SW8070727_Historical File_20080125

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
Bobby Hall, Executive Vive President
State Employees' Credit Union
Post Office Box 27665
Raleigh, NC 27611
January 25, 2008
Subject: Stormwater Permit No. SW8 070727
State Employees, Credit Union- Myrtle Grove Office
High Density.Project
141 Sanders Road, Wilmington, New Hanover County
Dear Mr. Hall:
The Wilmington Regional Office received a complete Stormwater Management Permit Application
for State Employees, Credit Union - Myrtle Grove Office on January 14, 2008. 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. We are forwarding Permit No. SW8
070727 dated January 25, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until January 25, 2018, and shall be subject
too .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 adjudicatory hearing upon written request within sixty (60) 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
Rhondaa HII, or me at [phone].
Sinc eer' Iv.
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ rbh: S:1WQSISTORMWATERIPERMIT1070727.jan08
cc; John A. Kuske, III, P.E., Norris Kuske & Tunstall
New Hanover County Building Inspections
City of Wilmington Development Services
Beth E. Wetheriii, New Hanover County Engineering
Rhonda Hall
Wilmington Regional Office
Central Files Dw
N- gk Carolina
� &ra14(
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.newatergualitv.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10°% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 070727
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Bobby Hall and State Employees' Credit Union
State Employees, Credit Union - Myrtle Grove Office
New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and 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 January 25, 2018, and
shall be subject to the following specified conditions and limitations:
.. DESIGN STANDARDS
1. 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 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 171,189 square feet of
impervious area.
3. 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 100,889 square feet.
4. 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.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 070727
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a.
Drainage Area, picres:
5.24
Onsite, ft :
228,254
Offsite, ft2:
None
b.
Total Impervious Surfaces, ft2:
171,189
C.
Design Storm, inches:
1.5
d.
Average Pond Depth, feet:
5
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, FMSL:
34.0
g.
Permanent Pool Surface Area, ft2:
12,530
h.
Permitted Storage Volume, ft3:
22,238
i.
Temporary Storage Elevation, FMSL:
36.0
j.
Controlling Orifice:
2.0" 0 pipe
k.
Permitted Forebay Volume, ft3:
11,908
I.
Fountain Horsepower, HP
1/4
m.
Receiving Stream/River Basin:
Mott Creek / Cape Fear
n.
Stream Index Number:
18-82
o.
Classification of Water Body:
"C; Sw"
II. SCHEDULE OF COMPLIANCE
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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 070727
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. 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 1/4 horsepower.
6. 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.
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 shall be maintained via appropriate
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 subdivision, acquisition, lease or sale of 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. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 070727
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.
III. GENERAL CONDITIONS
1. This Hermit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. 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.
3. 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..
4. In the event that the facilities fail 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.
5. 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.
6. 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.
7. 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.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 25"' day of January, 2008.
T COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

NKT ttnRnn�
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Date Received
Fee Paid
Permit Number
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b�l �,-'1 a
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_ o a Y State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
State Employees' Credit Union
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Bobby Hall, Executive Vice President
3. Mailing Address for person listed in item 2 above:
P.O. Box 27665
City: Raleigh State: NC Zip: 27611 1
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
State Employees' Credit Union - Myrtle Grove Office
5. Location of Project (street address):
141 Sanders Road
City: Wilmington County:
6. Directions to project (from nearest major intersection):
800 'from the intersection of US Hwy. 421 and SR 1187
7. Latitude: 340 7' 33" Longitude: 770 54' 22"
New Hanover
of project
8. Contact person who can answer questions about the project:
Name: John A. Kuske; III, P.E. Telephone Number: [phone]
II. PERMIT INFORMATION
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

Note: Information for the total pond drainage area, which includes Lot No. 1 at 75% maximum impervious
area and Future Development Area No. 1 at 75% maximum impervious area.
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date (if known) N/A
3. Specify the type of project (check one):
Low Density X High Density Redevelop
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimcntation,%rosion Control
General Permit
404/401 Permit
Other
NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1 In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater runoff from Lot No. 1 and Future Development Area No. 1 only will be collected,
conveyed and treated in the proposed stormwater pond designed to meet 90% TSS removal.
The stormwater pond will also meet the New Hanover County Stormwater Ordinance.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
3. Total Project Area: 5.24 AC / 228,254 SF 4. Project Built Upon Area: 75.00 Maximum %
Total Pond Drainage Area: 5.24 AC / 228,254 SF
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Mott Creek
Receiving Stream Class
Q SW
Drainage Area for Stormwater Pond
5.24 AC / 228,254 SF
EKisfifw Future Impervious * Area
2.32 AC / 100,889 SF
Proposed Impervious* Area
1.61 AC / 70,300 SF
% Impervious* Area (total)
75% Maximum
Note: see attached summary for Lot No. 9 & Future Development Area No. 1
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
On -site Streets
On -site Parkin
On -site Sidewalks
Other on -site (A fore
(Xj
Off -site
Total: 3.93 AC / 171,189 SF
Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

NKT #06003
Note: Information for Lot No.1 at 75% maximum Impervious area.
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date (if known) N/A
3. Specify the type of project (check one):
Low Density X High Density Redevelop
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control
General Permit Other
404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1 In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater runoff from Lot No. 1 and Future Development Area No. 1 only will be collected,
conveyed and treated in the proposed stormwater pond designed to meet 90% TSS removal.
The stormwater pond will also meet the New Hanover County Stormwater Ordinance.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
Lot No. 1 Lot No. 1
3. Total Project Area: 2.77 AC / 120,661 SF 4. Project Built Upon Area: 75.00 Maximum %
5. How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Lot No.1 Lot No.1
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Mott Creek
Receiving Stream Class
C; SW
Drainage Area fm-Stormwater Pond
2.77 AC / 120,661 SF
Existing Future Impervious * Area
0.60 AC / 26,295 SF
Proposed hn ervious* Area
1.47 AC / 64,200 SF
% Impervious* Area total
75% Maximum Allowed
Lot No.1 Lot No.1
Ln ervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings Including Drive Thru
9,700 SF
On -site Streets
N/A
On -site Parkin / Curbs / Drives
48,000 SF
Ors -site Sidewalks / Walks / Pads
6,500 SF
Other on -site / Future Impervious Area
26,295 SF
Off -site
N/A
Total: 90,495 SF / 2.07 AC
Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 20of 4

NKT #06003
Note: Information for Future Development Area No.1 at 75% maximum impervious area.
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date (if known) N/A
3. Specify the type of project (check one):
Low Density X High Density Redevelop
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control
General Permit
404/401 Permit
Other
NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1 In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater runoff from Lot No. 1 and Future Development Area No. 1 only will be collected,
conveyed and treated in the proposed stormwater pond designed to meet 90% TSS removal.
The stormwater pond will also meet the New Hanover County Stormwater Ordinance.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
Future Development Area No. 1 Future Development Area No. 1
3. Total Project Area: 2.47 AC / 107,593 SF 4. Project Built Upon Area: 75.00 Maximum %
How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Future Development Area No.1 Future Development Area No.1
Basin Information
Drainage Area I
Drainage Area 2
Receiving Stream Name
Mott Creek
Receiving Stream Class
Q SW
Drainage Area
2.47 AC / 107,593 SF
Ex6fin Future Impervious * Area
1.71 AC / 74,594 SF
Proposed Impervious* Area
0.14 AC 16,100 SF
Impervious* Area total
75% Maximum Allowed
Future Development Area No. 1 Future Development Area No. 1
Impervious* Surface Area
Draina a .Area 1
Drainage Area 2
On -site Buildings
N/A — To Be Determined
On -site Streets / Access Road / Driveway
6,100 SF
On -site Parkin
N/A — To Be Determined
On -site Sidewalks
N/A —To Be Determined
Other on -site / Future Impervious Area
74,594 SF
Off -site
N/A
Total: 80,694 SF / 1.85 AC
Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page a of 4

7. How was the off -site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of arty lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick stone, slate or similar material but do not include
wood decking or the water surface of swimmingpools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit mod 7cation
prior to construction.
5. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for
the status and availability of these forms.
Form SW-102
Form SW-103
Form SW-104
Form SWU-105
Form SWU-106
Form SW-107
Form SW-108
Form SW-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

V-I. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable supplement form(s) for each BMP
• Permit application processing fee of $420 (payable to I`TCDENR)
• Detailed narrative description of stormwater treatment / management
• Two copies of plans and specifications, including:
- Development / Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property / project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
Wetlands delineated, or a note on plans that none exist
Existing drainage (including off -site), drainage easements, pipe sizes; runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
John A. Kuske, III, P.E.
Designated agent (individual or firm): Norris, Kuske & Tunstall Consulting Engineers, Inc.
Mailing Address: 902 Market Street
City: Wilmington State: NC
Phone: [phone]
VIII. APPLICANT'S CERTIFICATION
Fax: [phone]
Zip: 28401
I, (print or type name ofperson listed in General Information, item 2) Bobby Hall, Executive Vice 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 115A NCAC
2H.1000. ---. X A
Signature:
Form SWU-101 Version 3.99 Page 4 of 4
Date: We L (o 7

NKT #06003
Permit No.
State of North Carolina (to be provided by DWQ)
Department of Environment and Natural Resources
Division of Water Quality
S T OR!'vf WATER 1vlA iAGh-hff iT PERMIT APPLICATION ION FORM:
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: State Employees' Credit Union - Myrtle Grove Office
Contact Person: John A. Kuske, III, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Drainage Area No. 1
elevations
Basin Bottom Elevation 19.0 ft.
Permanent Pool Elevation 34.00 ft.
Temporary Pool Elevation 310 35 r- fL
areas
Permanent Pool Surface Area 12,530 sq. ft.
Drainage Area 5.24 ac.
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
3.930 ac.
62,623 cu. ft.
22,238 cu. ft.
11,908 cu. ft.
SA/DA' 5.35
Diameter of Orifice 2.00 in.
Design Rainfall 1.5 in.
Design TSS Removal 2 90
Form SWU-102 Version 3.99
(floor of the basin)
(elevation of the orifices)
(elevation of the discharge structure overflow)
(water surface area at the once elevation)
(on site and o, f(-site drainage to the basin)
(on -site and offsite drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanentpool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw -down required
(minimum 85% required)
Page 1 of 4

Footnotes:
1. When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2. In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CIIECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
" .'A. a.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
_ b.
The forebay volume is approximately equal to 20% of the basin volume.
c.
The temporary pool controls runoff from the design storm event.
d.
The temporary pool draws down in 2 to 5 days.
e.
If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations.
f.
The basin length to width ratio is greater than 3: 1.
g.
The basin side slopes above the permanent pool are no steeper than 3: 1.
r h.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i.
Vegetative cover above the permanent pool elevation is specified.
j.
A trash rack or similar device is provided for both the overflow and orifice.
k.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
A portable generator and pump will be provided if needed.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) ❑ does
This system (check one) ❑ does
Form SWU-102 Version 3.99
® does not incorporate a vegetated filter at the outlet.
® does not incorporate pretreatment other than a forebay.
Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of temporary pool cccurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
\\ .-a-S
When the permanent pool depth reads 2" feet in the main pond, the sediment shall be removed.
S
When the permanent pool depth reads feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the hlanks)
Permanent Pool Elevation 34.0
Sediment ReNoval El. 25.7 75°
-- - - - - - -- - - - - - - - - - Sediment Removal Elevation 22.7 75%
Bottom El vation 23.0 5%------------------------------------- I -----
FOREBAY
Bottom Elevation 19.0 125%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
o. If the basin must be drained for an emergency or to perform maintenance, the hushing of sediment through
the emergency drain shall be mftiivnized to the maximum extent practical.
Form SWU-102 Version 3.99 Page 3 of 4

< , -7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Bobbv Hall
Title: Executive Vice President
Address: P.O. Brix 27665 Raleigh, NC 27611
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and
a resident of the subdivision has been named the president.
9< , a Notary Public for the State of 0I
v -r�
County of �� , do hereby certify that%
Personally appeared before me this`- day of and acknowledge the due
Execution of the foregoing wet detention basin maintenance requirements. Witness my hand and official seal
SEAL
Signature
My commission expires y
Form SWU-102 Version 3.99 Page 4 of 4

WET DETENTION POND ANALYSIS
FILE NAME: S:IWQSXSTORMWATERIEXCELSPREADSHEETSXPONDX070727.WK1
XX......
...........
P ROJ ECT A ..,
REVIEWER::'.,
X
X.
X
-Jan-08
DATE: 25
PROJECT NAME: P......i V.:.
IMPERVIOUS AREAS
Buildings
Parking
SW
Offsite
Future
TOTAL
SURFACE AREA CALCULATION
square feet
square feet
square feet
square feet
square feet
square feet
square feet
square feet
Rational C
Rational Cc= 0.05
% IMPERVIOUS 75.00% SA/DA Ratio 5.35%
Des. Depth* Req. SA 12211 sf
TSS, 85 or 90: Prov. SA sf
VOLUME CALCULATION * place a "'I" in the box if Rational is used
Rational ?*
Des. Storm
N."XX
I inches
Rv=
0.725
Bottom
ms
Perm. Pool
rnsl
Design Pool
msI
Storage met @elev 35.47 rnsl
Req. Volume
20685
cf
Vol. Prov. at DID
28120
cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
C: 3.321111111
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
12524.6
Inc. Vol.
28120.00
Acc. Vol.
0.00
28120.00
Q2 Area = 4.48 sq. inches
Q5 Area = 1.79 sq. inches
Orifice Area 3.14 sq. inches
Q= 0.084 cfs
in xin
Surface Area @DP = 15590 sq. ft.
Falling Head Drawdown = 4.4 days
L= -0.128
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

STORMWATER SYSTEM & EROSION CONTROL CALCULATIONS
STATE EMPLOYEES' CREDIT UNION - MYRTLE GROVE OFFICE
141 SANDERS ROAD
WILMINGTON, NORTH CAROLINA
For
State Employees' Credit Union
210 Racine Drive
Wilmington, NC 28403
[phone]
Revised October 2007
July 2007
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
NKT Project No. 06003

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
WET POND CALCULATIONS
Proiect Name:
State Employees Credit Union NKT No:
Contact Person:
John A., Kuske IIF, PE Phone:
For projects with multiple basins, specify which basin this worksheet applies to:
Drainage Area, DA =
- 5 24 ac
Impervious Area =
&93 ac
Pervious Area =
1.310 ac
% Impervious, 1=
75.00 %
Storage Volume Required (Simple Method):
Design Rainfall Depth, D =
Normal Pool Elevation (including berm) --
Elevation above Normal =
State Storage Pool Elevation =
Runoff Volume, Rv =
Required Storage Volume =
Provided Storage Volume =
Required Surface Area:
Average Depth, Davg =
Low
High
Low
High
Required Surface Area =
Provided Surface Area =
Drawdown Orifice:
Avg. Head =
Drawdown Time =
Internal Diameter =
Internal Diameter =
Drawdown Time =
Internal Diameter =
internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
t:5 in
34:O ft
36.0 ft
35.5 ft
0.725 in/in
20,686 ft3
22,238 ft3
10/15/2007
06003,.
[phone]
Na
SA = ` 12.530 sf
SA = 15,590 sf
SA = 17,120 sf
Rv = 0.05 + 0.009*1
V = D/12 x Rv x DA*43560
OKI
5.00 ft
% Imp SA/DA Avg Depth Proj % Imp SA/DA
70.00 5 5.00 75.00 5.35
80.00 5.7
70.00 5.5 4.50 75.00 5.95
80.00 6.4
SA/DA = 5.35 90% TSS removal, no filter strip
12,218 sf
12,530 sf OKI
0.75 ft
2 days 172,800 s
0.19 ft
2.29 in
5 days 432,00lul s
0.12 ft
1.46 in
1.87 in
2.00 in OKI
F:1Projectst2006106003 SECU - Myrtle Grove\Calculations\Structural or Givi1106003 DWQ Wet Pond 101207

10/15/2007
Main Pond Volume (Excluding Forebay)
Pond Normal Pool Area
Bottom of Veg Shelf Pool Area
Bottom Pool Area
Normal Pool Elevation
Bottom of Ven. Shelf Elevation
Bottom Pool Elevation
Normal Pool to Bottom Pond Volume
Forebay Volume (Excluding Main Pond)
Normal Forebay Pool Area
Bottom Forebay Area
Normal Pool Elevation
Bottom Forebay Elevation
Forebay Sizing
�1285
sf
5,700 .
sf
sf
34
ft
32.30
ft
19 :..
ft
50,715
FT3
2,164 sf
1. sf
34 ft
23 ft
Normal Pool to Bottom Forebay Volume 11,90$ ft
Percent Forebay Volume: 1 19.0% (18 - 22% Required) OKI
Total Volume
Average Depth
62,623
5.00
F:1Projects12006106003 SECU - Myrtle Grove\Calculations\Structural or Civi1106003 DWQ Wet Pond 101207

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
WET DETENTION BASIN SUPPLEMENT
Project Name: State Employees Credit Union NKT No: 06003
Contact Person: John A. Kuske, III, PE Phone: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: NA
elevations
Basin Bottom Elevation 19.0 ft (floor of the basin)
Permanent Pool Elevation 34.0 ft (elevation of the orifices)
Temporarty Pool Elevation 35.5 ft (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA
Diameter of Orifice
Design Rainfall
Design TSS Removal
12,530 sq. ft. (water surface area at the orifice elevation)
5.240 ac. (on -site and off -site drainage to the basin)
3.930 ac. (on -site and off --site drainage to the basin)
62,623 cu. ft. (combined volume of main basin and forebay)
22,238 cu. ft. (volume detained above the permanent pool)
11,908 cu. ft (approximately 20% of total volume)
10/15/2007
5.35 (surface area to drainage are ration from DWQ table)
2.00 in. (2 to 5 day temporary pool draw -down required)
1.5 in.
90 % (minimum 85% required)
F:1Projects12006106003 SECU - Myrtle GrovelCalculationslStructural or Civi1106003 DWQ Wet Pond 101207

S
Pre -Development
20S
Post-Dev lopment
A
(new Pond)
k
Subcat Reach; oft Link Drainage Diagram for 06003 Pond 07-05-07
_ Prepared by {enter your company name here} 10/16/2007
__.. HydroCAD® 7.10 s!n 000479 0 2005 HydroCAD Software Solutions LLC

06003 Pond 07-05-07 Type 11124-hr I-yr Rainfall=3.70"
Prepared by {enter your company name here} Page 1
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 10/16/2007
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac Runoff Depth>0.35"
Flaw Length=430' Tc=45.5 min CN=55 Runoff=0.71 cfs 0.152 of
Subcatchment 2S: Post -Development Runoff Area=5.240 ac Runoff Depth>1.89"
Flow Length=970' Tc=5.3 min CN=83 Runoff=12.40 cfs 0.826 of
Pond 3P: (new Pond) Peak Elev=36.08' Storage=29,298 cf Inflow=12.40 cfs 0.826 of
Primary=0.36 cfs 0.163 of Secondary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.163 of
Total Runoff Area=10.480 ac Runoff Volume = 0.978 of Average Runoff Depth =1.12"

06003 Pond 07-05-07 Type III 24-hr 1-yr Rainfall=3.70"
Prepared by {enter your company name here} Page 2
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 10/16/2007
Subcatchment IS: Pre -Development
Runoff = 0.71 cfs @ 12.84 hrs, Volume= 0.152 af, Depth> 0.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr 1-yr Rainfall=3.70"
Area (ac) CN Description
5.240 55 Woods, Good, HSG B
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(fi/sec)
(cfs)
43.6 300
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
1.9 130
0.0540
1.2
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
45.5 430 Total
Subcatchment 2S: Post -Development
Runoff = 12.40 cfs @ 12.08 hrs, Volume= 0.826 af, Depth> 1.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr 1-yr Rainfall=3.70"
Area (ac) CN Description
3.440 98 Paved parking & roofs
1.800 55 Woods, Good, HSG B
5.240 83 Weighted Average
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
1.0
70
0.0100
1.2
Sheet Flow,
Smooth surfaces n= 0.011 P2= 4.50"
4.3
900
0.0030
3.5. 6.23
Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38'
n= 0.012 Concrete Dioe. finished
5.3 970 Total
Pond 3P: (new Pond)
Inflow Area = 5.240 ac, Inflow Depth > 1.89" for 1-yr event
Inflow =
12.40 cfs @
12.08 hrs,
Volume=
0.826 of
Outflow =
0.36 cfs @
16.82 hrs,
Volume=
0.163 af, Atten= 97%, Lag= 284.1 min
Primary -
0.36 cfs @
16.82 hrs,
Volume=
0.163 of
Secondary =
0.00 cfs @
5.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs

06003 Pond 07-05-07 Type 1/124-hr 1-yr Rainfall=3.70"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 10116/2007
Peak Elev= 36.08' @ 16.82 hrs Surf.Area= 15,705 sf Storage= 29,298 cf
Plug -Flow detention time= 313.9 min calculated for 0.163 of (20% of inflow)
Center -of -Mass det time= 201.1 min ( 991.1 - 790.1 )
Volume Invert Avail.Storage Storage Description
#1 34.00' 81,775 cf Custom Stage Data (Prismatic) Listed below (Recaic)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
34.00 12,530 0 0
39.00 20,180 81,775 81,775
Device Routing Invert Outlet Devices
#1 Primary 34.00' 24.0" x 60.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 33.50' S= 0.00837 Cc-- 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 34.00' 2.0" Vert. Orlfice/Grate C= 0.600
#3 Device 1 36.00' 3.00' W x 0.33' H Vert. OrificelGrate C= 0.600
#4 Device 1 37.60' 4.00' W x 4.00' H Vert. Orifice/Grate C= 0.600
#5 Secondary 38.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.35 cfs @ 16.82 hrs HW=36.08' (Free Discharge)
t1=Culvert (Passes 0.35 cfs of 14.74 cfs potential flow)
2--Orifice/Grate (Orifice Controls 0.15 cfs @ 6.8 fps)
3=Orifice/Grate (Orifice Controls 0.20 cfs @ 0.9 fps)
-Orlflce/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=34.00' (Free Discharge)
t--5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

NORRIS, KUSKE & TUNSTALL DATE: 10/16/2007
CONSULTING ENGINEERS, INC.
EROSION CONTROL CALCULATIONS
PROJECT: State Employees Credit Union
NKT#: 06003
TEMPORARY SEDIMENT BASIN CALCULATIONS
REFER TO THE DRAINAGE MAP
(SEDIMENT BASIN
UNITS
DRAINAGE AREA "A"
AC
5.24
TOTAL DISTURBED AREA BEFORE IMPERVIOUS
AC
5.24
DEVELOPED IMPERVIOUS AREA
AC
3.93
DISTURBED AREA WITH IMPERVIOUS "DST"
AC
5.24
C FACTOR LAND
0.25
C FACTOR IMPERVIOUS
0.95
C FACTOR COMPOSITE
0.78
RAINFALL INTENSITY "I"
IN/HR
7.23
10 YR FLOW "Q" (CIA)
CFS
29.36
REQD STORAGE PER DISTURBED AC "RDST"
CF/AC
1800
REQ SURFACE AREA PER CFS "RCFS"
AC/CFS
0.01
REQUIRED STORAGE (DST X RDST)
CF
9,432
REQ. SURFACE AREA (Q X RCFS)
SF
12,790
SEDIMENT BASIN WITH FAIRCLOTH SKIMMt.
IN
2.0
DIAMETER OF BOTTOM ORIFICE
FAIRCLOTH SKIMMER HEAD DIAMETER
IN
2.0
FAIRCLOTH SKIMMER ORIFICE DIAMETER
IN
2.0
24 HR DRAWDOWN VOLUME (FAIRCLOTH)
CF
3283.0
2 DAY DRAWDOWN VOLUME (FAIRCLOTH)
CF
6566.0
13 DAY DRAWDOWN VOLUME (FAIRCLOTH)
CF
9849.0
DEWATERING TIME FOR REQD. STORAGE
DAYS
2.9
PERMANENT POOL ELEV. (BOTTOM ORIFICE)
FT
34.0
STATE STORAGE ELEVATION
FT
35.5
STORAGE (BTW PERM. POOL AND SPILLWAY)
CF
23,130
PERMANENT POOL SURFACE AREA
SF
15,420
" SEDIMENT BASIN ANALYSIS FOR EXISTING STORMWATER DETENTION PONDS SERVING AS
TEMPORARY SEDIMENT BASINS. SKIMMER IS ATTACHED TO BOTTOM ORIFICE IN RISER
REFER TO PLAN DETAILS.
** DEWATERING TIME FROM THE FEBRUARY 2007 FAIRCLOTH SKIMMERS SIZING PROCEDURE

Determining the Skimmer 5: e,
a d the Required Orifice
for
Faircloth :Skl mer
February 2007
important note. The orifice sizinn chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to Faircloth Skimmers. it will give the wrong size
orifce and not specify which size Faircloth Skimmer is required. Please
use the information below to choose the size skimmer required for the
basin volume rop vided and determine the orifice size required for the
drawdown time, typically 4-7 days in Pennsylvania and 3 days in North
Carolina.
The size of a Faircloth Skimmer, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 skimmer sizes offered can be reduced to adjust the
flow rate by cutting a hole or orifice in a plug using an adjustable cutter (both supplied with the
skimmer).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. it is also helpful to give the basin volume in case there are .questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 34,000 cubic feet and it must be drained in 3 days. The 3"
February 1, 2007

skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
to be reduced using step 2 to adjust the flow rate for the basin's volume. (it needs a 3.2"
diameter orifice.)
NEW 1'/2" skimmer:
1,728 cubic feet in 24 hours
6,912 cubic feet in 4 days
with a 1 Z" head
3,456 cubic feet in 2 days
12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
2" skimmer:
3,283 cubic feet in 24 hours
13,132 cubic feet in 4 days
with a 2" head
6,566 cubic feet in 2 days
22,982 cubic feet in 7 days
9,849 cubic feet in 3 days
2%" skimmer:
5,500 cubic feet in 24 hours
22,000 cubic feet in 4 days
with a 2" head
11,000 cubic feet in 2 days
38,500 cubic feet in 7 days
16,500 cubic feet in 3 days
3" skimmer:
9,774 cubic feet in 24 hours
39,096 cubic feet in 4 days
with a 3" head
19,547 cubic feet in 2 days
68,415 cubic feet in 7 days
29,322 cubic feet in 3 days
4" skimmer:
18,267 cubic feet in 24 hours
72,000 cubic feet in 4 days
with a 3.3" head
36,534 cubic feet in 2 days
127,869 cubic feet in 7 days
54,803 cubic feet in 3 days
5" skimmer:
32,832 cubic feet in 24 hours
131,328 cubic feet in 4 days
with a 4" head
65,664 cubic feet in 2 days
229,824 cubic feet in 7 days
96,496 cubic feet in 3 days
6" skimmer:
51,840 cubic feet in 24 hours
207,360 cubic feet in 4 days
with a 5" head
103,680 cubic feet in 2 days
362,880 cubic feet in 7 days
155,520 cubic feet in 3 days
8" skimmer.
97,978 cubic feet in 24 hours
391,912 cubic feet in 4 days
with a 6" head
195,956 cubic feet in 2 days
685,846 cubic feet in 7 days
CUSTOM
293,934 cubic feet in 3 days
MADE BY ORDER
CALLI
Determikiii=ig the Orifice
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume s factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= n rz and solving for r, r = (Area 13.14) .The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flora for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 34,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast. To determine the orifice required use the factor of 4,362
February 1, 2007 2

from the chart below for a 4" skimmer and a drawdown time of 3 days. 34,000 cubic feet s
4,362= 7.79 square inches of orifice required. Calculate the orifice radius using Area = a r2 and
solving for r, r = (7.8/3.14) and r =1.W. As a practical matter 1.6" is about as close as the
cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orWce adlus tar a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
IY2" skimmer: 960 to drain in 24 hours 3,840 to drain in 4 day-s
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
VA" skimmer: 1,144 to drain in 24 hours 4,576 to drain in 4 days
2,304 to drain in 2 days 8,064 to drain in 7 days
3,432 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
4" skimmer: 1,454 to drain in 24 hours 5,816 to drain in 4 days
2,908 to drain in 2 days 10,178 to drain in 7 days
4,362 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours
6,568 to drain in 4 days
3,283 to drain in 2 days
11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours
7,256 to drain in 4 days
3,628 to drain in 2 days
12,701 to drain in a days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone]" FAX [phone]
FairclothSlimmer.com [e-mail]
Orifice sbdrig Revised 2-2-01; 3-3-M, 2-1-07
February 1, 2007 3

2" Faircloth Skimmer
Instructions for Assembly, Use and Maintenance
You Will geed:
6 feet or more of I Sch 40 PVC pipe SOLID
Primer and glue for PVC pipe
Phillips screw driver, maybe a knife
Assembly and Installation Directions.
1. Glue on the 2" inlet extension to the Tee on the inlet. Install the vent.
Details Prime and glue the 2" inlet extension (with the coupling, 1 %" bushing and screw on one end) into the 2"
end of the Tee on the side of the Inlet (4" horizontal tube suspended between the sides of the float with the
aluminum screen door).
install the vent into the socket in the Tee, back the screw out, insert the short end of the vent, point the long end
toward the door on the inlet, and tighten the screw. Use a little grease so it can be removed later.
4" Sch 40
coupling
connection
1
Vent Rope
with YELLOW Inlet
tip
1'/" Sch 40 SOLID pvc
barrel or "arm"
SUPPLIED BY USER
1
1 W hose
2" inlet
extension
Patent #: 5,820,751 Skimmer shown in
floating position
2. Glue the V long 1'h" sch 40 barrel to the 1 Yz" grey coupling on the hose.
Details You will need 1 %" Sch 40 PVC pipe (solid, not foam core) for the barrel (or "arm' between the float
assembly and the IX"hose. The length of the pipe should be about 1.4 times the depth of the basin so the
skimmer floats property when the basin fills with a minimum length of 6'so the skimmer can be pulled to the side
of the basin for maintenance.
if barrel is longer than V weight may have to be added to the inlet so it sits at the right depth.
3. Put the other end of the barrel into the socket on the inlet extension and tighten the screw.
Details Make sure the screw point is not protruding into the 1 X" bushing on the outlet end of the inlet extension
you glued onto the Tee.
WITHOUT GLUE OR PRIMER, but with a little grease, insert the other end of the pipe into the bushing alf the way
in until it hits bottom. it may be easier to do this in the basin after you have connected the hose to the pipe, riser or
outlet structure. Tighten the screw so the point enters the pipe to secure it, it does not have to go all the way in.
This connection is not glued to allow disassembly and possible reuse of the skimmer later.
4. Cut the orifice in the plug size sh(xvn on the erosion control plans), put the plug in the inlet, and tighten the
screw. Close the door.
June 7, 2006 1 2" Skimmer

Details Refer to the erosion control plans for the onfice size. Open the door on the inlet and remove the 2"
plug in the inlet. Follow the instructions below for cutting the
ORIFICE. Install the orifice in the inlet, secure it with the screw
(through the hole in the top of the inlet) and close the door and
secure it with the screw eye. If you do not know the size of the
orifice, refer to the instructions on the next page.
5. Cut a trench in the bottom of the basin V to 2' deep under where
the skimmer will be placed. if required, place a support under the
skimmer inlet.
Details If the skimmer will settle to the bottom when the basin
drains it is recommended that a 1'- 2' deep trench a backhoe
bucket wide should be excavated under the skimmer to catch
sediment that will settle under the skimmer
if a pool of water is to be provided, install the support under the skimmer inlet as shown on the erosion control
plans. It is recommended that the hose connection to the pipe through the dam be low enough that the whole pond
can be drained using the skimmer even if a pool of water is to be provided Doing this will avoid using a pump to
drain the very bottom of the pond
If ice is expected during winger place the skimmer near the dam or side of the basin where the ice will be the
thinnest and you can get to the inlet to break the ice and keep water flowing through the skimmer. But do not put it
so close to the side that the skimmer cannot settle to the bottom and drain the whole basin.
6. Attach the 4" coupling on the hose to the pipe through the dam or the outlet structure.
Details Make sure the screw points are not protruding into the 4" coupling on the hose and attach it to the pipe
through the dam. Tighten the screws, just so the points go into the plastic to secure it. Greasing the pipe is
recommended so the hose can be removed later.
If the connection pipe is larger than 4" you will need a coupling for that pipe, a bushing for that coupling with a 4"
socket, and about 10" of 4" pipe to create an attachment
If attaching to a metal pipe you will need a rubber coupling (Femco) and a short piece of 4" pvc pipe to make the
connection.
OR The 4" coupling can be removed and the hose connected using the 2" threaded frtfing. If attaching to a
concrete structure with a hole or office at the bottom, either. 1) grout a 4" PVC pipe into the hole and connect the
hose: or 2) a more secure way is to use a steel plate with a hole cut in it and 2" coupling welded to it that will fit
over the hole in the concrete and bolt the plate to the structure with sealant to make it water tight.
7. Attach the rope to the Tee and the other end to a stake on the side of the basin.
Details Tie one end of the rope around the Tee between the vent socket and the 4" tube on the inlet. Secure the
other end to a stake or post on the dam or side of the basin where it can be used to pull the skimmer to the side if
necessary to remove trash and debris.
8. Put a fence post, 1 not 2, on the opposite side of the barrel from where the rope is tied to a stake to keep the
skimmer in place.
Details Put the skimmer where you want it to settle to the bottom and drive a metal fence post into the ground on
the outside of the barrel (away from the side) 2' from the float to hold the skimmer in that place. Make sun; it is
high enough so the barrel does not float over the top when the basin fills. Posts on both sides of the barrel are not
recommended because if will prevent pulling the skimmer to the side for maintenance.
9. Take a break.
June 7, 2006 2 2" Skimmer

Maintenance
Trash: If the inlet screen clogs and there is water in the basin, tugging on the rope several times will usually wash
the trash off and restore flow. If not, pull the inlet to the side of the basin and use a stick to clean the screen. Open
the screen door and remove any trash or sediment inside so grass or trees do not grow in the inlet. (Yes, this can
happen!)
Sediment Accumulation Around Skimmer: A shallow, long basin, using baffles, and inflow in the basin at the
opposite end from the outlet help keep sediment away from the skimmer. If sediment restricts skimmer movement,
pull the skimmer to one side and excavate under it.
Ice: Try to keep ice broken up at the inlet and around the barrel to keep water flowing, making it less likely the inlet
will freeze. Spray painting the float black to absorb heat is recommended. Use paint that will stick to PVC plastic.
Handling the Skimmer: The skimmer is made of plastic and will withstand heat, cold and sunlight but it needs to
be handled by hand, NOT grabbed with a backhoe bucket and yanked around, especially in cold weather. To
remove the skimmer, disconnect the hose first, then disconnect the barrel from the inlet extension. DO NOT try to
pull the skimmer loose with a backhoe.
Vandalism: Keep unauthorized persons that may do damage off the site. Do not provide rocks close to the
skimmer if possible. If possible, taking other considerations into account, position the skimmer out in the basin
away from the banks to decrease the potential for a successful hit,
Call if you have problems or questions
Cutting and Installing the ORIFICE in the Inlet
Purpose: cutting a smaller hole or orifice (less than 2') in the plug and installing it in the inlet reduces the flow rate
through the skimmer to match the volume of the basin and the number days to drain the basin. It customizes the
skimmer for the basin it is used in and is not optional if the erosion control plan calls for a specific orifice.
1. The size of the orifice should be shown on the erosion control plans with the sediment basin specifications. If so
use the following instructions to adjust the cutter, cut the orifice in the plug, and put the plug in the inlet. If the size
Is not shown use the instructions on the next page to determine the orifice size or call us.
2. Cutting the Orifice After finding the size of the orifice on the plans or determining the size use the cutter provided
to cut the hole in the center of the plastic plug you removed from the inlet.
Measure the radius (112 of the diameter) of the required orifice from the center of the pilot hole in the plug and
mark it with a pencil.
0 1 2 3 4 5 6
Fold Page on Bottom Line to Create Ruler for Measuring Orifice Radius
BE CAREFUL OF THE SHARP NAIL POINT! Loosen the bolt in the slot by turning the wing nut. Place the end of
the bolt with the 2 nuts on it in the pilot hole in the center of the plastic plug. Place the point of the nail on the mark
for the orifice radius.
While holding the bolt at the proper place, remove the cutter from the pilot hole and tighten the wing nut. You
should be able to tighten it without a wrench or pliers.
Next, insert the end of the bolt back in the pilot hole in the flat side of the plastic plug so the nail point is against the
plug. Hold the plug in one hand while turning the cutter with the other hand and scour the plug. Don't try to cut
through the plug with just one turn, take several on each side. Turn the plug over and scour the other side several
times.
The center of the hole should pop out after scouring both sides even if the plastic is not cut completely through
around the entire perimeter. If not, CAREFULLY use a knife and cut around the scour fine to finish cutting through.
3. Installing the Orifice Remove the screw eye holding the aluminum screen door on the inlet and open the door to
get to the inlet:
June 7, 2006 3 2" Skimmer

Put the plug into the inlet, the 2" pipe sticking through the side of the 4" pipe with the Tee attached to it. See the
picture above. Tighten the screw on the inlet enough so the point goes into the plug. Put the Phillips screwdriver
through the hole in the top of the inlet to reach this screw. Check to make sure the plug is secure.
DON'T GLUE THE PLUG IN THE INLET. Doing so limits reusing the skimmer on another sediment basin that
requires a different size orifice.
Close the door and replace the screw eye to hold it shut.
Determining Orifice Size
Draining the sediment basin in the required time involves: #1 choosing the size skimmer needed to drain the basin's
volume in the specked number of days, in this case a 2" skimmer; and #2 adjusting the flow rate through the skimmer
using a smaller orifice or hole placed in the inlet pipe. To determine the radius of this orifice divide the basin's volume
by a factor (from #2 below) for the number of days to drain the basin; the result is the required area of the orifice.
Then, calculate the orifice radius using Area = x rZ and solving for r, r = (Area / 3.14) . The cutter can be adjusted
to that radius and the orifice cut in the plastic plug that fits in the inlet as described above. This procedure
"customizes" the skimmer for the basin it will be installed in.
1. Approximate skimmer maximum capacities based on typical draw down requirements, which can vary between
States and jurisdictions and watersheds. Draining the basin in less than 2 days is not recommended.
2" skimmer 3,283 cubic feet in 24 hours 16,415 cubic feet in 5 days
with a 2" head 6,566 cubic feet in 2 days 19,698 cubic feet in 6 days
9,849 cubic feet in 3 days 22,982 cubic feet in 7 days
13,132 cubic feet in 4 days
2. Factors (in cubic feet of flow per square inch of opening through a round orifice for the draw down times shown) to
use in determining the orifice radius in inches for a particular basin volume to be drained. This quick method works
because the orifice is centered and has a constant head (the distance between the center and the water surface).
An alternative method is to use the orifice equation (C = 0.59) with the head for the particular slimmer (shown
under #1 above) and determine the required orifice for the volume and draw down time.
2" skimmer 1,123 to drain the basin in 24 hours 6,615 to drain the basin in 5 days
2,246 to drain the basin in 2 days 6,738 to drain the basin in 6 days
3,369 to drain the basin in 3 days 7,861 to drain the basin in 7 days
4,492 to drain the basin in 4 days
The 1) size skimmer necessary for the sediment basin and 3) the required orifice radius and diameter for the
skimmer should be shown on the erosion control Alan for each basin. Also give the basin volume and number of
days to drain; this can be helpful when the contractor orders the skimmer. During the skimmer installation the
required orifice can be cut in the plastic plug by the contractor using the supplied cutter and installed in the
skimmer using the instructions with the skimmer.
The plan review and enforcement authority may require calculations showing that the skimmer used can drain the
basin in the required time.
For more information on sizing the orifice and for an example problem go to our web site or call us.
Revised 2-2-01; 3-3-05; 6-7-06
J. W. Faircloth & Son Inc.
412-A Buttonwood Drive
PO Box 757
Hillsborough, I!C 27278
[phone]
[phone] Fax
Email: [e-mail]
fairciothskimmer.com 2inchlnstr
June 7, 2006 4 2" Skimmer

NORRIS. KUSKE &TUNSTALL
CONSULTING ENGINEERS,
October 17, 2007
Ms. Rhonda Hall, Environmental Engineer
NC DENR
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
INC.
Re: State Employees' Credit Union — Myrtle Grove Office
State Stormwater Project No. SW8 070727
141 Sanders Road
New Hanover County, NC R
NKT Project No. 06003 nrT i it ?007
Dear Ms. Hall:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E, of Counsel
We are responding to your comment letter dated September 24. 2007 as follows -
Based on our review and interpretation of the NPDES Phase II Regulations, we
have designed the project and stormwater pond to meet the following applicable
NPDES Phase II Regulations for a high -density project.
Coastal counties must have stormwater management systems that treat
the first inch and a half (1 %") of rain.
Stormwater management system discharge rate is equal or less than
predevelopment for the 1-year 24-hour storm.
Enclosed are two (2) sets of revised plans and one (1) set of revised calculations
addressing the regulations above for your review and approval.
2. The applications have been resigned by the State Employees' Credit Union
Executive Vice President, Bobby Hall and are enclosed.
3. A signed copy of the US Army Corps of Engineers Jurisdictional Determination
and a signed wetlands map are enclosed for your use.
4. The proposed stormwater pond permanent pool elevation is 34.00. Based on the
enclosed stormwater study (the reference to stormwater infiltration area is
incorrect and insignificant) performed by Land Management Group, the soils in
the area of the proposed stormwater pond do not have a seasonal high water
table within 108" / 9' of the existing surface. The existing site surface elevation is
approximately 39.00 in the soil boring areas. The elevation one hundred eight
inches / nine feet (108" / 9') below elevation 39.00 is elevation 30.00. Therefore,
the proposed stormwater pond permanent pool elevation is well above the boring
902 Market Street •Wilmington, NC 28401-4733 • Phone: [phone] • Fax: [phone]

Ms. Rhonda Hall / NC DENR
October 17, 2007
Page 2
termination elevation, which is 30.00. We added a note to the stormwater pond
section detail stating that no evidence of a seasonal high groundwater table was
encountered within 108" / 9' of the existing site surface elevation, which is
approximately elevation 39.00.
The proposed stormwater pond permanent pool elevation is 34.00. The wetland
elevation varies between elevation 26.00 and elevation 30.00. Therefore, the
proposed stormwater pond permanent pool elevation is above the wetland
elevation.
Please contact us if you have any further questions or comments. Thank you for your
assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
` 6)� �
Joh A. Kuske, III, P.E.
JAKIII/asn
06003 10-17-07-s-sw response-Itr
cc: Jimmy Ashley / O'Brien Atkins Associates, P.A.

North Uarolma Secretary of State
rage 1 or 1
`Vt
i IV4 I .
CORPORATIONS
North Carolina
Elaine F Marshall DEPART ENT OF THE
.Secretary SECRETARYOFSTATE
PO Box 29622 Ralekj , NC 27626-0622 i919'807-2000
Corporations Home
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Printable Page
Date: 7/9/2007
Click here to:
View Document Filings I
Corporation Names
Name Name Type
NC State Employees' Legal
Credit Union
Non -Profit Corporation Information
SOSID:
0923463
Status:
Current -Active
Date Formed:
6/4/1937
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office
Address:
Registered Mailing
Address:
Principal Office
Address:
Principal Mailing
Address:
Blaine, James C.
1000 Wade Ave.
Raleigh NC 27605
PO Box 27665
Raleigh NC 27611
www.ncsecu.org
No Address
For questions or comments about the Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/corporations/�:orp.aspx?Pjtemld=823 l 747 7/9/2007

C200716200570
STATE OF NORTH CAROLINA
Department of the Secretary of State
DESIGNATION OF REGISTERED OFFICE ADDRESS
AND/OR REGISTERED AGENT
SOSID: 923463
Date Filed: 6/20/2007 9:56:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200716200570
Pursuant to §5513-30 and §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the
purpose of designating a registered office and/or registered agent in the State of North Carolina.
I. The name of the entity is: Slate Employees' Credit Union
Entity Type: ❑Corporation, []Foreign Corporation, EINonprofit Corporation, Foreign Nonprofit Corporation,
OLimited Liability Company, OForeign Limited Liability Company, F]Limited Partnership,
OForeign Limited Partnership, ❑Limited Liability Partnership, []Foreign Limited Liability Partnership
2. (Check if applicable). [,t ] The entity currently has no registered office on file with the Secretary of State.
3. (Check if applicable). [ j The mailing address of the registered office is not on file with the Secretary of State.
4. The street address and county of the entity's designated registered office is:
Number and Street: 1000 Wade Ave.
City, State, Zip Code: Raleigh, NC 27606
County: Wake
5. The mailing address tf aYfferent, from the street address of the designated registered office is:
P. 0. Box 27065 Raleigh, NC 27611
6. (Check ifapplicable). [ ] The entity currently has no registered agent on file with the Secretary of State.
7. The name of the designated registered agent and the designated regist ed agent's written consent to the appointment appears
below
James C. Blaine 1A0M&,-1-
(Type or Print Name of New Agent) (Signature & Title"')
8. The address of the entity's registered office and the address of the business office of its registered agent, as designated herein,
will be identical.
9. This statement will be effective upon filing, unless a date and/or time is specified:
10. This is the 5 day of June , Z0 07
State Employees' Credit Union
(Name of Entity)
(Signature)
James C. Blaine, President
(Type or Print Name and Title)
NOTES:
1. Filing he is $5.00. One executed statement must be filed with the Secretary of State.
2. This form is for use by entities that have not riled the name of a registered agent or address of a registered office with the Corporations
Division.
• Instead of signing here, the new registered agent may sign a separate written consent to the appointment, which host he attaehed to this
statement.
CORPORATIONS DIVISION P.O. BOX 29622 RALEIGH, NC 27626-0622
(Revised January 2002) (Form BE-05)

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
July 3, 2007
Ms. Linda Lewis, Environmental Engineer
NC DENR / Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Submittal
State Employees' Credit Union — Myrtle Grove Office
141 Sanders Road
Wilmington, NC
NKT Project No. 06003
Dear Ms. Lewis:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Enclosed are two (2) sets of plans for the subject project, two (2) stormwater pond
drainage area plans, one (1) set of calculations, one (1) copy of the stormwater
narrative, one (1) copy of the Articles of Organization, the original Division of Water
Quality Stormwater Management Permit application, the original SWU-102 supplement
form and a $420.00 check for the permit review fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
John A. Kuske, III, P.E. y
JAKIII/asn
06003 07-03-07-s-s"r
Enclosures
cc: Jimmy Ashley / O'Brien Atkins Associates, P.A. (w/ 1 Copy of All)
902 Market Street • Wilmington, NC 28401-4733 0 Phone: [phone] • Fax: [phone]

of W ATFR
0� QG
r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
Stuart Hudson, Senior Vice President
State Employees' Credit Union
210 Racine Drive
Wilmington, NC 28403
September 24, 2007
Subject: Request for Additional Information
Stormwater Project No. SW8 070727
State Employees' Credit Union - Myrtle Grove Office
New Hanover County
Dear Mr. Hudson:
The Wilmington Regional Office received a Stormwater Management Permit Application for
State Employees' Credit Union - Myrtle Grove Office on July 11, 2007. A preliminary review of
that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
This project appears to be located in New Hanover which has be designated as a
NPDES Phase II county. Therefore, it appears that the project will need to be
designed to meet the Phase 11 regulations. Please either design the project to
meet the Phase II regulations or provide a justification as to why the project is not
required to meet the Phase II regulations.
2. Please provide documentation of Mr. Stuart Hudson's position as Senior Vice
President.
3. Please provide a copy of the wetlands delineation map signed by the Corps of
Engineers, or provide a copy of the unsigned delineation map submitted to the
Corps.
4. Please verify that the permanent pool elevation is above the SHWT and above
the .lowest elevation of adjacent wetlands. Please also shown the elevation of
the-'SHWT on the stormwater pond section detail.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to October 24, 2007, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for
a time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A. *Caro
ural��.a
y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwatgMuality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

Stuart Hudson
September 24, 2007
Stormwater Application No. SW8 070727
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Rhonda Hall
Environmental Engineer
ENB/rbh: S:\WQS\STORMWATER\ADDINFO\2007\070727.sep07
cc: John A. Kuskee, III, P.E., Norris, Kuske & Tunstall Consulting Engineers
Rhonda Hall
Page 2 of 2

LMG
LAND MANAGEMENT GROUP INC.
Environmental Consultants
Bill O'Brien Jr. FAIR October 11, 2007
Jay W. Smith
O'brien Atkin Assoc., PA
P.O.Box 12037
Research Triangle Park NC 27709
0GO04S
RECEIVED
OCR 15 2007
K TL
Reference: Stormwater iRfik;a4cn study for the State Employee's Credit Union located in
Wilmington, NC.
Dear Mr. Obrien and. Mr. Smith:
On Wednesday, October 10, 2007, Land Management Group, Inc. had the pleasure of
evaluating the proposed stormwafer infiltration area at the existing State Employee's Credit
Union property prior to basin creation. The purpose of the evaluation was to describe the cnn
profile, quantify the depth to the seasonal high water table, and to inform the project engineer of
any potential limitations of this project.
The soils at this site are mapped as Kureb soils in the Soil Survey of New Hanover
County (USDA, 1977). Actual soil borings 1 and 2, confirm the soil to be a Kureb soil series
Appendix A. The Kureb soil series can best be described as soils that formed from a series of
depositional events, from fluvial, aeolian, and marine sands. The seasonal high water table is
normally evident by observation of redoximorphic features suggesting past conditions of
saturation and reduction. There is no evidence of redoximorphic features within a depth of 108"
in either boring 1 or 2 of the proposed infiltration area, which was the maximum extent of our
borings (see complete soil profile notes in Appendix A). No physical water levels were recorded
on October 10t` to a depth of 108" from the existing soil surface. All recorded depths are from
the existing surface as noted in the soil boring notes. The official published description and
physical and chemical data for the Kureb soil series are shown in Appendix B for comparison.
In summary, LMG has performed a site specific evaluation within the stormwater
infiltration area. This area has soils that do not have seasonal high water tables with in 108" from
the existing surface, which was the maximum extent of our borings. No limitations to the
proposed use have been identified on this site. Please do not hesitate to contact me if you
have any questions with this report. I may be reached at 910452-0001, 91,a 47-1 )5U5"or at
nhowell u.im-roup.net .
Sincerely,
pi
Nick Nowell
Environmental Scientist /
www.lmgroup.net • [e-mail] • Phone: [phone] Fax:!910.452.0060
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 o P.O. Box2522, Wilmington, NC 28402

Appendix A
Soil Profile Descriptions

State Employees Credit Union
Stormwater Evaluation
Detailed Soil Profile Descriptions
October 11, 2007
Hole I Shoulder Slope 1-2%
A — 0-3" Sand, granular, very friable non sticky non plastic,. I0YR 3/4.
E — 3-31" Sand, single grained, loose non sticky non plastic, 1 ORY 7/1.
C — 31-62" Sand, single grained, loose non sticky non plastic,. i OYR 6/6.
CBh — 62-87" Sand single grained, loose non sticky non plastic, 1 OYR 5/4 with 1 OYR
3/3 Bh Stains through out the horizon.
C' i — 87-95" Sand, single grained, loose non sticky non plastic, 2.5Y 5/6 with 2.5Y 6/4
mottles.
C'2 — 95-103" Sandy Loam, weak medium subangular blocky friable slightly sticky non
plastic, 1 OYR 5/8.
C'3—103-108" Sand, single grained, loose non sticky non plastic, 1 ORY 516.
Physical Water: NA
SHWT: >108"
Hole 2 Shoulder Slope 24%
A -- 0-5" Sand, granular, very friable non sticky non plastic, 10YR 3/4.
E — 5-11" Sand, granular, very friable non sticky non plastic, 1 OYR 7/1.
C 1-11-33" Sand, single grained, loose non sticky non plastic, 1 OYR 5/6.
C2 — 3 3 - 8 1 " Sand, single grained, loose non sticky non plastic, 1 OYR 6/4.
C3 — 81-90" Sandy Loam, weak medium subangular blocky, friable slightly sticky non
plastic, 10YR 5/8.
C4 — 90-108" Sand, single grained, loose non sticky non plastic, 10YR 5/6.
Physical Water: NA
SHWT: >108"

Appendix B
Published Description and Chemical and Physical Properties of the Kureb Series

LOCATION KUREB NC+FL GA
Established Series
Rev. AW:AG;Rev. RLV
07/2005
KUREB SERIES
The Kureb series consists of very deep, excessively drained, gently sloping to moderately steep soils on Coastal Plain uplands and on side slopes along streams
and bays. They have formed in marine, aeolian, or fluvial sands. Slopes range from 0 to 20 percent. Near the type location mean annual precipitation is about
50 inches and mean annual temperature is about 63 degrees F.
TAXONOMIC CLASS: Thermic, uncoated Spodic Quarzipsamments
TYPICAL PEDON: Kureb sand --on a 4 percent slope under sparsely mixed hardwoods of turkey and bluejack oak and scattered longleaf pine. (Colors are for
moist soil unless otherwise stated.)
A--O to 3 inches; dark gray (1 OYR 4/1) sand; single grained; loose; organic matter and quartz grains have sat and pepper appearance; many fine and large
roots; neutral; clear wavy boundary. (2 to 5 inches thick)
E-3 to 26 inches; light gray (1 OYR 7/1) sand; single grained; loose few Iarge roots; neutral; clear irregular boundary. (4 to 45 inches thick)
CBh--26 to 51 inches; brownish yellow (10YR 6/6) sand; single grained; loose; few tongues of light gray (1 OYR 711) extend from above horizon; dark brown
(7.5YR 3/4) and few bands and bodies (Bh) of dark reddish brown (5YR 3/2); bands are intermittent at horizon contact and vertically along walls of tongues;
many clean and coated sand grains; neutral; gradual wavy boundary. (4 to 46 inches thick)
C-5I to 89 inches; pale brown (I OYR 6/3) sand; single grained; loose, slightly acid.
TYPE LOCATION: New Hanover County, North Carolina; 1 3/4 miles south of U. S. 421 and N.C. 132 junction; 1/4 mile east and about 200 feet south.
RANGE IN CHARACTERISTICS: Thickness of the sandy horizons is more than 80 inches. Soil reaction is neutral to extremely acid throughout. All
horizons are fine sand, sand, or coarse sand. Silt plus clay content is less than 5 percent.
The A horizon has hue of I OYR, value of 3 to 7, and chroma of 1 or 2.
The E horizon has hue of I OYR or 2.5Y, value of 5 to 8, and chroma of I to 3. Tongues of E horizon are in old root channels in the 013h horizon.
The C part of the CBh horizon has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 2 to 8. The Bh part of the CBh horizon has hue of 5YR to IOYR,
value of 2 to 6, and chrome of 2 to 4.
The C horizon has hue of 7.5YR to 2.5Y, value of 4 to 8, and chroma of I to 8. Few to common mottles in shades of brown, yellow, or gray are in the C
horizon of some pedons. Gray mottles are the result of uncoated sand grains and not wetness.
COMPETING SERIES: (Not updated) Resota series is the only soil in the same family. Alaga, Alpin, Cainhov, Centenary Corol la Foxy+=orth. Er L)R,
Kershaw, Lakehurst, Lakeland, Lakewood, Newhan, Orsimo, Ousley, Paola, Resota, Rimini, and Welaka series are in closely related families. Resota soils are
moderately well drained and have seasonal high water table at depths of40 to 60 inches. Alaga, Alpin, Corolla, Foxworth, Fripp, Kershaw, Lakeland, Newhan,
Paola, and Wekaka soils lack an intermittent Bh horizon. Ir. addition, Alaga soils have 10 to 25 percent percent silt plus clay in 10- to 40-inch control section.
Alpin soils have lamella beginning at depths of 40 to 70 inches. Corolla and Newham soils are affected by salt spray. Lakeland soils have 5 to 10 percent silt
plus clay in the 10- to 40-inch control section. Ousley soils have a seasonal watertable at I.5 to 30 feet Paola soils are hyperthermic and Wekaka have Bir
horizons. Cainhoy soils have an Er horizon underlain by Bh horizon. Centenary soils have Bh horizon in subsoil. Lakehurst soils occur in mesic temperature
regimes. Rimini soils have a thick sandy E horizon overlying a continuous Spodic horizon.
GEOGRAPHIC SETTING: The Kutch soils are gently sloping to moderately steep and are on broad surfaces of the lower Coastal Plain. Gradients are 3 to
10 percent and may range to 20 percent on side slopes along streams and edges of bays. The regolith is marine, aeolian or fluvial sands. Near the type location
mean annual precipitation is about 50 inches and mean annual temperature is about 63 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Alaga, Kershaw, Lakeland, and Rimini series plus the Bayrneade soils. Baymeade
soils have sandy loam Bt horizons.
DRAINAGE AND PERMEABILITY: Excessively drained; Slow runoff. Rapid permeability. Depth to seasonal high water table is more than 6 feet during
most of the year.
USE AND VEGETATION: Mainly wooded. Native vegetation is turkey oak, bluejack and a few live oak with scattered longleaf pine. The understory
consists mainly of huckleberry and pineland threeawn_
DISTRIBUTION AND EYTENT: Tidewater Area of North Carolina, Georgia and Florida The series is or moderate extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1974.
REMARKS: The Kureb soils were formerly included in the Lakewood series. Diagnostic horizons and features recognized in this pedon are:
Ochric epipeon - the zone from the surface to a depth of 26 inches (A and E horizons)
1 of 2 10/ 10/2007 3:57 PA

ADDITIONAL DATA: None
MLRA: 153B Sa- NCO063
TABULAR SERIES DATA:
S0I-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCOU63 KUREB 0- 20 60- 70 200-290 96- 57 20- 90
S0I-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness NCO063 NONE 6.0-6.0 - 60-60
SOI-5 Depth Texture 3-Inch NO-10 Clay% -CEC- NCO063 0-80 S COS FS 0- 0 100-100 0- 3 0- 5
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
MC0063 0-80 3.5- 7.3 0.-2. 0- 0 6.0- 20 LOW
National Cooperative Soil Survey
U.S.A.
2 of 10/10/2007 3:57 Pb

Appendix C
Test Area

State Employee's Credit Union
Myrtle Grove
Stormwater Evaluation
Test Area Map
October 111 2007
X-
------ -----
I *Map Not To Scale*
I Soil Boring **Map Provided By Others'

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
STATE EMPLOYEES' CREDIT UNION - MYRTLE GROVE OFFICE
141 SANDERS ROAD
NEW HANOVER COUNTY, NORTH CAROLINA
For
State Employees' Credit Union
210 Racine Drive
Wilmington, NC 28403
[phone]
1411111 I S-19?gy
\ArCA q,
July 2007
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 06003

NARRATIVE
PROPERTY OWNER / DEVELOPER CONTACT:
State Employees' Credit Union
210 Racine Drive
Wilmington, NC 28403
PROJECT DESCRIPTION:
The State Employees' Credit Union owns an 8.55 acre tract of land at the north west
corner of the Carolina Beach Road / US 421 and Sanders Road / SR 1187 intersection
in New Hanover County, North Carolina. A portion of the tract is being developed. The
8.55 acre tract has been divided into several areas as sho,,lfn on the attached Overall
Tract Data sheet and Overall Tract Plan. At this time, t:a design and site permit
submittals are specifically for Lot No. 1 and Future Develops -enit Area No. 1 only. The
project site area, which is approximately 5.24 acres, inclu�;.:.,s Lot No. 1 and Future
Development Area No. 1. Future Development Area No. 2 will be designed and
permitted at a later date. All other areas shown which include Conservation Space No.
1, the wetland and Conservation Space No. 2 will not be dish:;': ed or developed.
As mentioned above, the project site includes Lot No. 1 and uture Development Area
No. 1. Lot No. 1, which is 2.77 acres, was subdivided out of 8.55 acre tract. Future
Development Area No. 1, which is 2.47 acres, is the balarica of the 5.24 acre project
site. The State Employees' Credit Union will retain owners; ;:p of Lot No. 1 and Future
Development Area No. 1. Future Development Area No. 1 -Nill be subdivided in the
future to create a lot prior to being leased, sold and / or dev ::oiled. New site permits
and / or permit modifications / revisions, protective covenants and deed restrictions will
also be required prior to leasing, selling and / or developing rture Development Area
No. 1.
Water and sewer infrastructure and a stormwater pond have been designed to serve
Lot No. 1 and Future Development Area No. 1. Driveway access to Sanders Road / SR
1187 has been designed to serve Lot No. 1 and Future Development Area No. 1. A
new State Employees' Credit Union bank is proposed on Lot No. 1 with paved parking
and access to Sanders Road / SR 1187. Infrastructure will be provided to serve Future
Development Area No. 1, which will be developed at a later d2te.
As mentioned above, two (2) driveways onto Sanders Road / SR 1187 are proposed to
serve Lot No. 1 and Future Development Area No. 1 as shown on the enclosed plans.
The off -site roadway improvements associated with the driveways and intersection are
being designed, permitted and constructed by others as noted on the enclosed plans.

SITE DESCRIPTION:
Prior to being purchased by the State Employees' Credit Union, the 5.24 acre project
site (Lot No. 1 and Future Development Area No. 1) was an existing mobile home park.
The mobile homes have been removed from the site. The remaining existing site
infrastructure will be demolished and removed after the necessary permits and
approvals are obtained. The majority of the project site is cleared of underbrush and
moderately wooded with trees. The existing trees will remain on the project site to the
extent possible. Grades on the site range from 0.10% to 15.00%. The stormwater
runoff from the site currently sheet flows to the NC DOT right-of-way and / or to the
existing wetland area.
EROSION CONTROL MEASURES:
Approximately 5.6 acres will be disturbed to allow construction of the project site
infrastructure and to allow the construction of a new State Employees' Credit Union bank
with paved parking and access.
The attached plans and specifications give the requirements for erosion control
measures. Silt fence shall be installed as shown on the attached plans. Erosion
control measures will be installed around the inlets as shown on the plans to trap silt
during construction. Inspect the erosion control around the inlets after each rain and
make repairs as needed. Remove sediment as necessary to provide adequate storage
volume for subsequent rains. When the contributing drainage area has been
adequately stabilized, remove all materials and any unsuitable soil and either salvage
or dispose of it properly. Bring the disturbed area to proper grade, .then smooth and
compact it. Appropriately stabilize all bare areas around the drop inlets. Temporary
graveled construction entrances will be installed as shown on the plans. Maintain the
gravel construction entrances in a condition to prevent mud or sediment from leaving
the site. The contractor shall inspect the construction entrance on a daily basis. This
may require periodic top dressing with additional stone. Any objectionable materials
spilled, washed, or tracked onto public roadways shall be removed immediately.
STORMWATER MANAGEMENT MEASURES:
Land disturbing on the project site will exceed one acre, which requires the project site
to comply with the NC DENR State Stormwater Regulations. The project site will also
be required to comply with the New Hanover County Stormwater Ordinance.
The proposed stormwater pond has been designed to comply with both the NC DENR /
State Stormwater Regulations and the New Hanover County Stormwater Ordinance.
The narrative will focus on the NC DENT / State Stormwater Regulations design
criteria. The project site area, which is 5.24 acres, is also the stormwater pond
drainage area for design. The stormwater pond is designed to serve Lot No. 1 and

Future Development Area No. 1 at an assumed 75.00% impervious area coverage. The
sum of the Lot No. 1 area and Future Development Area No. 1 equals the 5.24 acre
project site area / stormwater pond drainage area. Therefore, the stormwater pond is
designed to serve the total project site area / stormwater pond drainage area at an
assumed 75% impervious area coverage. The stormwater pond design is based on
average depth to achieve 90% TSS removal. Critical design elevations are detailed on
the plans and in the calculations. The required storage volume will be released within
the 2-5 day drawdown period as shown in the calculations. A forebay has been
provided at the head of the stormwater pond. The forebay has been designed to
handle approximately 20% of the total pond volume. A 10' vegetated shelf has also
been provided at a 6:1 slope in the main part of the pond. Plantings for the vegetated
shelf are detailed on the plans. A vegetated shelf has not been provided in the forebay
in accordance with Item 6 on Page 2 of the State stormwater guidance document
issued to Engineers and developers on February 9, 1998. All stormwater runoff from
impervious areas will be directed to the stormwater pond forebay. An emergency
spillway has been provided for the stormwater pond. The stormwater pond outlet
discharges into an existing regraded swale adjacent to Sanders Road / SR 1187.
CONSTRUCTION SEQUENCE:
The contractor will install the gravel construction entrances and new silt fence prior to
beginning any demolition, removal and grading operations. Disturbed areas will be
landscaped or seeded upon completion in accordance with the specifications attached.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. Install erosion control measures reasures before beginning construction or as soon
t tereafter as possible. Ail erosion and sediment controi practices will be
checked for stability and operation following every runoff -producing rainfall but in
no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
2. Maintain the gravel co,, nstruction entrances in a condition to prevent mud or
sediment from leaving the construction site. The contractor shall inspect the
construction entrances on a daily basis. This will require periodic top dressing
with additional No. 4 stone. Any objectionable materials spilled, washed, or
tracked onto public roa; }ays shall be removed immediately.
3. Install erosion control measures around the drop inlets as shown on the plans to
trap silt during construction. Inspect the erosion control around the inlets after
each rain and make repairs immediately. Remove sediment when it becomes 8"
deep to provide adequ,,,;e storage volume for subsequent rains. Remove and
replace the rock when it no longer drains properly. When the contributing
drainage area has bee -A adequately stabilized, remove all materials and any
unstable soil and either salvage or dispose of it properly. Bring the disturbed
area to proper grade and appropriately stabilize all bare areas around the drop
inlets.
4. Sediment will be removed from behind the silt fence when it becomes 0.5 feet
deep at the fence. The sediment fence will be repaired as necessary to maintain
a barrier. Silt fence star,rs shall be spaced 6 feet apart unless a wire backing is
used with 8 foot stake spacing.
5. Inspect temporary sedi,;:-ant traps / check dams after each period of significant
rainfall. Remove sediment and restore the trap to its original dimensions when
the sediment has accur;;ulated to one-half the design depth of the trap. Place
the sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing. Check the structure for damage from
erosion or piping. Pericc. cally check the depth of the spillway to ensure it is a
minimum of 1.5 ft belcvi the low point of the embankment. Immediately fill any
settlement of the embankment to slightly above design grade. Any riprap
displaced from the spilliviay must be replaced immediately. After all sediment -
producing areas have been permanently stabilized, remove the structure and all
unstable sediment. Smooth ooth the area to blend with the adjoining areas and
stabilize properly.
6. The stormwater pond will act as a sediment basin and will be cleaned out when
the level of sediment reaches 2.0 ft below the top of the riser. Gravel will be
cleaned or replaced when the sediment pool no longer drains properly.

7. The angle for graded slopes and fills shall be no greater than the angle that can
be retained by vegetative cover or other adequate erosion -control devices or
structures. In any event, slopes left exposed will, within 21 calendar days of
completion of any phase of grading, be planted or otherwise provided with
temporary or permanent ground cover, devices, or structures sufficient to restrain
erosion.
8. All disturbed areas shall be seeded within 21 calendar days of disturbance. All
seeded areas will be fertilized, reseeded as necessary and mulched according to
specifications in the vegetative plan to maintain a vigorous, dense vegetative
cover.
9. More stringent measures shall be used to halt erosion if those shown on this plan
are not effective.
10. All erosion shall be controlled including side slopes before the project is
completed.
11. Remove temporary measures upon completion of project. All permanent
measures will be well established before project closeout.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other
water impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 21 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a
minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.

2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site
r:Yoperty or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
osion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be
applied at a rate of 150 gallons per ton of straw.
.,.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
. o om the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales,
shall consist of Class A or Class B erosion control stone at minimum two feet high and

three feet thick across the watercourse, with a one foot thick layer of gravel on upstream
side. Remove sediment if accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a depth
greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION

06603
U.& AR141Y CORD'S OF ENGMERS
WILMINGTON DISTRICT
Acdon Id. SAZ-20"271 Covaty: ft 32u°va!` U.S.G.S. Qwd. Eumbfta
N OTMCATION1' OF JUMSDICTIONAA. DE ATION
I ti • , ti r1, ,
Telephone No,:
Property description:
Size (pare,)
xemwit Wey
trios HUC
Location melon
in ate I Aft
A. Preliminary Determination
Nearest Towx
River Basin
Cooedh ate s
W
Bated am preliminary inkrmabon, ftn maybe wetlands on the above deemed property. We straggly suggest you beve
this property inspected m determine the extent of Dopartmeatt ofthe Army A) jesipdiceaan. To be aonsidared fiasl, a
jinisdictio®at boa must be verefted by the Corps. Tbis prislimirle�ey dotarfltingtia flat an•agpmlable action
Fai�rt!►esRpgulatary�Prbecam'Adazinistra�iveAppealPr�crss(lte%rence33•C�`R•Pai'E�'31j; ; ••�. ;y��•' .. r� .
1�.pp�oved,:termitustiitp r -
IL1= are-Nav4pb10 Waters of the United, Mates Witiva the above described +s opt tQ tire( + it . ,ate f
property. ubj• x�u�roma�is o
Settlon 14 of the Rivers and H'rboi$ Act wd Section 404 &� Clem W9ms Act. Uni k*= there is a clung In the law or
our published regulations, this demaninadon may be relied upon for a period not to exceed five years ftm the date ofthis
natiacad= -
A There are wetlands on the above described property sui*d io the permit regaIrments of Section 404 ofibs CIM water
Act (CWAX?3 USC f 13")• Union them is a change in the law or our pubished ngilatlou% this dawohuflon may be
relied Van for a panod not to exceed five yearn ftm the date of ft notification.
_ We 3tr0WJY suggest you have ft weflamda on your propartj► delineated. Dote to the sine of your propertW and/or our
pream wafkload, the Corp may not be able tin accomplish this wetland delineation Ina trimly mamner. For a nmm timely
delineation; you may wish to obtain it cow To -be considered flod, any delineation must be voriffGd by the Corps.
The wetland on your property have been delinwvl sad tho delimation has been verittd by the Corps. We strongly
suggest you hays this dslm sa ion surveyed. Upon compfgdon, this survey should be reviewed and verified by the Cups.
Once verlfwd, this survey will provide an accarate depiction of all areas subject to CWA jur"odon on your property
whicly provided them✓ is no dmge in the law or our published rooms, may be railed upon for a period not to exceed
five years.
The wetlandshay.- beenn delineated and surveyed, and.are aciatratol cted ` • y depi ibe y31t1t BiSrted'bjt',tbc.
itephtory Official lke 91&d below an 9�i113AD7. •Unless flier' is'a change ire th I6;or au,r pt¢6lishedregui�llatis,•tjus•'
.. dem minatiaa may be,tnlied.upon for a period not to exceed five years ibom the date ofthis notitloatlan.
Thera are no watem of the U.S., to include wetlands, present on the above desc nbW p Wcrgr wkkk are subject to the
tmgibemerus df Section 404 of the Cleam Water Aet (33 USC 1344). Unless tliamis'i change in the lave or our
published rrguls; this determination may be relied upon for a,icrd not to exceed five 3' firorn the date of this
natificah'am.
Mold 6ST96640TS A= Mto d00Z-VO-200

8001d `V101
A The lmaily is loomd in one otthe 20 Co" Counties su*d to rWlatlon under the Coastal Area MAnagataant Act
(CAMA� You should Owma the flWOO of Coastal )Ana&annant in Wilmingtoo, NC at [phone] ao ddm'mino
Placement of dredged or fill material within waters oftha US andlor wetlands without a Deprtmm afthe Army pmmit mW
coos is a violation of Section 301 of the Clean Wow Act (33 USC ¢ 131 I). Ifyou have any quesdow regarding this
dawainatioa ad/or the Corps regulatory proms► pleam coMM &WB i;rve at 91g
Q Basis For Deftrmination
D. Remarks
L Appeaia InformS&A (This tttibrrnatloa applies anly to Approved j urladletional determinaffon as indicated In
R. above)
This carrespondom eon an approvod junsihodand determination for the above deserr'bed site. If you object tp this
datermi wion, You maY re4m* an Mbmmsirut+ve appeal under Carps regulations at 33 CPR part 331. Ewbud you will Emd a
Notification of Appeal PMM (biAP) fact sheet and request fm appeal (jt A) farm. If you ragnast to appeal Etis
determination you must submit a completed RFA form to the fbllawing address:
District I'srgineer, Wilmington Rogulatary Division
AlInJeantifa Pmjed Manager,
Wilmington Reguhmy Field Office
Post Office Box 1890
Wihningh n, North Carolina 28402-1890
Tn oar far an RFA to be acce$ed by the Corps, the Corps must determine that It is complete, that It meets the caharie for
appeal under 33 CFK part 331.5, and that it has been rem%ed by rho Distriat Me within 6o days of the dst of ft NAP.
Should Yon decide to submit an RFA fhrm, it must be remVed at the above address by �
**It is not necessary to submit an RFA tbrm to the District Office if you do not object to the debtsmina don in this
corrowmdem."
'lie Wfiming M District Is opmt 10d to providing the highest I I ofspppon to the public. To help us ensure we coathm to
do so, please complete the attached customer 9atisfaatlon Survey or visit
httn:l&WLO-w m army mi1M't'i-ANDS/Index html to cpnmplete the s ,.y online.
• , F�J.��.
Copy furalshed:
,loMe Steenh* DENR-X$WQ, Wilmington Regional Office,127 Carftal Ddvo Ea, Wilmington, NC 28403
Land Manzp r wt C3 oup, Inc., PO Box 252Z WilmingWn, NC 29402
Robby Hall. SEW, PO Box 27661, Rnloigh, ABC 27661
8001d GOT98SLOTS HOES 8V:T►0 LOOZ-tO-130