SW8120101_HISTORICAL FILE_20120124

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 120 1 O1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 12 e 1 21-/
YYYYMMDD

MCDENR
North Carolina Department
of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Charles Wakild, P. E.
Governor
Director
January 24, 2012
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 120101
Camp Johnson BEQ between Wilson Dr and Hoover Rd (P-1319)
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Camp Johnson BEQ between Wilson Dr and Hoover Rd (P-1319) on January 20,
2012. Staff review of the plans and specifications has determined that the project, as proposed,
will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session
Law 2008-211. We are forwarding Permit No. SW8 120101 dated January 24, 2012, for the
construction, operation and maintenance of the BMP's and built -upon areas associated with the
subject project.
This permit shall be effective from the date of issuance until January 24, 2020, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure
to establish an adequate system for operation and maintenance of the stormwater management
system, to transfer the permit, or to renew the permit, 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 by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
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
Christine Nelson, at [phone].
Sincerely,
7. Charles akild, P.E., Director
Division of Water Quality
GDS/ can: S:\WQS\Stormwater\Permits & Projects\2012\120101 HD\2012 01 permit 120101
cc: Howard Resnik, Coastal Site Design
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
NorthCarofjna
Internet: www.nmaterquality.org
a�ry����`(//�
An Equal Opportunity l Affirmative Action Employer
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State Stormwater Management Systems
Permit No. SW8 120101
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
MCB Camp Lejeune
Camp Johnson BEQ between Wilson Dr and Hoover Rd (P-1319)
Wilson Dr, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 24, 2020, and shall be
subject to the following specified conditions and limitations:
I. 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 1.8 of this permit. The stormwater control has been designed
to handle the runoff from 271,028 square feet of impervious area.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
4. A vegetated filter strip is not required for this pond as it has been designed for a 90%
total suspended solids removal efficiency.
5. The tract will be limited to the amount of built -upon area indicated in this permit, and
per approved plans. The built -upon area for the future development is limited to
50,000 square feet.
6. 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.
7. The runoff from all built -upon area within the permitted drainage area(s) of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 120101
The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
a. Drainage Area, Acres:
Onsite, ft :
Offsite, ftz:
b. Total Impervious Surfaces, ftz:
Onsite, ft :
Future, ftz:
Offsite, ftz:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMS:
g. Permanent Pool Surface Area ft
h. Temporary Storage Volume, ftz:
i. Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
k. Controlling Orifice:
I. Orifice flowrate, cfs:
M. Permanent Pool Volume, ft 3:
n. Permitted Forebay Volume, ft3:
o. Fountain Horsepower
P. Receiving Stream/River Basin:
q. Stream Index Number:
r. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
14.72
641,047
none
271,028
221,028
50,000
none
1.5
3.5
90%
9.00
28,513
34,657
10.10
27.64
3.00"0 pipe
0.14
90,481
18,415
1/3
Northeast Creek / White Oak
19-16-(4.5)
"Sc, NSW"
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 times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement must be followed in its entirety
and maintenance must occur at the scheduled intervals.
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.
Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 120101
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved plans,
the permittee shall submit final site layout and grading plans to the Division for
approval.
12. 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.
13. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and specifications
shall be maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a name
change of the permittee or of the project, or a mailing address change, the permittee
must submit a completed and signed Name/Ownership Change Form to the Division
of Water Quality, accompanied by the supporting documentation as listed on the form.
The approval of this request will be considered on its merits and may or may not be
approved.
The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project in whole
or in part, nor the conveyance of common area to a third party constitutes an
approved transfer of the stormwater permit.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 120101
3. Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in G.S. 143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 24`h day of January, 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
tiNW Gharlesaktltl, N.E., Uir6ctor
vision of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 120101
Camp Johnson BEQ between Wilson Dr and Hoover Rd (P-1319_
Stormwater Permit No. SW8 120101
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 120101
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

�VX s ..'DWQ:USE ONi.1j°
';�
.a''
Date Received
Fee Paid
Permit Number
-
Applicable Rules: ❑ Coastal SW -1 95 Coastal S
- 2008
❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters
❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
CAMP 1OHNSON BEO between Wilson and Hoover P-1319
2. Location of Project (street address):
City:Camp Lejeune County:Onlsow Zip:28547-2539
3. Directions to project (from nearest major intersection):
Intersection of US 17 and NC 24. Take NC 24 East toMontford Road Travel on Montford approximately
1.0 miles. Turn right onto Wilson Dr. Travel about 0.15 miles site is located on the right.
4. Latitude:34° 43' 40" N Longitude:77° 24' 39" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ENew ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started [-]Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
❑Sedimentation/Erosion Control: 21 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
RECEIVED
JAN 1 3 2012
BY:
Form SWU-101 Version 07July2009
Page I of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the nroiect):
Applicant/Organization:MARINE CORPS BASE, CAMP LEiEUNE
Signing Official & Title:Carl Baker.Deputy Public Works Officer
b. Contact information for person listed in item la above:
Street Address:BLDG 1005 MICHAEL ROAD
City:MCB CAMP LEIEUNE State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:[e-mail]
State:
Fax: [phone]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
State:
Mailing Address (if applicable):
City: State:
Phone: ( 1 Fax: ( 1
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing
City:_
Phone:
Fax:
4. Local jurisdiction for building permits: MCAS Camp Lejeune
Zip:
Point of Contact:y Phone #: ( 1
7BYJ
CEIVEDN 13 2012Form SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be directed to a wet pond desined for 90% TSS through open swales and underground
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUDApproval Date:
Valid Building Permit Issued Date:
Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 14.72 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project Area':
14.72 acres
Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the area
of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 42.3 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information <a, :`
Diaina" e Ana=A
1 Drama e'Are6d'.
, .Drama` e`Arear`
=;Drama e't1rea':-.
Receiving Stream Name
Norteast Creek
Stream Class *
SC -NSW
Stream Index Number *
19-16-(4.5)
Total Drainage Area (so
641,047sf(14.72a)
On -site Drainage Area (so
641,047sf(14.72a)
Off -site Drainage Area (sf)
Proposed Impervious Area** (so
271,028 sf (6.22a
Impervious Area** (total)
42.3
Im —ervious""Sirrface Area ,,, _.
,.,DTaiha e Area ?
;. v'Draina 6:Area Y
;:`'=Drama 'eArea.
:Diaina e'Aiea _<'
On -site Buildings/Lots (so
39,317 sf (0.90a)
On -site Streets (so
On -site Parking (so
122,583 sf (2.81a)
On -site Sidewalks (so
22,120 sf (0.51a)
Other on -site (so
37,008 sf (0.85a)
Future (so
50,000 sf (1.15a)
Off -site (so
Existing BUA*** (so
Total (so:
271,028 sf (6.22a)
* Stream Class and Index Number can be determined at: http�//h2o enr state ne us/bims/reports/reportsWB.html
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking aredsE i �D
sidewalks, gravel areas, etc. f
Form SWU-101 Version 07July2009 Page 3 of 6 JAN 2 0 2012
�ov.

*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttp://h2o.enr.state.nc.us/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project
on the interactive online map at htW://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. /� R
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants {/ IP
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to u it,
htt2://www.envhelp.org/12ages/onestol2exl2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for A)('
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the A R.
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations. kill,
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: /l tK.
a. Development/Project name.
to. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures. RECEIVED
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who JAN 1 3 2012
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
BY:
Form SWU-101 Version 07July2009 Page 4 of 6

o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify A R,
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit far DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: Il , it ,
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N, R.
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httD: / /www.secretary.state.nc.us/Corporations/CSearch.asi2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
httD://h2o.enr.state.nc.us/su/bmo forms.htmkdeed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Howard Resnik, PE
Consulting Firm: Coastal Site Design PC
Mailing Address:Po BOX 4041
City:Wilmington State:NC Zip:28406
Phone: (910 ) 791-4441
Email:howard©coastalsitedesign.com
Fax: (910 ) 791-1501
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
ZE' CEIVED
JAN 13 2012
Form SWU-101 Version 07July2009 Page 5 of 6 BY.

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, a Notary Public for the State of . County of
do hereby certify that personally appeared
before me this day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) (Ar/ Ua1�&r
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormw4le� rules unde715A IWAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
before me this $" da
a stormwater permit.
Date: /c)—e'11
f P 15 a Notary Public for the State of 1 V OC Ch dt t ryK ounty of
do hereby certify that C con kair personally appeared
r of al'Q-iY�6'eX . 20 and a nowledge the due executiogof the application for
Witness my hand and official seal,
SYLVIA NORRIS
NOTARY PUBLIC
E
NSLOWCOUNTY NMMISSION EXPIR
Form SWU-101 Version 07July2009
SEAL
My commission expires ciiN 'nw `J
1ZECEIVED
JAN 13 2012
Page 6 of 6 BY'

i Permit No.]Wa Gap I
(fa bePM1ded by DWD)
0WA
h1, C
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pan Ill) must be printed, filled out and submitted along with allot the required information.
1.,PROJECTaINFORMATION} ,t "s_,.. f, a.., ;�?'' - ;,!s--�? " *�,=`.�.. '; ". ,.
Project name
_ CJ BED between Wilson and Hower P-1319 -'
Contact person
Howard Resnik
Phone number
910-791-441
Date
1211212011.
Drainage area numberA
II:` DESIGN INFORMATION '
She Characteristics
Drainage area 641,047'fe
Impervious area, post -development " 271,028 fe
% impervious 42.28 %
Design rainfall depth - 1.5Jn
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' mnoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth -
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SH WT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
34,465 he
1 .34,657:fe
fe
fe
fe
fe
Y � ­,,(YorN)
Insufficient required volume.
OK, volume provided is equal to or in excess of volume required.
3.8 in
0.30 (unitless)
0.52 (unitless)
0.16 in/hr OK
27.64 hs/sec
47.91 tt3/sec
20.27 hs/seg
10.10fmsl
9.00 fmsl
' 9.004msl
9.50 fmsl
8.50 hnsl
5.00 fmsl
.:. 4.00.fmsl
1.00 it
n ,,'(Yor N)
` '--10.1 fmsl OK
P11_`~ CEIVED
JAN 2 0 2012
I
BY:
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1.811. Design Summary, Page 1 of

Permit No. 5 W IZ JaCAQ1
(to be provided by DWO)
II:. DESIGN INFORMATION_ t s m x ;.. e x ...4 r-n" - w =`
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ar,,,
Area, bottom of 10tt vegetated shelf, Ab, �
Area, sediment cleanout, top elevation (bottom of pond), Ab. e
Volumes
Volume, temporary pool
Volume, permanent pool, Vp,,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculafion option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vwmm�
Area provided, permanent pool, Ap,,,
Average depth calculated
Average depth used in SAIDA, d,,, (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A,,_,,
Area, bottom of 1 Oft vegetated shelf, A, �
.. -. 39,210fe
27,116 fe
4.23 (unitless)
28,513 ft? OK
25,244'ft�
.. .. ,18.887, ff
34,657. tt' OK
: "90,481'ry'
18,415b'
20m4% % OK
90`
y - (Y or N)
'n-'-' '(YorN)
4.23 (unitless)
-N. '(Y or N)
90,481 It'
28,513 fe
0.00 ft
0.0 It
.=-Y -(YorN)
28,513 tt�
25,244 t�
Need 3 tt min.
Insufficient. Check calculafion.
Area, sediment cleanout, top elevation (bottom of pond), A,.,
18,887 tt'
'Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
3.50 It
Average depth calculated
' - .. - 3.50:It
OK
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
- .' - 3.5'ft
OK
Drawdown Calculations
Drawdown through orifice?
y� -- ,(Yor N)
Diameter of orifice (if circular)
- 3,00 in
Area of once (if-noncircular)
_ ' in'
Coefficient of discharge (Co)
- 0.60 (unifless)
Driving head (H.)
- 0.37.It
Daawdown ihrough weir?
n - (Y or N)
Weir type
--"(unitless)
Coefficient of discharge (C„.)
-: (unitless)
Length of weir (L)
- - ft
Driving head (H)
- - ft
Pre -development 1-yr, 24-hr peak flow
27.64 fe/sec
Post -development l-yr, 24-hr peak flow
.; 47.911P/sec
Storage volume discharge rate (through discharge orifice or weir)
0.14 ft'/sec
Storage volume drawdown fime
- 2.79.days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
.. 3,:1
OK
Vegetated shelf slope
10::1
OK
Vegetated shelf width
Length of towpath to width ratio
'.10.0 it
: - 3.:1
OK
OK
-
FTV ED
Length to width ratio
...-3.0':1
OK
Trash rack for overflow & orifice?
.y9,, -' - " (Y or N)
OK
J A N 2 0 2012
Freeboard provided
I -...1.0-R
_
OK
Vegetated filter provided?
J" n. (Y or N)
OK
Recorded drainage easement provided?
: n , (Y or N)
Insufficient. Recorded drainage easement required-
Capures all runoff at ultimate build -out?
y'- . -. `(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
portable pump,
-
-
Form SW401-Wet Detention Basin-Rev.&9/17109
Parts I. & II. Design Summary, Page 2 of 2

Permit
(to be provided by DWD)
IILFREQUIRED. ITEMSCHECKLIST. 5- . w :v° r. *>, : ... :°: '
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
k It •
1. Plans (V - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
N' Q' CjU
2. Partial plan (V = 39 or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway, .
- Basin crass -section,
- Vegetation specification for planting shelf, and
- Filter strip.
i
3. Section view of the wet detention basin (V = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
C 130 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
c Ic
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verity volume provided.
14 , , C_I 0
6. A construction sequence that shows how the wet detention basin mill be protected from sediment until the
entire drainage area is stabilized.
�C e. Z K6
7. The supporting calculations.
k, P, e4,,,r/ ;cJ
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N '
9. A copy of the deed restrictions (if required).
N , R • ro kcc 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
RECEIVED
Form SW401-Wet Detention Basin-Rev.8-9/17/09 JAN 13 2012 Part III, Required Items Checklist, Page 1 of 1
BY:

f
STORMWATER MANAGEMENT CALCULATIONS
For
P-1319 CAMP JOHNSON BEQ's
PREPARED FOR
Deputy Public Works Officer
1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License M C-2710
//zol (z
t � 4, C1'✓IVED
JAN 2 0 2012
'Y:

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
January,2012
PROJECT NAME: P1319 BEQ Between Hoover and Wilson Road
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks, basketball courts, jogging trail and a parking lot to be
located at Camp Johnson between Hoover and Wilson Road. Land disturbance associated with the improvements will be
approximately 17 acres. The owner is the United States Marine Corps. There are no wetlands located within the area of the
development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-16-4 .5). The project will be
a high density utilizing a wet basin designed for 90% TSS removal to treat stormwater from the BEQ, parking lot, road and basketball
courts. Proposed impervious for the site is 36%. Runoff from the buildings will discharge into a rainwater harvesting system and the
overflow from the system will be directed into the wet basin. The project will have direct access onto Hoover Road and Wilson Drive.
Water and sewer will be provided by the MCB.
PROJECT BMP: high density wet detention basin
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 2840E
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax
RF,CEIVED
JAN 1 3 2012
BY:

POND A AREA
Existing Site Data (areas within property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 641,047 sf (14.72 acres)
Total site area 641,047 sf (14.72 acres)
Pronosed Site Data
Buildings 39,317 sf (0.90 acres)
Proposed asphalt 122,583 sf (2.81 acres)
sidewalks 22,120 sf (0.51 acres)
fire road / recreation 37,008 sf (0.85 acres)
future 50,000 sf (1.15 acres)
Total proposed impervious area 271,028 sf (6.22 acres)
Soil Types:
Abbreviation Type and Description Hydrologic Group Area .
Bab Baymeade A 3.57 ac
Bmb Baymeade A 4.66 ac
St Stallings C 6.49 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
i-6 �.CEIVED
JAN 2 0 2012
,.BY:-

WET DETENTION BASIN CALCULATIONS
POND A
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
641.047
sf
14.72
acres
buildings =
39.317
sf
0.90
acres
paved parking areas =
122,583
at
2.81
acres
sidewalks=
22,120
sf
0.51
acres
fire road =
31,968
sf
0.73
acres
future =
50,000
sf
1.15
acres
rec =
5,040
sf
0.12
acres
total impervious surface =
271,028
sf
6.22
acres
total non -impervious surface =
370,019
sf
8.49
acres
percent imp. = 42.3 %
DETERMINE REQUIRED SURFACE AREA
from 90%TSS Removal Chart:
0 depth =
3.5 ft
imp % SA/DA
40
4
42.3
x
50
5
x =
4.23
minimum surface area =
0.0423 x 641,047 at
27,116 sf
surface area provided = 28,513 of 0 elevation 9.0
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 42.3 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv= 0.43 infin
DETERMINE VOLUME
design stone = 1.5
Rv = 0.43
drainage area = 14.72
volume = ?
inch
infin
acres
volume = (design storm)(Rv)(drainage area)
volume = 0.8 acre-ft
volume = 34,465 Cf of required storage volume
� ; �I=CFIVER
JAN202012
1 3Y
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION AREA
(FT) (SF)
5 18,887
6 20,633
7 22,435
8 24.293
Bottom Shelf 8.5 25,244
PP 9 28,513
Top Shelf . 9.5 31,939
State Storage 10 32,997
10.1 33,210
11 35,154
11.5 36,254
volume at permanent pool (elev. 9.0) =
1.5" storage volume provided (elev. 10.1) =
total volume of basin =
surface area at bottom of 10:1 shed (8.5) =
volume at bottom of 10:1 shelf =
surface area at top of 10:1 shelf (9.5) =
volume at top of 10:1 shelf =
minimum forebay volume =
AVERAGE POND DEPTH
INCREMENTAL
VOLUME STORAGE
(cf) (cf)
19,760
21,534
23,364
12,384
13,439
15,113
16,234
3,310
30,764
17,852
90,481 d
34,657 d
173,754 d
25,244 st
77,042 d
31,939 at
121,828 d
18,096 d
15,113
31,347
34,657
65,421
83,273
AREA BOTTOM SHELF (ABS) =
25,244 SF
AREA PP (APP) =
28,513 SF
AREA BOTTOM POND (ABP) =
18,887 SF
DEPTH =
8.5-5 3.5 It
[0.25 X (1 + (ABS/APP))]+[((ABS+ABP)/2) X (DEPTH/ABS)]
AVERAGE DEPTH =
3.53 ft
FOREBAY A STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
4 1836
5 2505
2,171
2,171
6 3231
2,868
5,039
7 4,014
3,623
8,662
8 4,853
4,434
13,096
9 5,784
5,319
18,415
forebay volume provided =
18,415 d
RECEIVED
JAN 13 2012
BY: ----
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 3.00
crest length of weir cut (ft) = 0.00
crest length of grates (sf) = 4.0
crest length of spillway (h) = 20.0
ELEVATION 3.0" PVC WEIR
(ft) (cfs) (cfs)
elevation of orifice = 9.00
elevation of weir cut = -
elevation of grates = 10.1
elevation of spillway = 11.0
GRATES SPILLWAY TOTAL
WS) (cfs) (cfs)
10.65
0.00 -
5.38
5.38
11
0.33 -
11.27
- 11.60
12
0.41 no weir cut
34.57
0.00 34.98
13
0.47 no weir cut
65.19
169.71 235.37
PVC DRAW DOWN
Orifice size = 3.00 in
Normal Pool Storage Elev. = 9.00
1.5" storage Elev. = 10.1
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (10.1 - 95) /3 = 0.37 It
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (r/12)A2 = 0.04906 sf
Acceleration due to gravity (g) = 32.2 ft/s^2
Q=CA (2gh)Al/2 = 0.6 x 0.04906 x (2x32.2x0.37)A1/2 = 0.14369 cfs
34,657 / 0.14369 = 241,193 seconds = 2.79 days
REcE1 V ED
JAN 13 2012
BY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Reporlydraflow Hydrographs Extension for AuloCAD0l Civil 3DO2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
27.64
1
5.
8,292
---
Pre-Dev
2
Rational
47.91
1
5
14,373
--
--
Post-Dev
3
Reservoir
0.134
1
10
11,445
2
9.47
14,332
Routed
RECEIVED
JAN 13 2012
BY:
CJ_Beq_Pond_A.gpw
Return Period: 1 Year
Thursday, 00 12, 2012

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 12, 2012
Hyd. No. 1
Pre-Dev
Hydrograph type
= Rational
Peak discharge
= 27.64 cfs
Storm frequency
1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 8,292 cuft
Drainage area
= 14.720 ac
Runoff coeff.
= 0.3
Intensity
= 6.259 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Q (Cfs)
28.00
24.00
20.00
1141111
12.00
4.00
0.00 Y '
0 1
Hyd No. 1
Pre-Dev
Hyd. No. 1 — 1 Year
2 3 4 5 6
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
' ' ' v 0.00
7 8 9 10
Time (min)
REECEIVED
JAN 13 2012
BY:

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2012 by Autodesk, Inc. v9 Thursday, 00 12, 2012
Hyd. No. 2
Post-Dev
Hydrograph type
= Rational
Peak discharge
= 47.91 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 14,373 cuft
Drainage area
= 14.720 ac
Runoff coeff.
= 0.52*
Intensity
= 6.259 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(6.220 x 0.95) + (8.500 x 0.20)] / 14.720
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00 If
0 1
Hyd No. 2
Post-Dev
Hyd. No. 2 -- 1 Year
2 3 4 5 6
7 8 9
r -:i: CEIVED
JAN 1 3 201Z
J 1
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
—3L- 0.00
10
Time (min)

Hydrograph Report
Hydragow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 12, 2012
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.134 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 11,445 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 9.47 ft
Reservoir name
= Pond A
Max. Storage
= 14,332 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
10.00
0.00 '
0 300
Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700
— Hyd No. 2 fffTl-= Total storage used = 14,332 cult
CtiVED
JAN 13 2012
By:
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Hydrograph Summary Re po _ldraflow Hydrographs Extension for AutoCAD® Civil 31302012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
42.78
1
5
12,834
---
----
----
Pre-Dev
2
Rational
74.15
1
5
22,246
--
----
----
Post-Dev
3
Reservoir
0.176
1
10
18,016
2
9.72
22,189
Routed
rs i CELVED
JAN 13 Z01Z
BY:
CJ_Beq_Pond—A.gpw
Return Period: 10 Year
Thursday, 00 12, 2012

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc. v9 Thursday, 00 12, 2012
Hyd. No. 1
Pre-Dev
Hydrograph type
= Rational
Peak discharge
= 42.78 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 12,834 cuft
Drainage area
= 14.720 ac
Runoff coeff.
= 0.3
Intensity
= 9.688 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
Q (Cfs)
50.00
40.00
30.00
10.00
0.00 it
0 1
— Hyd No. 1
Pre-Dev
Hyd. No. 1 -- 10 Year
2 3 4 5 6
7 8 9
RECEIVED
JAN 13 2012
BY:'
Q (cfs)
50.00
40.00
30.00
20.00
10.00
N 0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Thursday, 00 12, 2012
Hyd. No. 2
Post-Dev
Hydrograph type
= Rational
Peak discharge
= 74.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 22,246 cuft
Drainage area
= 14.720 ac
Runoff. coeff.
= 0.52'
Intensity
= 9.688 in/hr
Tc by User
= 5.00 min
IDF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 1/1
` Composite (Area/C) = [(6.220 x 0.95) + (8.500 x 0.20)] / 14.720
Q (Cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
0 1
Hyd No. 2
Post-Dev
Hyd. No. 2 -- 10 Year
2 3 4 5 6
Q (cfs)
80.00
70.00
60.00
50.00
40.00
[cIlxoP;
20.00
10.00
0.00
7 8 9 10
Time (min)
1- _ C)E+ IVED
JAN 13 2012
BY:

Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond A
Max. Storage
Storage Indication method used.
Thursday, 00 12, 2012
= 0.176 cfs
= 10 min
= 18,016 cuft
= 9.72 ft
= 22,189 cuft
Routed
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00 -
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 3 —Hyd No. 2 f(T_[TC[_1 Total storage used = 22,189 tuft Time (min)
-' L-'.CEI VED
JAN 1 3 2012
r Xr.

Pond Report
Hydraflow Hydrographs Extension for AutoCAD9 Civil 3138 2012 by Autodesk, Inc. v9
Thursday, 00 12, 2012
Pond No. 1 -
Pond A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 9.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
9.00
28,513
0
0
1.00
10.00
32,997
30,725
30,725
1.10
10.10
33,210
3,310
34,035
2.00
11.00
35,154
30,757
64,791
2.50
11.50
36,254
17,850
82,641
Culvert I Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A] [B]
[C] [D]
Rise (in)
= 24.00
3.00
0.00
0.00
Crest Len (ft)
= 3.80 0.00
30.00 0.00
Span (in)
= 24.00
3.00
0.00
0.00
Crest El. (ft)
= 10.10 0.00
11.00 0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft)
= 9.00
9.00
0.00
0.00
Weir Type
= i Rect
Broad --
Length (ft)
= 60.00
1.00
0.00
0.00
Multi -Stage
= Yes Yes
No No
Slope (%)
= 3.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
0.00 ' '
0.00 3.00
Total 0
Note'CuIVBn/once outflows are analyzed under inlet(ic) and outlet(ac) control. Weir risers checked for orifice wndilicns(ic) and submergence(a)
Stage / Discharge
6.00 9.00 12.00 15.00 18.00
21.00 24.00 27.00 30.00
RECEIVED
JAN 13 ZGIZ
BY:
33.00
Elev (ft)
12.00
ffllitrD;
10.00
1 9.00
36.00
Discharge (cfs)

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS-
P-1319 CAMP JOHNSON BEQS
MCB CAMP JOHNSON, ONSLOW COUNTY, NORTH CAROLINA
PREPARED FOR.
MR. DUANE MOCKUS
ANDALE/SUNDT JOINT VENTURE
FEDERAL DIVISION.
2626 SOUTH Se STREET
TEMPE, ARIZONA 85282
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP-PROJECT NO.. 22.16856
FIRM NO. F-1087
WINSLQW E.GOINS. P.E.
?oaq��SEA 9_//
f;
. F0 3 151
NC/Cd6i:�033751
SEPTEMBER 28, 2011
DECEIVED
JAN 13 2012
13Y:._-----

Report of Subsiaface Expkrallon and Geolechnical Engineering Analysis
P-1319 Camp Johnson BEQe
ICB Camp Johnson, Onelow County, North Carogne
ECS Project No.: 22.16M
4.5 Seasonal Hlah Water Table and Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high water level is estimated to
be at the surface at the locations tested. The results of the hand auger boring are summarized
below:
Location
SHWL (in)
Ground Water
in
Infiltration Test Depth
to
InfiitFatlon Rate
in1hr .
1-1
.12
32
10
1.1...
1-2
10
30
10
0.44
1-3
20'
30-
10
5.9
1-4
30
60
10
1.8
-5
30
60
10'_
3.3
1-6
24,
60
10
4.0
1-7
30
60
10
3.4
1-8
36
6or
12
2.4
1-9
36
60
12
1.1
1-10 .
36
60
12
0.46
For detailed Information, see the infiltration testing form in Appendix C.
4.6 laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample sonar
encountered within the test borings. In summary, the tested samples had in -situ moisture
contents of 13.3 to 35.6.
The Atterberg limits analysis of the tested sample Indicated liquid limits of 22 to 47, plastic limits
of 15 to 21 and plasticity Indices of 3 to 26.
The grain size analyses of the tested samples indicated that the tested materials had 5.5 and
30.9 percent fines passing the number 200 sieve.
Specific laboratory test results are provided in the Laboratory Testing Summary in Appendix D
of this report .
J CCEIVED
JAN 1 3 2012
BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location DeDth Soil Description
I-1 0-10" Gray silty SAND
10"-36" Tan flne SAND w/silt
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 32 inches below the existing grade
elevation.
Location Depth Soil Description
1-2 0-36" Black silty SAND
36"-60" Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 10 inches below the
existing grade elevation.
Infiltration Rate: 0.44 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.
Location Denth Soil Description
1-3 0-6" Gray fine SAND
6"-18" Tan fine SAND
18"-36" Orange fine SAND w/clay
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Infiltration Rate: 5.9 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.
RECEIVED
JAN 13 2012
BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location Depth Soil Description
1-4 0-12" Black silty SAND
12"-50" Tan fine SAND
50"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 1.8 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location Depth Soil Description
I-5 0-60" Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 3.3 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location Depth Soil Description
1-6 0-12" Gray silty SAND
12"-36" Tan/gray fine SAND
36"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 4.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
.ram -CEIVED
JAN 1 3 2012
1BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location DQDth Soil Description
1-7 0-6" Tan/orange fine SAND
6"-36" Tantgray fine SAND
36"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 3.4 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location Depth Soil Description
1-8 0-6" Tan/orange CLAY (fill)
6"-55" Gray/brown fine SAND w/silt (fill)
55"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 2.4 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
Location DeDth Soil Description
1-9 0-6" Gray silty SAND
6"-24" Tan fine SAND
24"-60" Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
RECEIVE1�
JAN 13 2012
BY:

Infiltration Testing Form
P1319 Camp Johnson BEQ Site
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.16856
August 18, 2011
Location Depth
Soil Descriotion
1-10 0-60
Gray silty SAND
6"-24"
Tan fine SAND
24"-60"
Tan/Orange sandy CLAY
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 0.46 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.
CEdVED
JAN 1 3 2012
BY:—

IIJA
RECEJ- ED
LJAN 13
2012
BY: -
160. wo
LEGEND
yy� APPROXIMATE LOCATION OF
T CPT SOUNblw
®APPROXOMATE LOCATION OF CPT
SOUNDING WITH SHEAR WAVE
VELOCTTV MEASUREMENTS
APPROXIMATE LOCATION OF
I�HANDAUGERBORINGAND
INMTRATION TEST
*APPROXIMLOC
ATION CATION OF
SOA TEST BORING
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JACKSONMLE SOUTH QUADRANGLE
NORTH CAROLINA-ONSLOW CO.
7.5-MINUTE SERIES (TOPOGRAPHIC)
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Soil Map— Onslow County, North Carolina
(CJ SEQ)
Map Smle. 13,500 it printed an A size (a.5-z 11") sheet.
N Meters
A6 45 BO 180 270
N0 150 300 Feet
600 S00
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
1/10/2012
Page 1 of 3
3a•,3',r
3,•,3' 33"

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
January 20, 2012
Christine Nelson
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Submittal
Request for Add. Info (SW8 120 10 1)
Onslow County
CSD Project No. 11-0239
Dear Christine:
RECID JAN
Thank you for your comments on the SW8 120101 submittal. I've noted below our response or actions regarding your comments for
the referenced project. Enclosed please find the following items.
Items:
- one (1) copy of the revised Stormwater Management Calculations
- two (2) copies of sheets C-130, C-505,Project Limits
- revised page 3 of stormwater application
- revised wet basin supplement
I. changed SA/DA on calculations. This changed numbers that are located on sheet C-505 and the wetbasin
supplement both of which were revised and included in this submittal.
2. added typical cross section to Project Limit Map.
3. I've added a 115 sf section of sidewalk near the intersection of Company St. B and Wilson Drive so when the future
jogging trail is installed it doesn't require a modification to this permit to account for the sidewalk radius to make the
connection. This addition caused numbers to change on C-505, application, calculations, and supplement. All
which are enclosed. Graphically sheet C-130 changed to show the addition of the sidewalk.
Please call if you have any questions.
Very truly yours,
Le Wri h
Y g
Encl.: As noted above
cc: Calibre Engineering
RF,CF11VF 7
JAN 2 0 2012
BY:

A kA
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
January 19, 2012
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camn-Leieune. NC_28547
Subject: Request for Additional Information
Stormwater Project No. SW8 120101
Camp Johnson BEQ - between, Wilson and Hoover Rds - P-1319
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received an Express Stormwater Management Permit Application for the
Camp Johnson BEQ between Wilson and Hoover Rds on January 13, 2012. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please review the SA/DA ratio used for the design of the wet detention pond. The SA/DA
numbers used in the calculations are associated with an average depth of 4 ft, not the 3.5 ft that
this pond has been designed for.
2. Please add a road cross-section detail to the plans.
3. Due to the minor nature of these comments, the express additional information fee has been
waived for this request for additional information.
4. Please keep in mind that changing one number may change other numbers and require the
calculations, supplements, and other supporting documentation to be updated. Verify all
numbers are correct to ensure consistency in the application documents.
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 January 26, 2012, 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 email or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. Please note that a second
significant request for additional information may result in the return of the project. If the project is
returned, you will need to reschedule the project through the Express coordinator for the next available
review date, and resubmit all of the required Items, including the application fee.
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.
Please label all packages and cover letters as "Express" and reference the project name and State
assigned project number on all correspondence. If you have any questions concerning this matter please
feel free to call me at [phone] or email me at [e-mail].
Sincerely, ) )
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2012\120101 HD\2012 01 addinfo 120101
CC' Howard Resnik, Coastal Site Design
Wilmington Regional Office
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 North
t, l� 1
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 i� orth aro ina
Internet: ww`v.navaterquality.org �atura!!y
An Equal Opportunity 1 Affirmative Action Employer

Nelson, Christine
From: Nelson, Christine
Sent: Thursday, January 19, 2012 8:48 AM
To: '[e-mail]'; Wright, Rodney; 'Thomas Bradshaw
([e-mail])'; 'Towler CIV David W'
Cc: Russell, Janet
Subject: request for -info.- Camp -Johnson BEQ-P-1319_-�
Attachments: 2012 01-addinfo-12010tpdf
Gentlemen,
I've attached a pdf of the request for additional information for the Camp Johnson BEQ between Wilson & Hoover Rds.
There is just two small items. Copies of this-letterwillalso be sent in the mail, Let me know if you have any questions.
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone:[phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

6�C1 11 J M1-I 2�11z
REM . Inn► 13 2012
COASTAL SITE DESIGN, PC
PO Box 4041
Wilminglon, NC 28406
Phone: [phone]
Fax: [phone]
License 4 C-2710
January 10, 2012
Christine Nelson
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Submittal
CJ Beq Between Hoover and Wilson P-1319
Onslow County
CSD Project No. 11-0239
Dear Christine:
Enclosed please find the following. items.
- one (1 copy of the Stormwater Management Calculations
- two (2) copies of sheets C-130, C-505,C507-508
- two (2) copies project limits, impervious dimensions and drainage area maps
- Original stormwater application
- Original O & M for wet basin A
- Check for $4,000 check # 1017
- wet basin supplements for pond A
- two (2) copies of the grading sheets
Please call if you have any questions.
Very truly yours,
Rodney Wright
Encl.: As noted above
cc: Calibre Engineering
I
l JAN 1 i 201Z
�13Y:

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S/ry r? /ZD/Cl /
For DENR Use ONLY
G o e)
North Carolina Department of Environment and t- p
Natural Resources Submit
NC®ENR Request for Express Permit Review Time. 2
Confirm:_
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application packaae
of the project location. Please include this form in the application package
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(aDncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(r),ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.aroaan(ftcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(a)ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or Lanet.russell(fncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Project Name: P1319 BEQ BETWEEN HOOVER AND WILSON ROAD County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone]. Email: [e-mail]
Physical Location: INTERSECTION OF NEUSE AND ROANOKE ROAD
Project Drains into SC:NSW waters - Water classification 19-16-4.5 (for classification see-http:/Ih2o.enr.state.nc.us/bims/reports/reportsWB.hlmll
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N REC�VE�
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_ JAN 0 4 2012
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY BY:
❑ Scoping Meeting ONLY ❑ DINO, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Weiland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ElMinor ElPlan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 17 acres to be dislurbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
•rrnrrrrrr»»rrrrrrrrrrrrrrrrrrrrrurrrrrrrrrrrrrrrruFor DENR use onlyrrrrr»rrrrrrrrurrrrrrrrrrrrrrrrrrrrrurrrrrrrrurrrrrrrrrr
Fee Split for multiple permits:(Check# 1 Total Fee Amount
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
I Fee
CAMA
$
Vadance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
1 401:
1 $
LQS
I
I $
I Stream Deter,_
1 $
NCDENR EXPRESS March 2009

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
January, 2012
PROJECT NAME: P1319 BEQ Between Hoover and Wilson Road
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks, basketball courts, jogging trail and a parking lot to be
located at Camp Johnson between Hoover and Wilson Road. Land disturbance associated with the improvements will be
approximately 20.5 acres. The owner is the United States Marine Corps. There are no wetlands located within the area of the
development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-16-4 .5). The project will be
a high density utilizing a wet basin designed for 90%TSS removal to treat stormwater from the BEQ, parking lot, road and basketball
courts. Proposed impervious for the site is 36%. Runoff from the buildings will discharge into a rainwater harvesting system and the
overflow from the system will be directed into the wet basin. The project will have direct access onto Hoover Road and Wilson Drive.
Water and sewer will be provided by the MCB.
PROJECT BMP: high density wet detention basin
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 2840E
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax

1
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For DENR Use ONLY r: d, 1
��l `✓+, North Carolina Department of Environment and Reviewe
Natural Resources Submit: I2—'13
NC®ENR Request for Express Permit Review T1m
Confine: CArr'P
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(rDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(dncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patffck.proaan(oTncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardison(aDncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or janet.russell(iDncmail
net
NOTE: Project application received after 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
Project Name: P1319 BEO BETWEEN HOOVERAND WILSON ROAD County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Locafion:INTERSECTION OF NEUSE AND ROANOKE ROAD
Project Drains into SC INS waters — Water classification 19-164.5 (for classification see-http://h2o.enr,state.nc.us/bims/reports/rel)ortsWahtmD
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within''/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_�-�,
Phone:[phone], Fax:[phone], Email: [e-mail] NOV 3 0 pQji
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: _ BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
El High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality . ® Erosion and Sedimentation Control Plan with 17 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooino and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
rrrrrurrrrrrrrrrarrarrrnrrrrrrrrrrurwnrrrr»rrrrrFor DENR use onlyrrrrrrurrrunrrrrrrrrrrnrrurrrrr»rrrrrrrrrr»rrrrrrrrrr
Fees lit for multiplepermits: ICheck# Total Fee Amount $
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
Fee
CAMA
CA
$
Variance (❑ Mal; El Min)
$
(❑ HD, ❑ LID, ❑Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

® O ® O
cpx� vy_ gg 66''s5 o_ 4�
..Y ` u R9 Fi4�e

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
November 2011
PROJECT NAME: P1319 BEQ Between Hoover and Wilson Road
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks, basketball courts, jogging trail and a parking lot to be
located at Camp Johnson between Hoover and Wilson Road. Land disturbance associated with the improvements will be
approximately 17 acres. The owner is the United States Marine Corps. There are no wetlands located within the area of the
development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-16-4 .5). The project will be
a hybrid high density utilizing a wet basin to treat stormwater from the BEQ, parking lot and basketball courts. The jogging trail will
set aside a project limit that will limit the impervious percentage to less than or equal to 24% and utilize sheet flow for treatment.
Proposed impervious for the site is 36%. Runoff from the buildings will use splash blocks to direct the discharge into the collection
system. The project will have direct access onto Hoover Road and Wilson Drive. Water and sewer will be provided by the MCB.
PROJECT BMP: high density wet detention basin
STORM WATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax
REC"Tip
NOV 3 0 2011
BY:

127 S Cardinal Dr, Wilmington, NC 28405 to 804 New Bridge St, Jacksonville, NC 2854... Page 3 of 3
These directions are for planning purposes only. You may find that construction projects, traffic, weather, or other events may cause
conditions to differ from the map results, and you should plan your route accordingly. You must obey all signs or notices regarding your
route.
Map data m2011 Google
Directions weren't right? Please find your route on ma s. oo le.com and click "Report aproblem" at the bottom left.
http://maps.google.comlmaps?Fd&source=s_d&saddr-127+Cardinal+Drive,+Wilmingto... 11 /28/2011

— -- — �•OJ\t 'tIIt __Q2•(W�\� ti---- 'r`�`�� ar.� �J`�C2 ��(4�h��. C.rc0. ---- --- -
CV\¢ck

p
I Ot For DENR Use ON'LYo
Reviewer:
�,;�A North Carolina Department of Environment and Z
�•' Submit: [
Natural Resources
NCDENR Request for Express Permit Review Time: [ 3�
Confirm: 10 -21
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(a)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(@ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or Patrick.grogan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(o).ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 orLnet.russel/(rancmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: FY09 CAMP JOHNSON P1319 "County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:BETWEEN HOOVER ROAD AND WILSON DRAT CAMP JOHNSON MCB
Project Drains into SC:NSW waters — Water classification 19-16-4.5 (for classification see-hffp://h2o.enr.state.nc.us/bims/reports/repor[sWB.htmll
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_ ;_F C E I V E D
Phone: [phone], Fax: [phone], Email: [e-mail] I OCT 2 5 ZO11
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: Y
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
ElIntermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear It or _acres)
El Riparian Buffer Authorization El Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond 0 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoDina and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
x+++++++xx+xx++++xx+xxxxx++++++xxxxx+xxx++++++x+++++xxx+For DENR use onlyxxxs+xx++xs+x♦x+x+++++++x++x+++++++++++++xx++++x+xxx+x++++++
Fee Split for multiple permits: (Check# 1 Total Fee Amount E
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ([I❑ Maj; Min)
$
SW (❑ HD, ❑ LD, ❑Gen)
$
4pt:
$
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax:.[phone]
License # C-2710
FOR STORMWATER EXPRESS REVIEW
October 2011
PROJECT NAME: FY09 Camp Johnson P-1319
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks, basketball courts, parking lot and a `roadway extension to
be located at Camp Johnson at Camp Lejeune. Land disturbance associated with the improvements will be approximately 21 acres.
The owner is the United States Marine Corps. There are no wetlands located within the area of the development.
Stormwater from the site will drain to SC;NSW waters located in the White Oak River Basin (Index # 19-16-4 .5). The project will be
high density utilizing three wet detention basins as treatment for runoff, conveyed to the ponds using an underground stormwater
collection system and open swales. The BEQ site and parking lot will utilize one basin and the road way extension will be utilizing
two wet basin for treatment. Proposed impervious for the site is 36%. Runoff from the buildings will use splash blocks to direct the
discharge into the collection system. The project will have direct access onto Hoover Road and Wilson Drive. The roadway
extension will extend Neuse Road till it intersects with Hoover Drive. Water and sewer will be provided by the MCB.
PROJECT BMP: high density wet detention basin
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 2840E
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax

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1 1 2 I 3 I 4 1 5
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9
DRAINAGE AREA! PROJECT LIMITS
STRUCTURE
RIM
INV
EW-4
14.96
12.25
CB-5
16.54
12.74
CB4
16.54
13.1
MH-1
18.12
13.27
CB-3
17.20
14.55
CB-2
18.12
14.37
CB-1
17.61
15.06
EW-3
18.82
16.38
STRUCTURE
RIM
INV
STRUCTURE
RIM
INV
STRUCTURE
RIM
INV
EW-5
14.96
12.20
EW-13
14.08
11.37
MH-2
18.25
12.36
C13-7
18.45
14.18
MH-3
15.38
11.84
CB-11
18.21
12.65
CB-6
17.97
14.94
MH-2
18.25
12.36
CB-10
18.27
13.13
CB-12
16.84
13.58
CB-9
18.86
14.18
EW-12
16.58
15.86
CB-8
17.63
15.47
/i i
STRUCTURE
RIM
INV
EW-1
21.12
18.47
EW-2
21.12
17.70
EW-6
20.49
17.69
EW-7
20.49
16.44
EW-8
18.30
15.79
EW-9
18.30
14.23
EW-10
18.30
14.48
EW-11
18.30
14.21
EW-16
16.50
10.74
EW-17
16.50
9.99
EW-35
14.56
11.79
EW-36
14.56
11.08
2'
SHOULDER
VARIES , i
STRIP/ ,
DRAINAGE
SWALE
A
2'
SHOULDER
12' 12' VARIES
DRIVE DRIVE PLANTING
LANE LANE STRIP/
DRAINAGE
SWALE
I
2.0% I 2.0%
8'
WALK
2.0%
PICAL CROSS SECTION
LINE TABLE
TAG
LENGTH
DIRECTION
L1
109.75'
N64'21'36"W
L2
110.70'
N76'25'17"W
L3
63.51'
N65'10'54"W
L4
46.03'
N72'19'42"W
L5
129.86'
N72'19'42"W
L6
6.00'
N721S42"W
L7
43.71'
N13'00'27"W
L8
460.20'
N18'29'03"E
L9
12.56'
S63'08'09"E
L12
348.31'
S67'OC:'34"E
S11'0714"E
SO0'11'20"E
L16
24.02'
L17
43.69'
L18
24.25'
S13'03'32"E
L19
26.38'
S23'51'12"E
L20
54.40'
S36'47'50"E
L21
46.79'
S44'07'06"E
L22
68.45'
S48'03'03"E
L23
62.49'
S42'02'17"W
L24
82.85'
N47'57'43"W
L26
21.71'
N19'48'28"W
L27
13.44'
S74'20'04"W
L28
148.29'
S50'00'55"W
L29
37.51'
S33'21'03"E
L30
24.06'
S28'50'35"E
L31
38.56'
S11'24'34"E
L32
129.22'
S12'09' 18"W
L34
46.95'
N35'24'44"W
L35
82.43'
N29048'39"W
L36
20.71'
N32'00'42"W
L37
60.08'
S55'27'16"W
L38
213.01'
N87'33'07"W
L39
36.31'
S27'34'48"W
STRUCTURE RIM INV STRUCTURE RIM INV
EW-15 13.0 10.98 EW-18 15.0 12.77
CB-14 13.8 11.15 CB-15 16.11 13.11
EW-14 15.0 12.80
CURVE TABLE
Curve #
LENGTH
RADIUS
DELTA
C1
172.45'
1641.29'
6*01'12"
C2
259.84'
302.06'
49*17'131'
C3
104.42'
196.59'
30'25'52"
C4
263.06'
228.29'
66'01'14"
C5
47.02'
1871.54'
1'26'22"
C6
138.41'
284.00'
2755'24"
C7
112.61'
50.46'
127*52'15"
C8
38.17'
21.25'
102'55'45"
Iip
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'PROFILE 'B', C-300
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KEYMAP
NOTES:
a
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1.
SLOPES ARE 3:1 'MAXIMUM UNLESS OTHERWISE NOTED.
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3.-
SEE SHEETS C-300 TO C-301 FOR STORM DRAIN
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DETAILS.
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REFER TO ARCHITECTURAL PLANS TO VERIFY DOWNSPOUT
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ALL STORM RCP ARE TYPE III UNLESS OTHERWISE
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NOTE WELL:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A
SITE WHERE LAND ACTIVITIES HAVE TEMPORARILY CEASED
ACCORDING TO THE FOLLOWING SCHEDULE:
i) ALL PERIMETER DIKES, SWALES, PERIMETER SLOPES AND
ALL SLOPES STEEPER THAN 3:1 SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
WITHIN 7 CALENDAR DAYS FROM LAST LAND -DISTURBING
ACTIVITY.
ii) ALL OTHER DISTURBED AREAS SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
WITHIN 14 CALENDAR DAYS FROM LAST LAND -DISTURBING
ACTIVITY.
2. THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT CONTROL PLAN.
3. ALL SLOPES SHALL BE 3:1 OR FLATTER.
4. ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINAGE
SYSTEM.
5. NO WETLANDS EXIST ON SITE.
6. SITE IS LOCATED ON MONTFORD LANDING ROAD AT CAMP LEJEUNE.
7. ANY BORROW MATERIAL REQUIRED WILL BE TAKEN FROM ANOTHER
APPROVED SITE ON USMC BASE, CAMP LEJEUNE. ANY
SURPLUS CUT MATERIAL WILL BE DISPOSED OF AT AN
APPROVED SITE ON THE USMC BASE, CAMP LEJEUNE.
8. SWALES TO LINED WITH EXCELSIOR MATTING OR EQUIVALENT
1, 3, 6, 7, 8, 9, 10, 12, 14, 15, TD1, TD 2
2
CONSTRUCTION SCHEDULE-
1. Obtain approval of Plan and any necessary permits, and hold
a pre -construction conference prior to commencing any work.
2. Flag work limits and stake -out roads and storm drainage
structures for preliminary grading.
3. Install Gravel Construction Entrances.
4. Install sediment basins A & B, swales 12 &14, temp. div 1 & 2,
skimmers and silt fencing as shown on plan prior to
clearing and grubbing site.
5. Construct grass lined channels,
and any other sediment control practices shown, prior to
rough grading roadways, site and stockpiling topsoil as necessary.
6. Install utilities in roadway/parking lot, establish final grades
and stabilize road/parking lot with stone base course.
7. Final grade, install non -municipal utilities as needed, and
vegetatively stabilize areas where building construction is
not imminent.
8. All erosion and sediment control Practices are to be
inspected weekly and after any rainfall, and repaired as
necessary.
9. Upon completion of construction, the roadway/parking lot
is to be paved, and all areas permanently vegetatively
stabilized with centipede sod. After site stabilization, Temporary
measures are to be removed.
0
MAINTENANCE PLAN -
1. All meas rest be ins ,ected eekl and after any rainfall
event anNneec�ed rep irs man rn ediately.
2. Sediment Basin to be cleaned out when the level of sediment
accumulates to elevations listed on pond detail sheets.
3. Sediment to be removed from swales when they are approximately
50% filled or sediment level is with 1' of top of ditch bank.
4. Sediment to be removed from behind any Silt Fence and
inlet protection devices when it becomes 0.5' deep. Fencing
and inlet protection to be repaired as needed to maintain a barrier.
5. All sodded areas to be watered as needed to establish growth.
Dead sod should be removed and new sod installed as needed.
6. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-inch stone may be required.
Inspect after each rainfall and immediately remove all
ON ctionable materials spilled, washed, or tracked onto
public roadways.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See Sheet C-508.
5
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
CE 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrances to the project
from an existing roadway. Drainage should be away from
the road and erosion will be controlled with downstream
practices. During wet weather it may be necessary to wash
truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the
Plans. Cut and fill slopes shall be 3:1 or flatter except
where specifically indicated. Care shall be taken during
land grading activities not to damage existing trees that
are identified as "to be preserved".
SF 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the
Plan, to delineate and protect wetlands and specified areas,
and around any temporary stockpile areas as necessary to
prevent any graded interior areas from eroding onto adjacent
lands or roadway, or into inlets, or as directed by Engineer
or NCDENR/LQS personnel.
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design configuration,
lined with centipede sod, to collect and convey site water
as shown on Plan. After final project stabilization, swales to
be re -graded, cleaned of siltation and lined with centipede sod
to establish original design contours for stormwater conveyance.
OP 5. OUTLET STABILIZATION
Practice 6.41
Riprap aprons will be located at the downstream end of
all discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadway/parking areas are to be stabilized by placing
sub -base course of approved 4" mad stone or 6" ABC, as shown
in the typical street cross-section detail on the Plan, to
reduce erosion and dust during the remainder of building
construction.
SB 7. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed first (see
Construction Schedule) and is the primary Practice to
prevent sediment from leaving the site. Detailed design and
spillway configurations are specified in the detail sheet.
SK 8. SKIMMER
Practice 6.64
A sedimentation basin dewatering control device that withdraws
water from the basins water surface, thus removing the highest quality
water for delivery to the uncontrolled environment.
IP 9. INLET PROTECTION
Practice 6.51
A temporary measure of wire -mesh hardware cloth around
steel posts supporting washed stone placed around the opening
of a drop inlet.
TD 10. TEMPORARY DIVERSIONS
Practice 6.20
A temporary ridge or excavated channel or combination
ridge and channel constructed across sloping land on a pre-
determined grade to protect work areas from upslope runoff and
to divert sediment -laden water to appropriate traps or stable
outlets.
ST 11. TEMPORARY SEDIMENT TRAP
Practice 6.60
Sediment traps are to be installed as indicated on plan
at the downstream end of swales as shown.
Tp 12. TREE PROTECTION
Practice 6.05
Restrict access to TPZ with tall, bright, protective fencing on areas
indicated on plan.
DISTURBANCE FOR GRAVITY SEWER INSTALLATION
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