Plain, Lower Piedmont and Dry Soils in the Central Piedmont
Seeding Mixture
Species - Common Bermudagrass
Rate - 40-80 (1/2 JhA,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom
of channels and ditches. The lining should extend above the highest calculated depth of flow. On
channel side slopes above this height, and in drainages not requiring temporary linings, apply
4,000 lb/acre grain straw and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can clog
drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and repair mulch
frequently. Refertilize the following Apr. with 50 lb/acre nitrogen.
Nanove• -.::in �erucc;s
1 12'1 Fioic, Pluvy.
Wilmingioi i, NC 28403

Sediment Basin
Specifications # 6 61
Construction Specifications
Site preparations —Clear, grub and strip topsoil from areas under the embankment to remove
trees, vegetation, roots and other objectionable material. Delay clearing the pool area until
the dam is complete and then remove brushy trees and uthei objectionable materials to
facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on
the outer shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2. Cut-off trench —Excavate a cut-off trench along the centerline of the earth fill embankment.
Cut the trench to stable soil material, but in no case make it less than 2 ft. deep. The cut-off
trench must extend into both abutments to at least the elevation of the riser crest. Make the
minimum bottom width wide enough to permit operation of excavation and compaction
equipment but in no case less than 2 ft. Make side slopes of the trench no steeper than 1:1.
Compaction requirements are the same as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
Embankment —Take fill material from the approved areas shown on the plans. It should be
clean mineral soil, free of roots, woody vegetation, rocks and other objectionable material.
Scarify areas on which fill is be placed before placing fill. The fill material must contain
sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be
squeezed out of the ball, it is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it. Compaction may
be obtained by routing the construction hauling equipment over the fill so that the entire
surface of each layer is traversed by at least one wheel or tread track of the heavy equipment,
or a compactor may be used. Construct the embankment to an elevation 10% higher than the
design height to allow for settling.
4. Conduit spillways —Securely attach the riser to the barrel or barrel stub to make a watertight
structural connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do
not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe
or anti -seep collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the adjacent
embankment. Care must be taken no to raise the pipe from firm contact with its foundation
when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway before
crossing it with construction equipment. Anchor the riser in place by concrete or other
satisfactory means to prevent flotation. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
Emergency spillway —Install the emergency spillway in undisturbed soil. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to
the successful operation of emergency spillway.
Hanover Design Services
1123 Pl,jral Pkvvy.
Wilmingtr.•n. NC 28-403

6. Inlets —Discharge water into the basin in a manner to prevent erosion. Use diversions with
outlet protection to divert sediment -laden water to the upper end of the pool area to improve
basin trap efficiency (References: Runoff Control Measures and Outlet Protection).
7. Erosion control —Construct the structure so that the disturbed area is minimized. Divert
surface water away from bare areas. Complete the embankment before the area is cleared.
Stabilize the emergency spillway embankment and all other disturbed areas above the crest of
the principal spillway immediately after construction (References: Surface Stabilization).
8. Safety —Sediment basins may attract children and can be dangerous. Avoid steep side slopes,
and fence and mark basins with warning signs if trespassing is likely. Follow all state and
local requirements.
Maintenance
Check sediment basins afier periods of significant runoff. Remove sediment and restore the basin
to its original dimensions when sediment accumulates to one-half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment
for piping and settlement. Make all necessary repairs immediately. Remove all trash and other
debris from the riser and pool area.
Hanover Design Services
1123 Floi al Pkwy.
Wilmington, NC 28403

Pender Progress
Impervious Totals
HANOVER DESIGN SERVICES, P.A.
LAND SURPEYORS IM ENGINEERS & LAND PLANNERS
1123 GTON, PARKWAY
PHONE- (9, N3 28002
PHONE' (910) -0597 02
LICENSE / C-0597 _
March 2010
Industrial Park
Lot Area-288,921 sf
Maximum Impervious = 512
or 151,685 sf
Proposed Impervious
Buildings - 80,000 sf
Parking - 44,693 sf
Sidewalks - 5,101 sf
Streets - 16,871 sf
Safety / Future - 5,020 sf
Total Impervious = 151,68E
RECEIVED
MAR 0 9 2010
BY:
0�
0
�WY�iI O. hem AYT }vAH\Y4, NrtTI. rNVM Pppy.lY,nusYMm�IN.tl MN—mWv�s.vMMin. IS Wr
bMv1, N Jq. v Yvl..gmil v11v !m-1 N W .vq Sxwp v [naNm. b pNNIN. GIY aq4. Ivn P. vyny M 4W WNmwl.
menu .a w vrpw Yywl.r. w agNe ar a, n. S.rwp v Ec-m, nw a [vuNVN le r as w uw <ow

Pender Progress Corporation - WET POND
Additional Calculation Summary for NCDENR / DWQ :
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 151,685 sf (3.48 ac)
TOTAL AREA DRAININQ TO POND = 6.63 ages = 288,921 sf
SA REQUIRED: 151685 / 288921 = 0.525 or 52.5%
At 4.5' average depth, 90% TSS removal, from chart SA/DA factor = 4.125 say 4.2
288921 x 0.01 x 4.2 = 12,150 sf SA REQUIRED
At Elev. = 51.0 22,000 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1.5,E
(Pj)= 0.9
(Rv)= 0.05 + 0.9(151685/288921) = 0.522
(A)= 288921
R= [(1.5)(0.522)/12](288921)
= 18,870 cf REQUIRED STORAGE
At Elev. = 52.0 = 25,750 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
52.0 — 51.0 / 3 = 0.33
3" PVC drain to draw -down pond provided storage volume:
Orifice equation: Q = CA(2gh)A1/2
Q = 0.6(.0491)(64.4 X 0.33)A1/2 = 0.136 cfs
T = 190,000 sec. = 2.2 days OKAY
FOREBAY REQUIREMENTS — j
Approximate required capacity = 99,500 X 20% = 19,900 cf I
Provided capacity = 19,650 cf OKAY
12207-DWQ.doc
MAR 0 9 2010
Hanover Design Services
1123 Floral P".
Wilmington, NC 28403

Pender Progress Corporation
STAGE - STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR.
INCR.
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(so
(cfl
(ci)
(ac-ft)
51.0
22,000
-
-
-
52.0
29,500
25,750
25,750
0.59
52.50
31,600
15,275
41,025
0.94
53.0
33,700
15,800
56,825
1.30
54.0
38,000
35,850
92,675
2.13
STATE STORAGE VOLUME - 25,750 0.59
stage12207.xls
Hanover Design Services
1123 Floral Pkvry.
Wilmington, NC 28403 _

Pender Progress Corporation
STAGE - STORAGE TABLES:
MAIN BODY OF POND -
Below WSEL MAIN INCR.
ELEV. AREA VOL.
(fr) (so (co
FOREBAYI
INCR. INCR.
STORAGE AREA VOL.
(cl) (so (cfl
INCR.
STORAGE
(cf)
TOTAL
STORAGE
(Cl)
51.0
16,500
-
5,500
-
-
-
50.0
12,500
14,500
14,500
4,100
4,800
4,800
19,300
49.0
10,800
11,650
26,150
3,500
2,200
7,000
33,150
48.0
9,400
10,100
36,250
2,900
3,200
10,200
46,450
47.0
8,000
8,700
44,950
2,300
2,600
12,800
57,750
46.0
6,700
7,350
52,300
1,900
2,100
14,900
67,200
45.0
5,500
6,100
58,400
1,400
1,650
16,550
74,950
44.0
4,500
5,000
63,400
1,050
1,225
17,775
81,175
43.0
3,700
4,100
67,500
700
875
18,650
86,150
42.0
3,000
3,350
70,850
500
600
19,250
90,100
41.0
2,400
2,700
73,550
300
400
19,650
93,200
40.0
1,800
2,100
75,650
95,300
39.0
1,400
1,600
77,250
96,900
38.0
1,000
1,200
78,450
98,100
37.0
700
850
79,300
98,950
36.0
400
550
79,850
99,500
Average depth= 4.5 (volume/SA)
TOTAL SURFACE AREA -
TOTAL POND VOLUME -
=TOTAL FOREBAY VOLUME -
3 ; 9PERCENT OF TOTAL -
j N ,�
U] N
O
T
0 O
Z =
0 M O
W ?
a
N
22,000 FOREBAY -
99,500 Percent Volume=
19,650
20%
19.75 %
storage-12207aAs

mom
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403
Project: 12207-p1.GPW IDF: newhanover.IDF 12 hyd's 01-18-2010

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cult)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
2.98
6
756
25,884
2
---
------
--
1yr Predev-24hr
2
SCS Runoff
1036
6
750
81,701
10
----
------
--
10yr Predev
3
SCS Runoff
1823
6
750
142,833
100
-•—
-----•
--•
100yr Predev
4
3C3 Runoff
7.65
8
738
48.289
2
••—
......
--
tyr Postdev-24hr
5
SCS Runoff
14.61
6
744
115,119
10
----
......
------
10yr Postdev
6
SCS Runoff
29.10
6
738
188.968
100
---
......
_._.
100yr Postdev
7
Reservoir
076
6
930
44,113
2
4
52.19
31.603
tyr Post-Route-24h
8
Reservoir
6.42
6
798
110,906
10
5
5304
58.608
10yr Post -Route
9
Reservoir
26.43
6
750
184,744
100
6
5323
65,658
100yr Post -Route
10
Rational
260
1
20
3,119
2
--
--_-.
......
1-YEAR RATIONAL
11
Rational
2336
1
15
21,027
2
---
----
------
1-YEAR POST
12
Reservoir
0.17
1
30
11,078
2
11
51.81
20,878
1-YEAR ROUTED
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 294M
Proj. file: 12207-p1.GPW OF file: newhanover.IDF
Run date: 01-18-2010

Reservoir Report
Page 1
Reservoir No. 1 - PPC BURGAW
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
English
Stage
It
0.00
1.00
1.50
2.00
3.00
Elevation
ft
51.00
52.00
52.50
53.00
54.00
Contour area
sgft
22,000
29,500
31,600
33,700
38,000
Incr. Storage Total storage
cult cult
0 0
25,750 25.750
15,275 41,025
16,325 57,350
35,850 93,200
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 24.0
3.0 0.0
0.0
Crest Len ft =
2.0
16.0
50.0
0.0
Span in
= 24.0
3.0 0.0
0.0
Crest El. ft =
52.00
52.50
53.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff. =
3.30
3.30
3.00
0.00
Invert El. ft
= 51.00
51.00 0.00
0.00
Eqn. Exp. =
1.50
1.50
1 50
0.00
Length ft
= 40.0
10.0 0.0
0.0
Multi -Stage =
Yes
Yes
No
No
Slope %
= 0.10
0.01 0.00
0.00
N-Value
= .012
.011 .000
.000
Orif. Coeff.
= 0.60
0.60 0.00
0.00
Multi -Stage
= ----
Yes No
No
Tailwater Elevation
=
51.00 It
Stage /Storage /Discharge
Table
Nate: All ouabwe have been analyzed under inlet and ouuat contra
Stage Storage
Elevation Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C
Wr D
Discharge
III cuft
It
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs
cis
000 0
51.00
0.00
0.00
--- --- 0.00
0.00
0.00
---
0.00
1.00 25,750
52.00
1.92
020
--- --- 0.00
0.00
0.00
---
0.20
1.50 41,025
52.50
3.05
0.14
--- --- 2.33
0.00
0.00
---
2.48
2.00 57,350
53.00
3.64
0.00
--- --- 6.60
18.67
0.00
---
3.64
3.00 93,200
54.00
18.55
0.00
--- -- 18.67
97.00
150.00
---
168.55
Hanover Design Services
1123 Floral Pkwy
Wllmircton, NC 28403

Hydrograph Report Page ,
English
Hyd. No. 1
1yr Predev-24hr
Hydrograph type
= SCS Runoff
Peak discharge
= 2.98 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 6.60 ac
Curve number
= 68
Basin Slope
= 0.5 %
Hydraulic length
= 750 ft
Tc method
= USER
Time of conc. (Tc)
= 20 min
Total precip.
= 3.80 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 25,884 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time - Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
11.50
0.04
1470
0.65
17.90
0.28
21.10
0.18
11.60
0.07
14.80
0.64
18.00
0.28
21.20
0.18
11.70
0.12
14.90
0.62
18.10
0.27
21.30
0.18
11.80
0.21
15.00
0.60
1820
0.26
21.40
0.18
11.90
0.38
15.10
0.59
18.30
0.26
21.50
0.18
12.00
0.75
15.20
0.57
18.40
0.25
21.60
0.17
12.10
136
15.30
0.56
18.50
0.25
21.70
0.17
12.20
2.03
15.40
0.55
18.60
0.24
21.80
0.17
12.30
2.57
15.50
0.53
18.70
0.24
21.90
0.17
12.40
2.84
15.60
0.52
18.80
0.24
22.00
0.17
12.50
2.97
15.70
0.50
18.90
023
22.10
0.17
12.60
2.98 <<
15.80
0.49
19.00
0.23
22.20
0.17
12.70
2.89
15.90
0.47
19.10
0.23
22.30
0.18
12.80
2.75
16.00
0.46
19.20
0.22
22.40
017
12.90
2.59
16.10
0.44
19.30
0.22
22.50
0.17
13.00
2.40
16.20
0.43
19.40
0.22
22.60
0.17
13.10
2.19
16.30
0.42
19.50
0.22
22.70
0.17
13.20
1.97
16.40
0.40
19.60
0.22
22.80
0.17
13.30
1.75
16.50
0.39
19.70
0.21
22.90
0.17
13.40
1.52
16.60
0.38
19.80
0.21
23.00
0.16
13.50
1.30
16.70
0.37
19.90
0.21
23.10
0.16
13.60
1.13
16.80
0.36
20.00
0.21
23.20
0.16
13.70
1.02
16.90
0.35
20.10
0.21
23.30
0.16
13.80
0.93
17.00
0.35
20.20
0.20
23.40
0.15
13.90
0.87
17.10
0.34
2030
0.20
23.50
0.15
14.00
0.83
17.20
0.33
20.40
0.20
23.60
0.15
14.10
0.79
17.30
0.32
20.50
0.20
23.70
0.15
14.20
0.76
17.40
0.32
20.60
0.20
23.80
0.14
14.30
0,74
17.50
0.31
20.70
0.19
23.90
0.14
14.40
0.71
17.60
0.30
20.80
0.19
24.00
0.14
14.50
0.69
17.70
0.30
20.90
0.19
24.10
0.13
14.60
0.67
17.B0
0.29
21.00
0.19
24.20
0.12
Continues on next page...
Hanover Design Services
1123 Floral Pkxry
Wilmington, NC 28403

Hydrograph Report
Page 1
Hyd. No. 2
10yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 6.60 ac
= 0.5 %
= USER
= 7.00 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
English
= 10.36 cfs
= 6 min
= 68
= 750 ft
= 20 min
= Type III
= 242
Total Volume = 81,701 cult
Time - Outflow
(hrs cfs)
9.80
0.11
13.00
7.55
16.20
1.10
19.40
0.55
9.90
0.14
13.10
6.76
16.30
1.06
19.50
0.54
10.00
0.16
13.20
5.95
16.40
1.03
19.60
0.54
10.10
0.19
13.30
5.14
16.50
1.00
19.70
0.53
10.20
0.22
13.40
4.37
16.60
0.97
19.80
0.52
10.30
0.25
13.50
3.65
16.70
0.94
19.90
0.52
10.40
0.28
13.60
3.11
16.80
0.92
20.00
0.51
10.50
0.32
13.70
2.77
16.90
0.90
20.10
0.51
10.60
0.36
13.80
2.52
17.00
0.88
20.20
0.50
10.70
0.41
13.90
2.35
17.10
0.86
20.30
0.50
10.80
0.45
14.00
2.22
17.20
0.84
20.40
0.49
10.90
0.50
14.10
2.12
17.30
0.82
20.50
0.49
11.00
0.56
14.20
2.03
17.40
0.80
20.60
0.48
11.10
0.62
14.30
1.95
17.50
0.78
20.70
0.48
11.20
0.69
14.40
1.88
17.60
0.76
20.80
0.47
11.30
0.77
14.50
1.82
17.70
0.75
20.90
0.47
11.40
0.87
14.60
1.77
17.80
0.73
21.00
0.46
11.50
0.99
14.70
1.71
17.90
0.71
21.10
0.46
11.60
1.16
14.80
1.66
18.00
0.69
21.20
0.45
11.70
1.44
14.90
162
18.10
0.68
21.30
0.44
11.80
1.91
15.00
1.57
18.20
0.66
21.40
0.44
11.90
2.65
15.10
1.53
18.30
0.64
21.50
0.43
12.00
4.04
15.20
1.49
18.40
0.63
21.60
0.43
12.10
6.08
15.30
1.45
18.50
0.62
21.70
0.42
12.20
8.18
15.40
1.41
18.60
0.61
21.80
0.42
12.30
9.64
15.50
1.37
18.70
0.60
21.90
0.41
12.40
10.22
15.60
1.33
18.80
0.59
22.00
0.41
12.50
10.36 <<
15.70
1.29
18.90
0.58
22.10
0.41
12.60
10.11
15.80
1.25
1900
0.57
22.20
0.42
12.70
9.61
15.90
1,21
19.10
0.56
22.30
0.43
12.80
8.98
16.00
1.17
19.20
0.56
22.40
0.43
12.90
8.29
16.10
1.14
19.30
0.55
22.50
0.42
Continues on next page...
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403

Hydrograph Report
Page 1
English
Hyd. No. 3
100yr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 18.23 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 6.60 ac
Curve number
= 68
Basin Slope
= 0.5 %
Hydraulic length
= 750 ft
Tc method
= USER
Tlme of conc. (Tc)
= 20 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 142,833 cult
Hydrograph Discharge Table
Time --
Outflow
Time -- Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
8.80
0.20
12.00
7.87
15.20
2.37
18.40
0.99
8.90
0.23
12.10
11.42
15.30
2.31
18.50
0.97
9.00
0.26
12.20
14.97
15.40
2.24
18.60
0.95
9.10
0.30
12.30
17.33
15.50
2.18
18.70
0.94
9.20
0.33
12.40
18.15
15.60
2.12
18.80
0.92
9.30
0.37
12.50
18.23 <<
15.70
2.06
18.90
0.91
9.40
0.41
12.60
17.67
15.80
1.99
19.00
0.90
9.50
0.45
12.70
16.70
15.90
1.93
19.10
0.89
9.60
0.49
12.80
15.51
16.00
1.86
19.20
0.88
9.70
0.53
12.90
14.24
16.10
1.80
19.30
0.87
9.80
0.58
13.00
12.88
16.20
1.74
19.40
0.86
9.90
0.63
13.10
11.46
16.30
1.68
19.50
0.85
10.00
0.68
13.20
10.01
16.40
1.63
19.60
0.84
10.10
0.73
13.30
8.58
16.50
1.58
19.70
0.83
10.20
0.79
13.40
7.23
16.60
1.54
19.80
0.82
10.30
0.85
13.50
5.99
16.70
1.49
19.90
0.82
10.40
0.92
13.60
5.07
16.80
1.45
20.00
0.81
10.50
0.99
13.70
4.50
16.90
1.42
20.10
0.80
10.60
107
13.80
4.09
17.00
1.38
20.20
0.79
10.70
1.16
13.90
3.80
17.10
1.35
20.30
0.78
10.80
1.25
14.00
3.59
17.20
132
20.40
0.77
10.90
1.34
14.10
3.42
17.30
1.29
20.50
0.76
11.00
1.44
14.20
3.27
17.40
1.26
20.60
0.76
11.10
1.56
14.30
3.14
17.50
1.23
20.70
0.75
11.20
1.69
14.40
3.03
17.60
1.21
20.80
0.74
11.30
1.84
14.50
2.92
17.70
1.18
20.90
0.73
1140
2.04
14.60
2.83
17.80
1.15
21.00
0.72
11.50
2.26
14.70
2.74
17.90
1.12
21.10
0.71
11.60
2.58
14.80
2.66
18.00
1.09
21.20
0.70
11.70
3.11
14.90
2.58
18.10
1.06
21.30
0.70
11.80
4.02
15.00
2.51
18.20
1.04
21.40
0.69
11.90
5.38
15.10
2.44
18.30
1.01
21.50
0.68
Continues on next page...
Hanover Design Services
1123 Floral Pkvry
Wilmington, NC 28403

Hydrograph Report Page ,
English
Hyd. No. 4
1yr Postdev-24hr
Hydrograph type
= SCS Runoff
Peak discharge =
7.55 cfs
Storm frequency
= 2 yrs
Time interval =
6 min
Drainage area
= 6.60 ac
Curve number =
81
Basin Slope
= 1.0 %
Hydraulic length =
750 It
Tc method
= USER
Time of conc. (Tc) =
15 min
Total precip.
= 3.80 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time - Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
Total Volume = 48,289 cult
Time -- Outflow
(hrs cfs)
9.50
0.08
12.70
5.50
15.90
0.65
19.10
0.32
9.60
010
12.80
4.63
16.00
0.63
19.20
0.31
9.70
0.11
12.90
3.78
16.10
0.61
19.30
0.31
9.80
0.13
13.00
2.97
16.20
0.59
19.40
0.31
9.90
0.15
13.10
2.35
16.30
0.57
19.50
0.30
10.00
0.16
13.20
1.98
16.40
0.55
19.60
0.30
10.10
0.18
13.30
1.73
16.50
0.54
19.70
0.30
10.20
0.20
13.40
1.56
16.60
0.52
19.80
0.30
10.30
0.22
13.50
1.46
16.70
0.51
19.90
0.29
10.40
0.25
13.60
1.38
16.80
0.50
20.00
0.29
10.50
0.27
13.70
1.32
16.90
0.49
20.10
0.29
10.60
0.30
13.80
1.26
17.00
0.48
20.20
0.28
10.70
0.33
13.90
121
17.10
0.47
20.30
0.28
10.80
0.37
14.00
1.17
17.20
0.46
20.40
0.28
10.90
0.40
14.10
1.12
17.30
0.45
20.50
0.27
11.00
0.44
14.20
1.08
17.40
0.44
20.60
0.27
11.10
0.48
14.30
1.04
17.50
0.43
20.70
027
11.20
0.53
14.40
1.01
17.60
0.42
20.80
0.26
11.30
0.60
14.50
0.98
17.70
0.41
20.90
0.26
11.40
0.68
14.60
0.95
17.80
0.40
21.00
0.26
11.50
0.77
14.70
0.93
17.90
0.39
21.10
0.26
11.60
0.91
14.80
0.90
18.00
0.38
21.20
0.25
11.70
1.20
14.90
0.88
18.10
0.37
21.30
025
11.80
1.68
15.00
0.86
18.20
0.36
21.40
0.25
11.90
2.38
15.10
0.84
18.30
0.35
21.50
0.24
12.00
3.78
15.20
0.81
18.40
0.34
21.60
0.24
12.10
5.83
15.30
0.79
18.50
0.34
21.70
0.24
12.20
718
15.40
0.77
18.60
0.33
2180
0.23
12.30
7.55 <<
15.50
0.75
18.70
0.33
21.90
0.23
12.40
7.51
15.60
0.72
18.80
0.33
22.00
0.23
12.50
7.08
15.70
0.70
18.90
0.32
22.10
0.24
1260
6.36
15.80
0.68
19.00
0.32
22.20
0.25
Continues on next page...
Hanover Design services
1123 Floral Pkwy
Wilmington, INC 28403

Hydrograph Report Page 1
English
Hyd. No. 5
10yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge =
14.61 cfs
Storm frequency
= 10 yrs
Time interval =
6 min
Drainage area
= 6.60 ac
Curve number =
81
Basin Slope
= 1.0 %
Hydraulic length =
750 ft
Tc method
= USER
Tlme of conc. (Tc)
= 20 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 115,119 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time - Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
7.80
0.16
11.00
1.43
14.20
2.46
17.40
0.94
7.90
0.17
11.10
1.52
14.30
2.36
17.50
0.92
800
0.19
11.20
1.63
14.40
2.27
17.60
0.90
8.10
0.20
11.30
1.76
14.50
2.20
17.70
0.87
8.20
0.22
11.40
1.92
14.60
2.13
17.80
0.85
8.30
0.24
11.50
2.11
14.70
2.06
17.90
0.83
8.40
0.26
11.60
238
14.80
2.00
18.00
0.81
8.50
0.28
11.70
2.83
14.90
1,94
18.10
0.79
8.60
0.30
11.80
3.58
15.00
1.88
18.20
0.77
8.70
0.32
11.90
4.71
15.10
1.83
18.30
0.75
8.80
0.35
12.00
6.72
15.20
1.78
18.40
0.73
8.90
0.38
12.10
9.52
15.30
173
18.50
0.72
9.00
0.41
12.20
12.29
15.40
1.68
18.60
0.71
9.10
0.44
12.30
14.06
15.50
1.63
18.70
0.69
9.20
0.47
12.40
1461 <<
15.60
1.58
18.80
0.68
9.30
0.50
12.50
14.58
15.70
1.53
18.90
0.67
9.40
0.54
12.60
14.07
15.80
1.49
19.00
0.66
9.50
0.58
12.70
13.24
15.90
1.44
19.10
0.66
9.60
0.62
12.80
12.25
16.00
1.39
19.20
0.65
9.70
0.66
12.90
11.20
16.10
1.34
19.30
0.64
9.80
0.70
13.00
10.09
16.20
1.30
19.40
0.64
9.90
0.74
13.10
8.93
16.30
1.25
19.50
0.63
10.00
0.78
13.20
7.76
16.40
1.21
19.60
0.62
10.10
0.83
13.30
6.62
16.50
1.18
19.70
0.62
10.20
0.88
13.40
5.54
16.60
1.14
19.80
061
10.30
0.93
13.50
4.57
16.70
1.11
19.90
0.60
10.40
0.99
13.60
3.85
16.80
1.08
20.00
0.60
10.50
1.05
13.70
3.41
16.90
1.05
20.10
0.59
10.60
1.12
13.80
3.09
17.00
1.03
20.20
0.58
10.70
1.19
13.90
2.86
17.10
1.00
20.30
0.58
10.80
1.27
14.00
2.70
17.20
0.98
20.40
0.57
10.90
1.35
14.10
2.58
17.30
0.96
20.50
0.57
Continues on next page...
Hanover Design Services
1123 Floral Pkvry
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 6.60 ac
= 1.0 %
= USER
= 10.00 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. ('rc)
Distribution
Shape factor
Page 1
English
= 29.10 cfs
= 6 min
= 81
= 750 ft
=15min
= Type III
= 242
Total Volume = 188,968 cult
Time -- Outflow
Time -- Outflow
Time - Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
6.90
0.30
10.10
1.84
13.30
5.69
16.50
1.69
7.00
0.33
10.20
1.93
13.40
5.12
16.60
1.64
7.10
0.35
10.30
2.03
13.50
4.76
16.70
1.60
7.20
0.37
10.40
2,14
13.60
4.50
1680
1.57
7.30
0.40
10.50
2.26
13.70
4.28
16.90
1.53
7.40
0.42
10.60
2.38
13.80
4.09
17.00
1.50
7.50
0.45
10.70
2.52
13.90
3.92
17.10
1.47
7.60
0.48
10.80
266
14.00
3.76
17.20
1.43
7.70
0.50
10.90
2.81
14.10
3.61
17.30
1.40
7.80
0.53
11.00
2.96
14.20
3.48
17.40
1.37
7.90
0.56
11.10
3.14
14.30
3.35
17.50
1.34
8.00
0.59
11.20
3.36
14.40
3.24
17.60
1.30
8.10
0.62
11.30
3.64
14.50
3.14
17.70
127
8.20
0.65
11.40
3.99
14.60
3.04
17.80
1.24
8.30
0.69
11.50
4.38
14.70
2.96
17.90
1.21
8.40
0.73
11.60
5.02
14.80
2.88
18.00
1.17
8.50
0.78
11.70
6.29
14.90
2.80
18.10
1.14
8.60
0.83
11.80
8.38
15.00
2.73
18.20
1.11
8.70
0.88
11.90
11,26
15.10
2.65
18.30
1.09
8.80
0.94
12.00
16.64
15.20
2.58
18.40
1.07
8.90
0.99
12.10
24.06
15.30
2.50
18.50
1.05
9.00
1.06
12.20
28.43
15.40
2.43
18.60
1.04
9.10
1.12
12.30
29.10 <<
15.50
2.36
18.70
1.02
9.20
1.18
12.40
28.34
15.60
2.28
18.80
1.01
9.30
1.25
12.50
26.26
15.70
221
18.90
1.00
9.40
1.32
12.60
23.19
15.80
2.13
19.00
0.99
9.50
1.39
12.70
19.75
15.90
2.06
19.10
0.98
9.60
1.46
12.80
16.34
16.00
1.99
19.20
0.97
9.70
1.53
12.90
13.07
16.10
1.91
19.30
0.96
9.80
1.60
13.00
10.06
16.20
1.85
19.40
0.95
9.90
1.68
13.10
7.87
16.30
1.79
19.50
0.94
10.00
1.76
13.20
6.57
16.40
1.73
19.60
0.93
Continues on next page...
Hanover Design Services
1123 Fiowal Pkw�
Wilmington, NC, 2naG3

Hydrograph Report
Page 1
Engllsh
Hyd. No. 7
1yr Post-Route-24hr
Hydrograph type =
Reservoir
Peak discharge =
0.76 cfs
Storm frequency =
2 yrs
Time interval =
6 min
Inflow hyd. No. =
4
Reservoir name =
PPC BURGAW
Max. Elevation =
52.19 ft
Max. Storage =
31,603 cuft
simage Ind1=1W msthW used
Total Volume = 44,113 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A
Civ B
Clv C Clv D Wr A Wr B Wr C
Wr D Outflow
(hrs) cfs It
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
12.00 3.78 51.21
0.16
0.01
----- ----- ---- ----- -----
----- 0.01
12.10 5.83 51.28
0.27
0.04
--- ----- ----- --- ---
----- 0.04
12.20 7.18 51.37
0.41
0.08
----- ----- ----- --- -----
----- 0.08
12.30 7.55 << 51.47
0.60
011
----- - --- -----
----- 0.11
12.40 7.51 51.57
0.83
0.13
- --- ----
----- 0.13
12.50 7.08 51.67
1.08
0.15
----- ----- ----- ----- ----
----- 0.15
12.60 6.36 51.76
1.27
0.17
- ---- ---- --- ----
----- 0.17
12.70 5.50 51.84
1.47
0.18
----- ----- ----- ----- -----
-- 0.18
12.80 4.63 51.91
1.66
0.19
----- ---- --
-- 0.19
12.90 3.78 51.97
1.83
0.20
----- ----- ----- ----- -----
-- 0.20
13.00 2.97 52.01
1.94
0.20
----- --- 0.02 --
-- 0.22
13.10 2.35 52.04
1.99
0.21
----- --- 0.06 ----- -----
-- 0.26
13.20 1.98 52.06
2.04
021
----- ----- 0.11 ----- -----
-- 0.31
13.30 1.73 52.08
2.07
0.21
---- ----- 0.15 ----- -----
-- 0.36
13.40 1.56 52.09
2.10
0.21
----- ----- 0.19 ----- -----
----- 0.40
13.50 1.46 52.11
2.13
0.21
----- ----- 0.24 - -----
----- 0.44
13.60 1.38 52.12
2.15
0.21
- ----- 0.27 - -----
----- 0.48
13.70 1.32 52.13
2.17
0.21
- ---- 0.31 - -----
----- 0.52
13.80 1.26 52.14
2.18
0.21
----- ----- 0.34 ---- -----
----- 0.55
13.90 1.21 52.15
2.20
0.20
----- ---- 0.37 ----- -----
----- 0.57
14.00 1.17 52.15
2.22
0.20
----- ----- 0.40 ----- --
----- 0.60
14.10 1.12 52.16
2.24
0.20
----- ----- 0.42 ----- --
----- 0.62
14.20 1.08 52.16
2.26
0.20
----- ---- 0.44 ----- -----
----- 0.65
14.30 1.04 52.17
2.28
0.20
----- ----- 0.46 ---- -----
----- 0.67
14.40 1.01 52.17
2.29
0.20
----- ----- 0.48 ----- -----
----- 0.68
14.50 0.98 52.18
2.31
0.20
----- ----- 0.50 --
- 0.70
14.60 0.95 52.18
232
0.20
----- ----- 0.51 ----- -----
- 0.71
14.70 0.93 52.18
2.33
0.20
----- - 0.52 ----- -----
----- 0.72
14.80 0.90 52.19
2.34
0.20
----- - 0.53 ----- -----
--- 073
14.90 0.88 52.19
2.35
0.20
---- ----- 0.54 - -----
----- 0.74
15.00 0.86 52.19
2.35
0.20
-- ---- 0.54 - -----
----- 0.74
15.10 0.84 52.19
2.36
0.20
----- ----- 0.55 ----- -----
----- 0.75
15.20 081 52.19
2.36
0.20
----- ----- 0.55 ----- -----
----- 0.75
15.30 0.79 52.19
2.36
0.20
----- ----- 0.55 ----- -----
----- 0.75
15.40 0.77 52.19
2.36
020
----- ----- 0.56 ----- -----
-- 0.76
15.50 0.75 52.19 << 2.36
0.20
----- ----- 0.56 ----- -----
----- 0.76 <<
Continues on next page...
Hanover Design Services
1!23 Floral Pkv
Wilmington, NC 2b4O3

Hydrograph Report Page 1
Hyd. No. 8
10yr Post -Route
Hydrograph type =
Storm frequency =
Inflow hyd. No. =
Max. Elevation =
Reservoir
10 yrs
5
53.04 ft
Peak discharge =
Time interval =
Reservoir name =
Max. Storage =
Engllsh
6.42 cfs
6 min
PPC BURGAW
58,608 cuft
Sloltge Inckoetbn method used
Total Volume = 110,906 cuff
Hydrograph Discharge
Table
Time Inflow
Elevation Clv A
Clv B Clv C
Clv D Wr A
Wr B
Wr C
Wr D Outflow
(hrs) cis
it
cis
cis cfs
cis cis
cis
cis
cis cis
11.30 1.76
51.35
0.39
0.07 ----
---- -----
----
-----
-- 0.07
11.40 1.92
51.38
0.43
0.08 ----
----- -----
----
-----
- 0.08
11.50 2.11
51.40
0.47
0.09 ----
----- --
---
-
- 0.09
11.60 2.38
51.43
0.53
0.10 ----
----- ----
-----
-----
-- 010
11.70 2.83
51.47
0.60
0.11 -----
----- -----
-----
-
----- 0.11
11.80 3.58
51.51
0.69
0.12 -
--
----
-- 0.12
11.90 4.71
51.57
0.82
0.13
----- -----
-----
-----
----- 0.13
12.00 6.72
51.65
1.02
0.15 -----
----- --
---
-- 0.15
12.10 9.52
51.76
1.26
0.16 ----
----- •--••
-----
-•-
-- 0.16
12.20 12.29
51.91
1.65
0.19 -----
--- -----
-----
-----
- 0.19
12.30 14.06
52.07
2.06
0.21 -----
--- 0.14
-----
----
-- 0.35
12.40 14.61 <<
52.24
2.46
0.19 -----
----- 0.76
-----
-----
----- 0.95
12.50 14.58
52.39
2.81
0.17 -----
----- 1.62
----
----
- 1.79
12.60 14.07
52.53
3.09
0.13 -----
---- 2.55
0.36
-----
----- 2.87
12.70 13.24
52.65
3.34
---- -----
----- 3.43
2.98
-----
-- 3.34
12.80 1225
52.75
3.48
---- ----
----- 4.28
6.59
-----
--- 3.48
12.90 11.20
52.84
3.58
----- -----
----- 5.08
10.49
-----
- 3.58
13.00 10.09
52.92
3.65
----- ----
----- 5.80
14.27
-----
-- 3.65
13.10 8.93
5291
3.65
----- -----
----- 574
13.92
-----
- 3.65
13.20 7.76
53.02
4.34
----- ---
----- 6.83
19.97
1.05
----- 5.40
13.30 6.62
53.04
<< 4.75
-
----- 6.96
20.73
1.66
- 6.42 <<
13.40 5.54
53.03
4.67
=- -----
----- 6.93
20.59
1.55
----- 6.22
13.50 4.57
53.02
4.41
----- -----
---- 6.85
20.09
1.15
----- 5.56
13.60 3.85
53.01
4.10
----- -----
----- 6.75
19.52
0.69
----- 4.79
13.70 3.41
5301
3.83
----- -----
----- 6.66
19.03
029
----- 4.13
13.80 3.09
52.90
3.64
----- ----
----- 5.59
13.13
-----
----- 3.64
13.90 2.86
52.90
3.64
----- -----
----- 5.63
13.32
-----
----- 3.64
14.00 270
52.91
3.65
----- --•--
----- 5.73
13.87
-----
----- 3.65
14.10 2.58
52.92
3.65
----- -----
----- 5.86
14.57
-----
----- 3.65
14.20 2.46
52.94
3.66
---- -----
----- 6.00
15.36
-----
----- 3.66
1430 2.36
52.95
3.66
----- -----
----- 6,07
15.70
-----
----- 3.66
14.40 2.27
52.93
3.66
----- -----
----- 5.93
14.94
-----
----- 3.66
14.50 2.20
52.92
3.65
----- -----
----- 5.78
14.13
---
----- 3.65
14.60 2.13
52.90
3.64
----- -----
----- 5.62
13.29
-----
----- 3.64
14.70 2.06
52.88
3.63
----- -----
----- 5.47
12.47
-----
----- 3.63
14.80 2.00
52.86
3.61
----- -----
----- 5.30
11.62
-----
----- 3.61
Continues on next page...
Hanover Design Services
1123 Floral Pkwy,
Wilmington, NC 28403

Hydrograph
Report
Page
English
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 26.43 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 6
Reservoir name
= PPC BURGAW
Max. Elevation
= 53.23 ft
Max. Storage
= 65,658 cuft
Storage IM11cellon Method used Total Volume = 184,744 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A
Wr B
Wr C Wr D
Outtlow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
11.70
6.29
52.07
2.06
0.21 -----
---- 0.13
----
----- -----
0.34
11.80
8.38
52.15
2.21
0.20 ---•-
--- 0.39
---
-----
0.60
11.90
11.26
52.26
2.50
0.19 ----
--- 0.87
---
-----
1.06
12.00
16.64
52.41
2.83
0.17 ----
----- 1.70
-----
----- -----
1.87
12.10
24.06
52.61
3.25
---- -----
----- 3.13
1.88
----- -----
3.25
12.20
28.43
52.86
3.60
----- ---
----- 5.26
11.37
----- -----
3.60
12.30
29.10 <<
53.09
6.45
----- ---
----- 7.50
23.88
4.21 -----
10.67
12.40
28.34
53.21
9.03
-
- 8.75
31.40
14.20 -----
23.23
12.50
26.26
53.23 <<
9.45
---- -----
- 9.03
33.10
16.98 -----
26.43 <<
12.60
23.19
5322
9.27
---- -----
----- 8.91
32.39
15.81 ----
25.09
12.70
19.75
53.20
8.90
----- ----
----- 8.67
30.88
13.35 -----
22.25
12.80
16.34
53.17
8.32
----- -----
--- 8.38
29.13
10.98 -----
19.30
12.90
13.07
53.14
7.69
----- -----
--- 8.06
27.22
8.38 ----
16.07
13.00
10.06
53.11
7.07
----- -----
----- 7.75
2534
5.83 ---
12.91
13.10
7.87
53.09
6.35
---- --
----- 7.47
23.69
4.06 -----
10.41
13.20
6.57
53.06
5.62
----- -----
---_ 7.24
22.34
2.97 -----
8.59
13.30
569
53.04
5.06
----- -----
----- 7.06
21.30
2.13 -----
7.19
13.40
5.12
53.03
4.65
----- -----
----- 6.92
20.55
1.52 --
6.17
13.50
4.76
53.02
4.37
-- -_-_
____ 6.84
20.03
1.10 ---
5.47
13.60
4.50
53.02
4.18
----- -----
_-_ 6.77
19.67
0.81 --
4.99
13.70
4.28
53.01
4.04
----- -----
----- 6.73
19.42
0.61 -----
4.65
1380
4.09
53.01
3.94
----- ----
----- 6.70
19.22
0.45 -----
4.39
13.90
3.92
53.01
3.85
----- -----
----- 6.67
19.06
0.32 -----
4.17
14.00
3.76
53.00
3.78
----- -----
----- 6.64
18.92
0.21 -----
3.98
14.10
3.61
53.00
3.71
----- -----
- 6.62
18.80
0.11 -----
3.82
14.20
3.48
52.94
3.66
----- ----
---- 6.04
15.55
----- -----
3.66
14.30
3.35
52.90
3.64
----- -----
----- 5.60
13.19
----- ----
3.64
14.40
3.24
52.90
3.64
----- -----
----- 562
13.29
----- -----
3.64
14.50
3.14
52.90
3.64
----- -----
----- 5.66
13.50
----- -----
3.64
14.60
3.04
52.91
3.65
----- _
----- 5.73
13.88
---- -----
3.65
14.70
2.96
52.92
3.65
----- _---
- 5.82
14.33
----- ---
3.65
14.80
2.88
52.93
3.66
----- -----
----- 5.91
14.84
---- -
3.66
14.90
2.80
52.94
3.66
----- -----
----- 6.01
15.41
---- -----
3.66
15.00
2.73
52.95
3.66
----- -----
----- 6.10
15.86
----- -----
3.66
15.10
2.65
52.94
3.66
----- -----
----- 5.99
15.31
----- -----
3.66
15.20
2.58
52.93
3.65
----- -----
----- 5.89
14.71
----- -----
3.65
Continues on next page...
Hanover Design bervur es
1123 Floral Pkwy
Wilmington, NC 28403

Hydrograph Report
Hyd. No. 10
1-YEAR RATIONAL
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 2 yrs
= 6.6 ac
= 3.94 in
= newhanover.IDF
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
0.02
0.13
0.55
0.91
0.03
0.26
0.57
0.78
0.05
0,39
0.58
0.65
0.07
0.52
0.60
0.52
0.08
0.65
0.62
0.39
0.10
0.78
0.63
0.26
0.12
0.91
0.65
0.13
0.13
1.04
0.15
1.17
0.17
1.30
...End
0.18
1.43
0.20
1.56
0.22
1.69
0.23
1.82
0.25
1.95
0.27
2.08
0.28
2.21
0.30
2.34
0.32
2.47
0.33
2.60 <<
0.35
2.47
0.37
2.34
0.38
2.21
0.40
2.08
0.42
1.95
0.43
1.82
0.45
1.69
0.47
1.56
0.48
1.43
0.50
1.30
0.52
1.17
0.53
1.04
Page 1
English
Peak discharge = 2.60 cfs
Time interval = 1 min
Runoff coeff. = 0.1
Time of conc. (Tc) = 20 min
Reced. limb factor = 1
Total Volume = 3,119 cult
Hanover Design Services
1123 FiwaI i`kw.
Wilmington, NC 2,40

Hydrograph Report
Hyd. No. 11
1-YEAR POST
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 2 yrs
= 6.6 ac
= 4.42 in
= newhanover.IDF
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.02
1.56
0.03
3.12
0.05
4.67
0.07
6.23
0.08
7.79
0.10
9.35
0.12
10.90
0.13
12.46
0.15
14.02
0.17
15.58
0,18
17.13
0.20
18.69
0.22
20.25
0.23
21.81
025
23.36 <<
0.27
21.81
0.28
20.25
0.30
18.69
0.32
17.13
0.33
15.58
0.35
14.02
0.37
12.46
0.38
10.90
0.40
9.35
0.42
7.79
0.43
6.23
0.45
4.67
0.47
3.12
0.48
1.56
...End
Page 1
English
Peak discharge = 23.36 cfs
Time interval = 1 min
Runoff coeff. = 0.8
Time of conc. (To) = 15 min
Reced. limb factor = 1
Total Volume = 21,027 cult
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403

Hydrograph
Report
Page ,
English
Hyd. No. 12
1-YEAR ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 0.17 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 11
Reservoir name
= PPC BURGAW
Max. Elevation
= 51.81 ft
Max. Storage
= 20,878 cuft
storage Indication method used Total Volume = 11,078 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cis
ft
cis
cis cis cis cis
cis cis cis cis
0.12
10.90
51.09
0.04
0.00 ----- ----- ----
----- ____ __ 0.00
0.13
12.46
51.12
0.06
0.00 ----- ----- ----
---- ---- -- 0.00
0.15
14.02
51.15
0.09
0.00 ---- ----- ---
--- ____ __ 0.00
0.17
15.58
51.18
0.13
0.01 ----- ----- ----
--- ---- -- 0.01
0.18
17.13
51.22
0.18
0.02 ----- ----- ---
- -___ -- 0.02
0.20
1869
51.26
0.24
0.03 ----- ----- ----
- ____ __ 0.03
0.22
20.25
51.31
0.32
0.05 ----- ----- ----
_ -- 0.05
0.23
21.81
51.36
0.40
0.07 ----- ----- -----
----- ----- ----- 0.07
0.25
23.36 <<
51.41
0.48
0.09 ----- ----- -----
- -- 0.09
0.27
21.81
51.46
0.59
0.11 --- ----- -----
----- ----- -- 0.11
0.28
20.25
51.51
0.69
0.12 ----- ----- -----
----- - _- 0.12
0.30
18.69
5155
0.79
0.13 ----- ---- -----
----- ----- ----- 0.13
0.32
17.13
51.60
0.89
0.14 - -- _--
__ _____ -- 0.14
0.33
15.58
51.63
0.98
0.14 ---- ----- ----
----- ----- ----- 0.14
0.35
14.02
51.67
1.07
0.15 ----- ----- -----
---- _____ ----- 0.15
0.37
12.46
51.70
1.15
0.15 ----- ----- ---_
_____ _____ _____ 0.15
0.38
10.90
51.72
1.20
0.16 ----- --- -----
----- ----- ----- 0.16
0.40
9.35
51.75
1.24
0.16 ----- --- -----
----- --_ 0.16
0.42
7.79
51.77
1.28
0.17 ----- ----- -----
----- ----- ----- 0.17
0.43
6.23
51.78
1.31
0.17 ----- ----- -----
----- ----- ----- 0.17
0.45
4.67
51.80
1.33
0.17 ---- ----- -----
----- ----- ----- 0.17
0.47
3.12
51.80
1.35
0.17 ----- ----- -----
----- ----- ----- 0.17
0.48
1.56
51.81
1.37
0.17 ----- ----- -----
----- ----- ----- 0.17
0.50
0.00
51.81 <<
1.37
0.17 ----- ----- ---_
----- ----- ----- 0.17 <<
0.52
0.00
51.81
1.37
0.17 ----- ----- -----
----- ----- ----- 0.17
0.53
0.00
51.81
1.37
0.17 ----- ----- -----
----- ----- ----- 0.17
0.55
0.00
51.81
1.37
0.17 ----- ----- -----
----- -_ _-- 0.17
0.57
0.00
51.81
1.36
0.17 ----- ----- -----
----- ----- ----- 017
0.58
0.00
51.81
1.36
0.17 ----- ----- -----
----- ----- ----- 0.17
0.60
0.00
51.81
1.36
0.17 ----- ----- --
----- _____ _-- 0.17
0.62
0.00
51.81
1.36
0.17 ----- ----- --
_-__ ----- ----- 0.17
0.63
0.00
51.81
1.36
0.17 ----- ----- -----
----- - -_- 0.17
0.65
0.00
51.81
1.36
017 ----- ----- -
_-- ----- 0.17
0.67
0.00
51.81
1.36
0.17 ----- ----- -----
----- ----- 0.17
0.68
0.00
51.81
1.36
0.17 ----- ----- -----
----- ----- -- 0.17
0.70
0.00
51.81
1.36
0,17 ---- ----- -----
----- ----- ----- 0.17
Continues on next page...
Hanover Design Services
1' 23 Flural v, N
Wilmington, NC 2b4W

Reservoir Report
Reservoir No. 1 - PPC BURGAW
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Page 1
English
Stage
ft
0.00
1.00
1.50
2.00
3.00
Elevation
ft
51.00
52.00
52.50
53.00
54.00
Contour area
sqft
22,000
29,500
31,600
33,700
38,000
Incr. Storage Total storage
raft cuft
0 0
25,750 25,750
15,275 41,025
16,325 57,350
35,850 93,200
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C]
[D]
Rise In =
24.0
3.0 0.0
0.0
Crest Len It = 2.0
16.0
50.0
0.0
Span in =
24.0
3.0 0.0
0.0
Crest El. It = 52.00
52.50
53.00
0.00
No. Barrels =
1
1 0
0
Weir Coeff. = 3.30
3.30
3.00
0.00
Invert El. It =
51.00
51.00 0.00
0.00
Eqn. Exp. = 1.50
1.50
1.50
0.00
Length It =
40.0
10.0 0.0
0.0
Multi -Stage = Yes
Yes
No
No
Slope % =
0.10
0.01 0.00
0.00
N-Value =
.012
.011 .000
.000
Orif. Coeff. =
0.60
060 0.00
0.00
Multi -Stage =
-----
Yes No
No
Tailwater Elevation =
51.00 It
Stage /Storage
/Discharge
Table
Mae AO oudbwa have been analyzed under Inbi and aueat wnlroL
Stage Storage
Elevation Clv A
Clv B
Clv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
It cuft
It
cfs
cis
cfs cfs cfs cfs
cfs
cfs
cfs
0.00 0
51.00
0.00
0.00
--- 0.00 0.00
0.00
---
0.00
1.00 25,750
52.00
1.92
0.20
-- --- 0.00 0.00
0.00
---
0.20
1.50 41,025
52.50
3.05
0.14
--- --- 2.33 0.00
0.00
---
2.48
2.00 57,350
53.00
3.64
0.00
--- --- 6.60 18.67
0.00
---
3.64
3.00 93,200
54.00
18.55
000
-- --- 18.67 97.00
150.00
--
168.55
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403

3
m
v . , I
Pender Progress IP
DRAINAGE AREA MAP
MARCH 2O10
SCALE: 1 "= 60'
i
DRAINAGE AREAS: /
(For culverts) —
Cl 0.5 acre
C2 0.5 acre (Ai
0 0.5 acre Ilk
C4 1.2acre r3?S
C2
O
y�� I
0
�/ Floral f.Mcw�r-
NRlffjnget>rt,.NG 98408-

Hanover Design Services, P.A.
INN
Land Surveyors, Engineers, Land Planners
Pender Progress Corporation - SHWT determination
POND No. 1 r``
Field visit: 1-26-10
0
References: \ co
Soils at this site are mapped as Grantham Series very fine loamy sands (USDA
National Cooperative Soil Survey map and Official Series Description attached),
drained soils with moderately slow permeability and relatively flat slopes of 0-2%.
Observations:
One soil boring and an existing receiving non -jurisdictional ditch were observed as
follows (location map attached):
The seasonal high water table is normally evident by observation of
redoximorphic features suggesting past conditions of saturation and reduction,
indicated by colors of chroma 2 or less (Munsell) at greater than 2% of soil
volume in mottles or a distinct horizon subdivision. There was evidence of
redoximorphic features at about 6"-7" (0.6') in the bore with a distinct gray
chroma (the first 1" at the test site was vegetable matter, not soil). This
observation was in line with the expected depth to seasonal high water in the
published soil profile of 0'-1'. Elevation read at the boring for Pond 1 was 52.02
MSL, resulting in a SHWT elevation of 51.4 MSL (52.0 — 0.6 = 51.4).
Additionally, an existing non -jurisdictional receiving ditch was observed in the
vicinity of the Pond 1 outfall and the boring, which indicated standing water at
elevation 51.38 MSL and no distinct horizon of chroma change above that
elevation.
Summary:
Observed indications of SHWT depth were in line with predicted values.
Pond No.1 SHWT = 51.4 MSL.
0�
.... Ilk
SS13 9
SEAL
20007
12207-SHWT doc ,"�S� ,N�.°`- David S. Hollis, PE, PLS
1 G-•(0
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax [phone]

Official Series Description - GRANTHAM Series Page 1 of 4
LOCATION GRANTHAM NC
Established Series
Rev. AG
12/2002
GRANTHAM SERIES
The Grantham series consists of very deep, poorly drained soils on uplands of the Middle and Lower
Coastal Plain. Permeability is moderately slow. They formed in loamy and silty marine sediments.
Slopes range from 0 to 2 percent. Near the type location, mean annual air temperature is 61 degrees F.,
and mean annual precipitation is about 47 inches.
TAXONOMIC CLASS: Fine -silty, siliceous, semiactive, thermic Typic Paleaquults
TYPICAL PEDON: Grantham very fine sandy loam --forested. (Colors are for moist soil unless
otherwise stated.)
Above the mineral soil surface there is a 3 inch temporal layer of organic material consisting of 2 inches
of undecomposed leaves, pine needles, and twigs, and 1 inch of dark brown (7.5YR 3/2) partially
decomposed organic matter.
A- 0 to 6 inches; dark gray (IOYR 4/1) very fine sandy loam; weak medium granular structure; very
friable; many fine, medium, and coarse roots; very strongly acid; abrupt wavy boundary. (4 to 10 inches
thick)
Eg--6 to 11 inches; light brownish gray (10YR 6/2) very fine sandy loam; weak medium granular
structure; very friable; common fine and medium roots; strongly acid; clear wavy boundary. (0 to 8
inches thick)
BEg--11 to 13 inches; gray (10YR 6/1) loam; weak medium subangular blocky structure; friable;
common fine roots; common fine pores; few fine distinct yellowish brown (10YR 5/6) masses of iron
accumulation; very strongly acid; clear wavy boundary. (0 to 5 inches thick)
Btgl--13 to 36 inches; gray (10YR 6/1) loam; weak fine and medium subangular blocky structure;
friable; few fine roots; few fine pores; few thin silt coatings and patchy clay films on faces of peds;
common medium faint gray (10YR 511) iron depletions; common medium distinct brownish yellow
(10YR 6/6), and common fine and medium prominent strong brown (7.5YR 5/8) masses of iron
accumulation; very strongly acid; gradual wavy boundary.
Btg2--36 to 58 inches; gray (10YR 6/1) loam; weak medium subangular blocky structure; firm; few thin
silt coatings and patchy clay films on faces of peds; few fine pores; common medium prominent strong
brown (7.5YR 5/8), common medium distinct brownish yellow (10YR 6/6), and few fine prominent red
(2.5YR 4/8) masses of iron accumulation; strongly acid; gradual wavy boundary.
Btg3--58 to 77 inches; gray (10YR 6/1) clay loam; weak medium and coarse subangular blocky
structure; firm; common medium prominent reddish yellow (7.5YR 6/8), common fine and medium
prominent strong brown (7.5YR 6/8), and few fine prominent red (10R 4/8) masses of iron
http://ortho.ftw.nrcs-usda.gov/osd/dat/G/GRANTHAM.htrW
Hanover Design Services
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Wilmington. NC 28403
1/28/2010

Official Series Description - GRANTHAM Series
Page 2 of 4
accumulation, and common medium faint gray (10YR 5/1) iron depletions; very strongly acid; gradual
wavy boundary. (Combined thickness of the Big horizon is 35 to 72 inches.)
Cg1--77 to 95 inches; gray (10YR 6/1) clay loam; massive; firm; common medium prominent strong
brown (7.5YR 5/6) and common medium distinct brownish yellow (10YR 6/8) masses of iron
accumulation; very strongly acid; gradual wavy boundary.
Cg2--95 to 110 inches; light gray (10YR 7/1) loam; many coarse faint gray (10YR 6/1) iron depletions,
and few fine prominent strong brown (7.5YR 5/6) masses of iron accumulation; massive; friable; very
strongly acid.
TYPE LOCATION: Edgecombe County, North Carolina; 1.5 miles west of Pinetops on SR 1124 and
800 feet north of road.
RANGE IN CHARACTERISTICS: Solum thickness is more than 60 inches. The soil is strongly acid
through extremely acid, except where the surface and upper subsoil have been limed.
The A or Ap horizon has hue of 10YR or 2.5Y, value of 2 to 5, and chroma of 1 or 2. Texture is very
fine sandy loam, loam, or silt loam.
The Eg horizon has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 1 or 2. Texture is very fine
sandy loam, loam, or silt loam.
The BEg horizon has hue of 1 OYR or 2.5Y, value of 5 to 7, and chroma of 1 or 2. Most pedons have
masses of iron accumulation in shades of brown, yellow, or red. Texture is loam or silt loam.
The Btg horizon has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 1 or 2. There are few to many
masses of iron accumulation in shades of red, yellow, or brown. Texture is loam, clay loam, or silty clay
loam. The upper 20 inches of this horizon contains more than 30 percent silt, and the sand fraction is
dominantly very fine.
The BCg or CBg horizon, where present, has hue of 10YR to 5Y, value of 5 to 7, and chroma of 1 or 2.
Masses of iron accumulation in shades of yellow, red, or brown are few to many. Texture is loam, clay
loam, or silty clay loam.
The Cg horizon, where present, has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 1 or 2. Masses
of iron accumulation in shades of red, yellow, or brown are few to many. Texture is variable, consisting
of stratified layers of sandy, loamy, or clayey material of varying thickness.
COMPETING SERIES: The Trebloc series is in the same family and the Bethera, Coxville, Leaf,
Liddell, Myatt, Pasquotank, Rains, and Woodington series are in closely -related families. Trebloc soils
are on terraces, and in depressions and drainageways on uplands, typically have higher silt content in the
upper 20 inches of the argillic horizon, and have lower average yields. (See 'Remarks"). Bethera,
Coxville and Leaf soils have more than 35 percent clay in the control section. Liddell, Pasquotank, and
Woodington soils have less than 18 percent clay in the control section. Myatt soils have more than 15
percent fine or coarser sand in the upper 20 inches of the argillic horizon and also have sandy 2C
horizons at depths of less than 60 inches. Rains soils have less than 30 percent silt, and fine or coarser
sand dominates the sand fraction of the upper 20 inches of the argillic horizon.
GEOGRAPHIC SETTING: Grantham soils are nearly level and are on uplands in the Middle and
Hanover Design Services
1123 Floral Pkvvy.
Wilmington, NC 28403
http://ortho.ftw.nres.usda.gov/osd/dat/G/GRANTHAM.htmi 1/28/2010

Official Series Description - GRANTHAM Series
Page 3 of 4
Lower Coastal Plain. Slopes are 0 to 2 percent. The soils formed in loamy and silty Coastal Plain
sediments. The climate is warm and humid. Mean annual air temperature near the type location is 61
degrees F., and mean annual precipitation is about 47 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Liddell and Rains series,
these include the Aycock, Exum, Foreston, Goldsboro, Nahunta, and Stallings series. Aycock soils are
well drained and Exum, Foreston, and Goldsboro soils are moderately well drained. Stallings and
Nahunta soils are somewhat poorly drained. In addition, Goldsboro, Foreston, and Stallings soils have
less than 30 percent silt in the argillic horizon. All the associated soils except Rains are in higher
positions or are nearer to drainageways.
DRAINAGE AND PERMEABILITY: Poorly drained; slow to very slow runoff; moderately slow
permeability.
USE AND VEGETATION: About two-thirds of the acreage is forested. Common trees include loblolly
pine, pond pine, sweetgum, water oak, red maple, yellow poplar, blackgum, and willow oak. Understory
plants include greenbrier, giant cane, sweetbay, switchcane, blueberry, fetterbush lyonia, summersweet
clethra, redbay, inkberry, southern bayberry, and American holly. About one-third of the acreage has
been cleared, drained, and is used primarily for growing corn, soybeans, small grains, and pasture.
DISTRIBUTION AND EXTENT: North Carolina and possibly South Carolina and Virginia. The
series is of moderate extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Edgecombe County, North Carolina; 1976.
REMARKS: The soils now placed in the Grantham series were formerly included with the Myatt and
Trebloc series. The differences between Grantham and Trebloc soils need further study. Trebloc soils
are presumed to have mineralogical or chemical differences based on landform and higher silt content.
Diagnostic horizons and soil characteristics recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 11 inches (the A and Eg horizons)
Albic horizon - the zone from a depth of 6 to 11 inches (the Eg horizon)
Argillic horizon - the zone from a depth of 13 to 77 inches (the Big I, Btg2, and Btg3 horizons)
Aguic conditions - redoxymorphic features throughout the soil
MLRA(S): 133A, 153A SIR: NCO100
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO100 GRANTHAM 0- 2 58- 63 185-240 45- 55 40- 170
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness
NC0100 NONE 0-1.0 APPARENT DEC -MAY 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0100 0-11 VFSL L SIL 0- 0 100-100 6-18 3- 8
NC0100 11-77 L CL SICL 0- 0 100-100 18-35 4- 8
NCO100 77-99 VAR - - - -
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NC0100 0-11 3.5- 5.5 2.-4. 0- 0 2.0- 6.0 LOW
http://ortho.ftw.nrcs.usda.gov/osd/dat/G/GRANTHAM.htmi
Hanover Design Services
1123 Floral Pkwy
Wilmington, NC 28403
1/28/2010

Official Series Description - GRANTHAM Series
Page 4 of 4
9CO100 11-77 3.5- 5.5 0.-.5 0- 0 0.2- 0.6 LOW
NC0100 77-99 - - - -
National Cooperative Soil Survey
U.S.A.
http://ortho.ftw.nrcs-usda.gov/osd/dat/G/GRANTHAM.html
Hanover Design services
1123 Floral Pk wa
Wilmington, NC 28403
1/28/2010

Appendices
Table 8.01d (continued)
Name
Depth pH
K
Hydrology
Plasti-
_
Textural Classification'---.
Group
city
-.-
USDA
Unified
AASHTO
GILEAD
_0-5 4 5-5.5
0.17
C
NP
LS, GR-LS
sil SM
A-2
_.iyJ�-r,_»....
_
�. _0- _�-`%?-�•-',Ual)-
_ =r-^ _T _
r--•--_
�. _-
•' s... SM ... .. r..._t.2.=2�A-4+.•-•v,7
Svati_.=',.-_:..-'_t
-_
S-8 4.5-5 5-
_0 24
C..
4 16
SL, SCL
SM-SC. SC
_ _ .
A-2.A-0-A-6
�. =.,...` '' ��.�Y 11-iu J SI:L SC. CL A-2,A-6
GOLDSBORO 0-IS 4.5-6.0 020 B NP-14 LS, SL, FSL SM,SM-SC,SC A-2,A4,i
Svc,'�_•u:i�:�'�u-���1��ss*'3��'.'O�c��,B4'�'t:N�L$��Y SC L%aP ;-t*-' f'�� Iv2'.`$�C,{SC�C�nX As.sss
45.65 4.5-5.5 0.24 B 6.32 SCL, CL, SC SC, CL, CL-M A4, A-6,
.sue• a 7 a.�' T � � i�� -.,a. �1�._ 47„�n'�
GOLDSTON 0-16 3.6-5.5 015 C NP-10 (T]_Sn.. rw-vpRr. GM, Gil A 7 A ♦ .
•• -1.1 V,r a rvY
�_•�-�z'v�.t=. 47S=5;52`u _0'2M11�:_:ia _5.�'_-'T31%;�f'SL
LS, COSL
y=�
16-45 4.5-5.5 010 B 9-25 CL SCL
T-3345-. +�05s5,�5 S �'S'x
GRIFTON 0-15 4.5-6 5 0.20 D NP-7
i -,RMjs n.`n-�7c�iri'A'8
NMO8-15
SL, FSL
IS_-58 4.5-6.5 024 D
SL,SCL CL
5
er
GROVER 0-9 4 5-6.5 024 B NP-10
SL, FSL, COSL
1 1 1
,a✓'_sxAZ<.?tZcc•ew s,c,.
1 1
SIMI
A-4
SM, SC, SM-SC, ML A-2 A-0 A-6
,
SM_ SC aM A-2,A-4, A-6
13-30 3.6-5.5 0.32 B NP-15 FSL, L, SCL Sli SC, CL- AA A-6
NIL, CL
0-60 5.1-6 5 0.15 B NP-7 GR-L, OR-FSL, 011 CLi� SM-SC, A 2-0 A-4
'See Tables 8.01b, 8.01c and Flgure 8.0ld for definition of symbols.
Hanover Design Services
1123SJBA04".
Wilmington, NC 28403

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BOOK 764 PAGE 20:
LN TAX PARCEL No. 3228-88—if
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�1, 1123 Floral Pkwv
Wilmington, NC 28403
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Soil Map-Pender County, North Carolina
(Pander Progress Corp)
MAP LEGEND
MAP INFORMATION
Area of Interest (AOq
LZ Very Stony Spot
Map Scale: 1:4,010 if printed on A size (8.5" x 11 ") sheet.
-
Area of Interest (AOO
Y Wet spot
The soil surveys that comprise your ACI were mapped at 1:24,000.
Soils
. Other
Please rely on the bar scale on each map sheet for accurate map
_
Soil Map Units
Special Line Features
measurements.
Special Point
Features
- Gully
Source of Map: Natural Resources Conservation Service
Blowout
Web Soil Survey URL: http://websoitsurvey.nres.usda.gov
®
Borrow Pit
Short Steep Slope
Coordinate System: UTM Zone 18N NAD83
X
ClaySpot
^ Other
This product is generated from the USDA-NRCS certified data as of
Political Features
the version date(s) listed below.
♦
Closed Depression
® Cities
Soil Survey Area: Pender County, North Carolina
Gravel Pit
Water Features
Survey Area Data: Version 11, Jun 5, 2009
,.
Greveuy Spot
� oceans
Date(s) aerial images were photographed: 6/17/2006
�J
Landfill
Streams and Canals
The orthophoto or other base map on which the soil lines were
A
Lava Flow
Transportation
compiled and digitized probably differs from the background
*** Rails
imagery displayed on these maps. As a result, some minor shifting
,y,
Marsn or swamp
of map unit boundaries may be evidem.
R
Mine or Ouerry
"°n"' Inw.tate Highways
®
Miscellaneous Water
- US Routes
®
Perennial Wader
Major Roads
..
Rock Outcrop
N Local Roads
}
Saline Spot
Sandy Spot
Severely Eroded Spot
p
Sinkhole
>7
Slide or Slip
0
Sedic Spot
st
Spoil Area
,,,
Stony 50.1
USr A Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/28/2010
Page 2 of 3

Soil Map-Pender County, North Carolina
Fender Progress Corp
Map Unit Legend
Pender County, North Carolina (NC141)
Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI
Gr Grantham loam
Totals for Area of Interest
(,Sl.)_A Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
au r.! /o
60.5 92.3%
65.5 100.0%
1/2812010
Hanover Design '9" 3
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