SW8080931_HISTORICAL FILE_20110922

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 USo 93I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
I I
YYYYMMDD

NC®ENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
September 27, 2011
Division of Water Quality
Coleen H. Sullins
Director
Commanding Officer
USMC Base Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Rd.
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 080931 Mod.
FOB at G-5 Range Shipping Container Storage Area
High Density Commercial Wet Pond Project
OnslowCounty
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit Application for
FOB at G-5 Range Shipping Container Storage Area on September 22, 2011. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in
Session Law 2006-246 and Title 15A NCAC 2H.1000. We are forwarding modified Permit No. SW8 080931, dated
September 212011, for the construction, operation and maintenance of the BMP's and built -upon areas associated
with this project.
The modifications covered by this permit include:
1. Added 7,508 square feet of new built -upon area and 23,199 square feet of new drainage area for the
construction of an Entry Control Point.
2. Corrected the expiration date to October 9, 2018.
3. Corrected the receiving stream name to Browns Creek WOK01 19-41-8, Class SA (SR) waters.
4. The pond does not have to be enlarged to accommodate the expansion therefore it is a minor modification
under the 2008 rules and is subject to the NPDES Phase 11 post -construction rules.
5. Added the new OAH required language for adjudication procedures.,
This permit shall be effective from the date of issuance until October 9, 2018, and shall be subject to the conditions
and limitations as specified therein. Please pay special attention to the requirements for Operation and Maintenance,
permit renewal and permit transfer in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, or to renew the permit or to follow the procedures for
transferring 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 healing by filing a petition with the Office of Administrative bearings (OAH). The petition must conform
to Chapter 150B of the North Carolina General Statutes, and must be filed with the OAH within thirty (30) days of
receipt of this permit, A petition is considered filed when it is received in the Office of Administrative Hearings during
normal office hours. The OAH accepts filings Monday through Friday between the hours of 8:00 a.m, and 5:00 p.m.,
except for official state holidays. The petition may be filed by facsimile (fax) or electronic mail by an attached fil le
(with restrictions) - provided the signed original, one (1) copy and a filing fee (if a filing fee is required by NCGS
§15013-232) is received in the OAH within seven (7) business days following the faxed or electronic transmission.
Unless such demands are made this permit shall be final and binding. You should contact the OAH with all questions
regarding the filing fee and/or the details of the filing process. The mailing address, telephone and fax numbers.for
the Office of Administrative Hearings are. 6714 Mail Service Center, Raleigh, NC 27699-6714. Telephone 919-431-
3000. FAX [phone].
Wilmington Regional Office
127 Cardinal drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www ncwalerquality.org
An Equal Opportunity %Aliirmnlive Action Employer
One
NorthCardina
Naturally

State Stormwater Management Systems
Permit No. SW8 030931
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis at (910)
796-7301.
Sincerely,
d
d. own H. Sullins, Director
Division of Water Quality
GDSlarl: S:1WQ&Stormwater\Permits & ProjectsQ0081080931 HM2011 09 permit 080931
cc: Max Terry, P.E., Parsons
Wilmington Regional Office Stormwater File
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080931
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
Commanding Officer USMCB Camp Lejeune
FOB at G-5 Range Shipping Container Storage Area
Hwy 172 -1.3 miles south of Lyman Rd., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance
with the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred
to as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 9, 2018, 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 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 115,040 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Section 1.7 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project will
be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this project
must be directed into the permitted stormwater control system.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080931
7. 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, ft2: 2.
b. Total Impervious Surfaces, ft2:
Buildings, ft2:
Sidewalk & Concrete, ft2:
Roads & parking, ft2:
Offsite, ft .
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSI :
g. Permanent Pool Surface Ares, ft
h. Permitted Storage Volume, ft :
i. Temporary Storage Elevation, FMSL:
j. Controlling Orifice:
k. Receiving Stream/River Basin:
I. Stream Index Number:
M. Classification of Water Body:
n. Forebay volume, ft :
o. Maximum Pump HP:
II. SCHEDULE OF COMPLIANCE
208,783
0
115,040
0
115,040
0
3.67 (pre -post 1 yr 24 hr)
5.0
90%
16.5
16,875
45,222
18.3
2.375 "0 pipe
Browns Creek WOK01
19-41-8
"SA, HQW"
17,041
1/3
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon
surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, level
spreader, filter strip, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
records will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance inspection records for each BMP. The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
6. Clear and unobstructed access to the stormwater facilities shall be maintained at
all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080931
7. The facilities shall be constructed in accordance with the conditions of this permit,
the approved plans and specifications, and other supporting data as attached and
on file with the Division.
8. 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.
9. 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.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area shown on the plans.
f. Alteration of any aspect of the approved stormwater management drainage
and runoff collection system.
g. Any development within any future area shown on the approved plans, prior
to construction.
11. 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 the minimum requirements. The permittee shall provide
copies of revised plans and certification in writing to the Director that the changes
have been made.
12. 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 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 and accompanied by supporting documentation as listed on the form. The
project must be in good standing with the Division. The approval of this request will
be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080931
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 issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-246,
Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall submit a permit renewal application 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 modified and reissued this the 27th day of September 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
leen H.-Sulk s, Director
on of Water quality
ithority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080931
FOB at G-5 Range Shipping Container Storage Area
Stormwater Permit No. SW8 080931
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 specification:
Signature
Registration Number
Date
SEAL_
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 080931
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/bypass 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/bypass 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 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.
cc: NCDENR-DWQ Regional Office
Page 8 of 8

PARSONSC%�re�S
M 2420 Lakemont Ave., Suite 155 • Orlando, FL 32814-6164 • [phone] • Fax: [phone] . www.parsons.com V
Mrs, Janet Russell
Division of Environmental Assistance and Outreach
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
21 September 2011 q
C.�
Subject: Modification to FOB ECP Shipping Container Storage SWPPP Permit
Application
Dear Mrs. Russell;
Enclosed for your acceptance is the updated Stormwater Management Pen -nit Application for the
Modification to FOB ECP Shipping Container Storage SWPPPP Permit.
If you have any questions concerning the enclosed application, please feel free to call me at
[phone] (office).
Sincerely,
�`o1"iginai signed"
Megan Cavazos Forthman
Parsons Engineer, Associate
_F C VW
SEP 22 2011
BY:

Lewis,Linda
From:
Lewis,Linda
Sent:
Thursday, September 15, 2011 6:25 PM
To:
Max Terry ([e-mail])
Cc:
Russell, Janet
Subject:
SW8 080931 G-5 range FOB ECP Shipping Container Storage
Max
This proposed project was submitted on September 14, but it does not include a completed SWU-101. Only a
revised supplement form has been submitted. Please reflect the increase in drainage area and built -upon area
by submitting a revised SWU-101 application form.
The average design depth reported on the supplement form is 4.96 feet, which is rounded to 5 feet. The
calculations I gave you a copy of used 7.5'. Apparently, the original reviewer did not catch this error, and
neither did I in our meeting. I apologize for this oversight. The average depth should be 5.0 feet to determine
the SA/DA ratio. There is plenty of available surface area, even if you use the 5' average depth.
Please submit the required information by Friday, September 23, 2011.
Linda Lewis
NC Division of Water Quality
127 Cardinal drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
s ¢ �✓ �
�a-

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A�.t-
NCDENR
n$nCt3
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
IC�`c2cc e�L� r4-�
!fie 5 L�
Revie
bmit: - A , 1 \v r3
Time: -Z
Confirm (5 - 30
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. ,� iu
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(dncdenr-goy
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(ab-ncdenr.gov
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan&cdenr.gov
• Washington Region -Lyn Hardison 252-946-9215 or [e-mail]
• Wilmington Region -Janet Russell 910-350-2004 or janet.russellAncdenr.gov
(VOTE: 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: MTA•G8C—Fe8- County:ONSLOW IOL3 E-c-P
Applicant: MAX TERRY Company: PARSONS
�J
Address: 215 E HOUSTON ST. SUITE 350 City: SAN ANTONIO, State: TX Zip: 78205-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:CAMP LEJEUNE, JACKSONVILLE, NORTH CAROLINA
Project Drains into SA waters - Water classification HOW (for classification see-hhp:llh2o.enr.state.nc.usibims/reports/reportsWB.htmI
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/z mile and draining to class SA waters Y or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: MAX TERRY, PE Company: PARSONS Cct-rQcf-
Address: 215 E HOUSTON ST. SUITE 350 City: SAN ANTONIO, State: TX Zip: 78205-_ l _ le
Phone: [phone], Fax: [phone]�04, Email: [e-mail] (� 7,%, T(,(
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAMS 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
❑t
e Stormwater El General El SFR, ❑ SFR < 1 ac, ❑Bkhd & Bt Rmp, El Clear & Grub, ❑ Utility El Other
LowDensity ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ElOff-site[SW (Provide permit #)]
ElHigh Density -Detention Pond _# Treatment Systems ❑ High Density -Infiltration _#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems _
® High Density -Other 2 # Treatment Systems / [D MOD:❑ Major ❑ Minor ® Plan Revision ❑ Redev. Exclusion SW 8080931 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
gnd Quality ® Erosion and Sedimentation Control Plan with 004 acres to be disturbed.(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
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Buffer Impacts, ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
For DENR use only
Fee Split for multiple ermits: Check # Total Fee Amount
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
1
$
LQS
$
Stream Deter,_
$
C
NCDENR EXPRESS March 2009
.R.ECEIVED
AUG 2 2 2011
BY:

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MANAGEMENT PERMIT NO. SWB 080931
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MODIFICATION TO STATE STORMWATER
MANAGEMENT PERMIT NO. SWB 080937
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EXISTING CONDITIONS

The MTA CBC FOB is located at the Marine Corps Base, Camp Lejeune (no street address
provided), in North Carolina's Onslow County, The United States Marine Corps owns this tract
of land which has a total property area of 4.79 acres. This site originally encompassed 4.52
acres of land and is covered by an existing SWPPP (Permit No. SW8 080931, Approved:
10/09/08) but due to training requirements the site is being increased by 0.27 acres to
incorporate an Entry -Control Point that meets the current Marine Corp training requirements.
The site currently has working BMPs consisting of a Wet Detention Pond and a Level
Spreader/Filter Strip which were designed and approved under the existing permit. There are
no wetlands located within the existing or revised boundaries of the site as delineated for the
previous permit. There are no surface waters onsite and the site is self-contained. A Subsurface
Geotechnical Investigation was conducted and a report compiled. The project is classified as
high density due to the size of the property area versus proposed impervious area. The project
is located in Onslow County and is classified as Costal Stormwater. However this site does not
qualify as an Area of Environmental Concern under Costal Area Management Act (LAMA) as the
site is not oceanfront construction and does not meet any requirements of CAMA, with the
exception of it's location within a CAMA County (Onslow County). Parsons proposes to increase
the project size from the original 185,584 sf (4.26 acres) to 208,783 sf (4.79 acres) and
increasing the impervious cover for the site from 107,532 sf (2.47 acres) to 115,040 sf (2.64
acres). From these revised areas, the percent impervious cover decreases from 57.9% to 55.1%
which is a decrease of 2.8%. The construction site lies within the Browns Swamp / White Oak
River Basin and drains to Freeman Creek (SA; HQW; Stream Index Number: 19-41-5-1). The
White Oak River Basin has no requirements for vegetated buffers. Due to existing site grading,
no off -site runoff flows on to the site.
The MTA CBC FOB is being developed as a training Forward Operating Base (FOB) facility for the
United States Marine Corps. The training facility will consist of a total of 16 buildings which will
all be located on the existing gravel pad area.
Parsons first method of Stormwater Pollution Prevention was to minimize the percentage
impervious surface for the proposed site. In order to reduce erosion the site is designed to
utilize the existing drainage swales that capture the runoff. The existing swales located along
the existing gravel road will be realigned to outside the limits of the entry control roads to
maintain the drainage pattern of the existing site.
Stormwater Pollution Prevention Plan (SWPPP)
HS MOUT, MTA CBC FOB, Camp Lejeune, NC
Contract No. M67854-09-D-8000, Delivery Order No. 030
AUG 2 2 2011
Page 15

EMEN
NOIECr NI -
MTA CBC FOB, CLNC PnFasal
mN. MODIFICATION TO STATE STORMWATER PARSONS
MANAGEMENT PERMIT NO. SWB 080931
A9I➢[NA G Yr tN
9[CI IIRL0� %SL L36Y0.TOm
PROPOSED CONDITIONS
s
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Russell, Janet
From:
Forthman, Megan [[e-mail]]
Sent:
Monday, August 22, 2011 3:19 PM
To:
Russell, Janet
Cc:
Terry, Max
Subject:
Request for Express Permitting Meeting
Attachments:
D0030-REQUEST FOR EXPRESS.pdf, D0030-SWPPP Narrative.pdf; D0030-Location Map
11x17.pdf; D0030-SW3P 072911.pdf
Good Afternoon, Janet,
I would like to request an Express Review Meeting regarding a SWPPP modification and an ECP at a site we have at
Camp Lejeune. The existing permit is SW8 8080931, issued 10/09/08.Our project will be adding a total of 0.17 acres of
impervious cover to the existing site.
I have attached the Express Request form as well as the project narrative, site plans, and location map.
Max will be in North Carolina next week for a meeting at Camp Lejeune on Thursday, September 1. 1 understand this is
very short notice, but is there any way we could schedule a meeting with NC DENR for either Wednesday, August 31 or
early in the day on Friday, September 2?
Also, can you please advise on the cost of the SWPPP Modification for this project? The ECP will be $315, correct, for
one acre of disturbance?
Thank you for your assistance,
Megan Cavazos Forthman, EIT
Engineer, Associate
PARSONS
219 E. Houston Street, Suite 350 ♦ San Antonio, Texas 78205
Phone -- 210.253.2631
megan.forthman@r)arsons.com ♦ www.parsons.com
(0 Please consider the environment before printing this message
AUG 'L011
-_J

Russell, Janet
From:
Forthman, Megan [Megan. [e-mail]
Sent:
Wednesday, August 24, 2011 1:31 PM
To:
Russell, Janet
Cc:
Terry, Max '
Subject:
RE: Missed Call
Thank you, Janet. As soon as we know the date of the meetings, I will be in touch.
Take care,
Megan
From: Russell, Janet [mailto:ianet.russell(.ancdenr.gov]
Sent: Wednesday, August 24, 2011 12:32 PM
To: Forthman, Megan
Subject: RE: Missed Call
Megan:
Putting off the meeting until later is no problem. We do have a lot going on in the next few days. Just give me as much
lead time as possible when you start looking at new dates to come to Camp Lejeune.
Thanks,
Janet
From: Forthman, Megan [mailto:[e-mail]]
Sent: Wednesday, August 24, 2011 1:17 PM
To: Russell, Janet
Cc: Terry, Max
Subject: RE: Missed Call
Janet,
Yes, the stormwater will be directed to the existing, permitted BMPs and Max has done calculations to verify that the
BMPs are capable of handling the increase in runoff.
All of our meetings for next week were canceled due to the storm headed your way. We don't yet know when the
meetings are going to be rescheduled for, but probably within the next 2 weeks. With that said, can we please hold off
scheduling until we'know when Max will be in North Carolina? I'm sorry for the urgency and then to cancel like this, but
we want to avoid having Max take more than one trip if possible.
Thank you,
Megan
From: Russell, Janet mailto:'anet.russell ncdenr. ov
Sent: Wednesday, August 24, 2011 11:46 AM
To: Forthman, Megan
Subject: RE: Missed Call
Megan:

s QED
AU6 ' 6 1011
MODIFICATION NARRATIVE�
The MTA CBC FOB is located at the Marine Corps Base, Camp Lejeune (no street address
provided), in North Carolina's Onslow County. The United States Marine Corps owns this tract
of land which has a total property area of 4.79 acres. This site originally encompassed 4.52
acres of land and is covered by an existing SWPPP (Permit No. SW8 080931, Approved:
10/09/08) but due to training requirements the site is being increased by 0.27 acres to
incorporate an Entry -Control Point that meets the current Marine Corp training requirements.
The site currently has working BMPs consisting of a Wet Detention Pond and a Level
Spreader/Filter Strip which were designed and approved under the existing permit. There are
no wetlands located within the existing or revised boundaries of the site as delineated for the
previous permit. There are no surface waters onsite and the site is self-contained. A Subsurface
Geotechnical Investigation was conducted and a report compiled. The project is classified as
high density due to the size of the property area versus proposed impervious area. The project
is located in Onslow County and is classified as Costal Stormwater. However this site does not
qualify as an Area of Environmental Concern under Costal Area Management Act (LAMA) as the
site is not oceanfront construction and does not meet any requirements of CAMA, with the
exception of its location within a CAMA County (Onslow County).
The basis of this stormwater modification was to determine if the existing BMP has capacity to
handle the additional BUA that is proposed with the new development. The existing conditions
calculation for the BMP that was included in the existing stormwater permit was set as the
baseline for the analysis. According to the existing calculations of the BMP, the minimum
volume required for existing site is 37,616 cf with a volume provided of 45,222 cf. Parsons
proposes to increase the project size from the original 185,584 sf (4.26 acres) to 208,783 sf
(4.79 acres) and to increase the impervious cover on site from 107,532 sf (2.47 acres) to
115,040 sf (2.64 acres). From these revised areas, the percent impervious cover decreases from
57.9% to 55.1%, a decrease of 2.8% total. Taking into account the increase in BUA, the proposed
minimum volume required in the BMP is calculated to be 31,651 cf which is less than the
original volume provided and is also less than the original minimum volume required. This
anomaly does not usually occur because it is logical that if you increase the BUA the volume
required in the pond would increase. The anomaly is due to the original calculations utilizing a
1-yr, 24-hr rainfall depth of 4.66 in. This value could not be verified by any available data and
therefore the proposed calculations utilized the current NOAA rainfall data that detailed the 1-
yr, 24-hr rainfall depth for the Camp Lejeune area to be 3.67 in. Due this difference in rainfall
depth value between existing and proposed conditions, it has been determined that the current
BMP has capacity to handle the additional BUA and does not require any modifications, nor
does the inlet or the swales that service the BMP.
Stormwater Pollution Prevention Plan (SWPPP)
HS MOUT, MTA CBC FOB, Camp Lejeune, NC
Contract No. M67854-09-D-8000, Delivery Order No. 030
(�'� -�1nQ iVG�`�o.�t� �n2 'Sv��r�cQ 0.�-Qa, CQclr)re�

The construction site lies within the Browns Swamp / White Oak River Basin and drains to
Freeman Creek (SA; HQW; Stream Index Number: 19-41-5-1). The White Oak River Basin has no
requirements for vegetated buffers. Due to existing site grading, no off -site runoff flows on to
the site.
The MTA CBC FOB is being developed as a training Forward Operating Base (FOB) facility for the
United States Marine Corps. The training facility will consist of a total of 16 buildings which will
all be located on the existing gravel pad area.
Parsons first method of Stormwater Pollution Prevention was to minimize the percentage
impervious surface for the proposed site. In order to reduce erosion the site is designed to
utilize the existing drainage swales that capture the runoff. The existing swales located along
the existing gravel road will be realigned to outside the limits of the entry control roads to
maintain the drainage pattern of the existing site.
RECEIVED
AUG 2 6 Z011
BY:
Stormwater Pollution Prevention Plan (SWPPP)
HS MOUT, MTA CBC FOB, Camp Lejeune, NC
Contract No. M67854-09-D-8000, Delivery Order No. 030 Page 2

918
i\- ( 6 Sfe�d nS 5�ee-cs -�D �P,,
5w
w h '//? t'� <-�,
ASS A
C�� c
LX of 8�, E C V � 3
e"/ S `"Ip �e--r e-, - - U J *1-,, C oic c� f P ► r� i� f a,� r`

+ J A � � n u O'A '? For DENR Uso ONLY
f \/ 1 J /RevieNorth Carolina Department of Environment andNatural Resources '�nt�'S
'�
NCpENIt Request for Express Permit Review
1� �. C
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 TDF file) and vicinity map_(same items expected in the application package
of the project location. Please include this form in the application package. r ti.1
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a)ncdenr.gov
• Fayetteville or Raleigh Region -David tee 919-791-4203; david.lee(1a.ncdenr.aov
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan cDncdenr.gov
• Washington Region -Lyn Hardison 252.946-9215 orlyn.hardison(g}ncdenrgoy
• Wilmington Region -Janet Russell910-350-2004 or ianet.russella(7.ncdenr.gov
(VOTE: 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: MTA.CBC—FQ8-- County: ONSLOW oS -- �•Q Ec9 (� r - �
Applicant: MAX TERRY Company: PARSONS
Address: 215 E HOUSTON ST. SUITE 350 City: SAN ANTONIO, State: TX Zip'. 78205--_,,,_
Phone: [phone], Fax: [phone], Email: max.terrv@Darsonstorn
_____.Physical Location:CAMP LEJEUNE, JACKSONVILLE, NORTH CAROLINA _
Project Drains into SA waters - Water classification HQW (tor classification see-httpalh2o.enr.state.nc.us/bims/reportslreponsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within A mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: MAX TERRY, PE Company: PARSONS �t"if'('Y�T '/ � rc CAP
Address: 215 E HOUSTON ST. SUITE 350 City: SAN ANTONIO, State: TX Zip: 78205
Phone: [phone], Fax: [phone]. Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ 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
❑ IntermittenUPerennial 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
r I
❑ S+tate Stormwater ❑ General ❑ SFR, E] SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑..,..Clear & Grub, El Utility E] Other
�❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density-Detenlion Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other 2# Treatment Systems / ® MOD:❑ Major ❑ Minor ® Plan Revision ❑ Redev. Exclusion SW 8080931 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
I nd Quality ®Erosion and Sedimentation Control Plan with 0.4 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT for both scoping and express meetin-g request
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: (Check N
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property r] Yes ® No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
For DF.NR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
I
$
SW (❑ HD, E] LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS March 2009

PARSONS m IDS MOOT
Calculation Cover Sheet
Project Name: DO #030 Job No.: 747495 Calc. No.: C3002 Sheet 1 of 9
Subject: Hydrology Calculations Group: CIVIL
Calculation Status Designation
Preliminary
Committed P
Confirmed
Superseded
Voided
❑
®reliminary
❑
❑
❑
Computer Program/Type
Program Name
Version Release No.
Computer
Program Validated
ID
❑ Yes J ❑
No
I ®
Not Required
❑ Yes ❑
No
®
Not Required
Notes/Comments
No software program was used as calculations were performed manually.
e\���y3iil�llJf,l�
�7 4
••
<C ti
Record of Revisions
No.
Reason for Revision
Total No.
Last Sheet
By
Checked
Approved/
Date
of Sheets
No.
Acce ted
0
SWPPP Submittal
8
8
EM
TH
07/27/11
1
SWPPP Submittal
8
8
EM
'TH
09/14/11
FE CEIVEID
SEP 14 2011
BY:
Page 1 of 9
C3002-D00030-HYDROLOGY CAI-C.DOC

r
Xy
PARSONS m HIS MOUT
Calculation Table df Contents
Project Name: DO #030 Job No.: 747495 Cale. No.: C3002 Sheet No. 2 of 9
Sheet Rev.
Subject: Hydrology Calculations By: Erwin Mosqueda Date: 09/14/11
Table of Contents
1.0 Objective / Purpose........................................................
2.0 Inputs/Design Condition ................................................
3.0 Assumptions...................................................................
4.0 Reference........................................................................
5.0 Calculation Body............................................................
6.0 Summary........................................................................
Page
................................................... 3
................................................... 3
................................................... 3
................................................... 3
................................................... 3
................................................... 6
Page 2 of 9
C3002-D00030-HYDROLOGY CAI.C.DOC

PARSONS m HS MOUT
Calculation Table of Contents
Project Name: DO #030 Job No.: 747495 Calc. No.: C3002 Sheet No. 3 of 9
Sheet Rev.
Subject: Hydrology Calculations By: Erwin Mosqueda Date: 09/14/1)
1.0 Objective /,Purpose
Determine 10 year peak storm runoff for existing and proposed condition.
2.0 Inputs/Desip-n Condition
See Hydrology Map attached for existing and proposed condition site grading. The site consist of fill area
with container structures and concrete walls. The grading is designed to sheet flow storm runoff water
following the existing drainage pattern. The existing ground cover is gravel.
3.0 Assumptions
Hydrology:
Using NOAA Atlas 14 Point Precipitation Frequency Estimates for rainfall intensity.
We will assume the Runoff Coefficient (C) will be 0.5. For a typical residential development C of 0.5 is a
conservative value for the gravel site. We will also assume C value of 0.50 for existing condition since the
existing ground cover is mainly gravel.
4.0 • Reference
North Carolina Division of Highways Guidelines For Drainage Studies and Hydraulic Design
North Carolina Standards and Specifications Section 6.60.1
NOAA Atlas 14 Point Precipitation Frequency Estimates
Manning's Equation
5.0 Calculation Body
5.1 Hydrology
Q = CIA
Q = Storm runoff in cubic feet per second (cfs)
C = Runoff Coefficient
I = Rainfall Intensity in inches per hour (See NOAA Atlas 14, 10 year 10 min I=7.2 in/hr)
A = Area in acres
IECE.IVED
SEP 1 4 2011
BY:
Page 3 of 9
C3002-DO0030-HYDROLOGY CAI-C.DOC

PARSONS m HS MOOT
Calculation Table of Contents
Project Name: DO #030 Job No,: 747495 Calc. No.: C3002 Sheet No. 4 of 9
Sheet Rev.
Subject: Hydrology Calculations By: Erwin Mosqueda Date: 09/14/11
EXISTING CONDITION INPUT DATA / CALCULATIONS
Drainage
Area
Runoff
Coefficient [C]
Q10 Rainfall
Intensity [1]
Area
f Area
Q10 [A]
Q10
F Q10 PEAK Rainfall
Flow rate [Q]
A
0.5
7.2
0.31
0.31
1.12
1.12
B
0.5
7.2
2.58
2.89
9.29
10.4
I Q10 - 10 min peak rainfall intensity. See sheet 6 NOAA Atlas 14 (Minimum Time of
concentration is 10 min.)
Area A:
Q10 = 0.5 (7.2) 0.31 = 1.1 cfs
Area B:
Q10 = 0.5 (7.2) 2.58 = 9.3 cfs
IQ 10 = 0.5 (7.2) (0.31+ 2.58) = 10.4 cfs
PROPOSED CONDITION INPUT DATA /CALCULATIONS
Drainage
Area
Runoff
Coefficient [C]
Q10 Rainfall
Intensity [I]
Area
F Area
Q10 [A]
Q10
f Q10 PEAK Rainfall
Flow rate [Q]
C
0.5
7.2
0.3
0.3
1.08
1.08
D
0.5
7.2
0.38
0.68
1.37
2.45
E
0.5
7.2
2.58
3.26
9.29
11.74
t Q 10 - 10 min peak rainfall intensity. See sheet 6 Chart NOAA Atlas 14 (Minimum Time of
concentration is 10 min.)
Area C:
Q10 = 0.5 (7.2) 0.30 = 1.1 efs
Area D.
Q10 = 0.5 (7.2) 0.38 = 1.4 cfs
IQ 10 = 0.5 (7.2) (0.30+ 0.38) = 2.5 cfs
Area 1 :
Q 10 = 0.5 (7.2) 2.5 8 = 9.3 cfs
IQ 10 = 0.5 (7.2) (0.68+ 2.58) = 11.7 cfs
Page 4 of 9 C30024100030-HYDROLOGY CALC.DDC

'r
PARSONS - FPS IoIAOUT
Calculation Table'of Contents
Project Name: DO #030 Job No.: 747495 Calc, No.: C3002 Sheet No. 5 of 9
Sheet Rev,
Subject: Hydrology Calculations By: Erwin Mosqueda Date: 09/14/11
NVAA Atlas 14, VOtume 2, Version 3 �...,�
Location name: Jacksonville, North Carolina, US' j/4 „
j Coordinates: 34.6742, •77.3338
MOP
MOP
Elevation: 26W
' source: 600gle Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnln, D, Martin, B. Lin, T. Parzyook, M.Yekla, and D_ Riley
NOAA, National Weather 6eMce, Silver Spring, Maryland
PE_tabuLaL I PF graphical I (Maps & aerials
PF tabular
PDS-basedpoint precipitation frequency estimates with 90% confidence intervals in inchesthour)1
Average recurrence Interval(years)
OuraUon
���5
1p
25
50 100 200
IJ 500 1000
5.92
5.96
8.06 9.06
10.2
i 1.2 12.1 13.0
14,2 15.2
5-min
(5.47-6,41)
(6,46-7.52)
(7.45-8.70) (8.35-9.78)
(9.38-11.0)
(10.2-12.0) (11.0-130) (1f.8-ia.t)
{12.7-15,4) (13.5-16,5)
4.72
5.57
6.45 7.24
6.15
6.69 9.61 10.3
11.2 t2.0
10-min
(C37-5.12)
(5.17-6.02)
{5.96-8.97) 16.68-7,82)
(7.48-8.78)
1 (8.13-9.5B) 1 (8.74-10.4) 1 (9.32-11.1)
(I0.0-12.2) (10.6-13,0)
3.93
4.67
5.44 6.10
6 89
7.50 8.09 8.fi7
9.41 10.0
15-min
(3,64-4,26)
(4,33-5.04)
(5.03-5.88) (5.64-6,59 1
(6.32-7.42)
(6.66-8.09) (7.36-8.73 (7.84-9.37)
)
(8.42-10.2) (6.88-10.9 )
2.74
3.22
3.87 4.42
SAO
5.65 6.20 6.75
7.49 8.11
30-min
(2.50-2.92)
1 (2.99-3,48)
1 (3.57-4.11) (4,08-4,78)
1 (4.68-5.50)
(5.17-6.09) 1 (5.64-6,69) 1 (6.10-7.29)
1 (6.70-aJI) (1.t9-8.81)
1.68
2.o2
2.46 2.88
3.40
3.63 4.27 4.73
5.37 6.92
80-rein
(1.56-1.82)
(1.88-2.19)
(2.29-2.68) 1 (2,66-3,11)
(3.12-3.68)
(3.50-4.13) (3.89-4,61) (4,76-5.11)
(4.81-5.82)
1.02
1.24
1.56 1.85
2.24
2.59 2.95 3.34
3.90 4.39
2-hr
(0.944-1.11)
(1.15-1.35)
(1.44-1.69) (1,70-2.01)
(2.05-2.43)
(2.35-2.80) (2.66-3.20) (2.99-3.62)
{3,46-4.24) (3.86-4,79)
0.736
0.891
1.13 1.J5
1.65
1.93 2,22 2.54
3.02 3.45
3 hr
(0.677-0.808)
(Q.B22-0.976)
{1.D4-1,23) {t,23-1,47)
(1.50-180)
(1.74-2.10) (1.994A2) {2,26-2.77)
(2.66-3.30) (3,00-37B)
0.450
0.544
0,689 0.825
1.02
1,19 1.37 1.58
1.89 2.16
6 hr
(0.412-0.496)
(0.498-0.601)
(0.628-0.760) (0.756-0.909)
(0.918-1.12)
1 (1.07-1.30) (1.22-1.51) 1 (1,39-1.73)
(1,64-2,07) (1.86-2.38)
0,263
0,319
0.40E 0.489
0.606
0.713 0.830 0.962
1.16 1.34
�12-hr
(0.239-0.293)
(02 9-0.355)
(0.367-0451) (0.440-0.543)
(0.541-0.672)
(0.632-0.788) (0.730-D.917)(0,835-1.06}
(0.992-1.28) 1 (1.13-1.49)
OA52
0.185
0.239 0.285
0.355
0.416 0,484 0.560
0.675 0.775
24-hr
(0,139-0,1B7)
(0.169-0.204)
(0,219-0,263) (026D-0,313)
(0.320-0.389)
(0.372-0.458) (0.42B-0,539) {q,489-D.614)
(0.578-0,744) (0.853-0.B59)
0.0$8
0.107
0.137 0.163
o.-13.152)
0.203
0.238 0.277 0.320
p.387 0.444
2-day
(O.p0.088 )
(0.00.10.1t6)
( (0.148-0.180}
(0.182-0.224)
{0.212-0.282) {0.244-p.306} (Q.276-0.355)
(0,329-0.431) (0.372-0,498)
9.062
0.o75
0.096 0.114
0740
0,163 IF 0.168 0.216
0.260 F 0,297
3�ay
(0.057-0.069)
{0.069-0.083)
(0086-O.SOB) (0.103-0.125)
(0.128-9.154)
{0.146-0.179) (0.t87-0.208) (0.189-0.239)
(0.223-0,288) (0.251-0.332)
0.049
0,060
0.076 O.D89
0.109
0.126 0.144 0.164
0.196 0.223
4 day
(0,045-0.654)
(0.055-0,066)
(0,069-0.083) (O,OSi-0.098)
{0.098-D.119)
(0.113-0.136) {0.128-0.758) {0.144-p.181)
(0.169-0.217) (0.190-0.24fl}
0.033
0.039
o.lt 0.058
-IF
0.070
0.080 0.091 0.103
0.120 0.134
7-day
�(D.030-0.038)
(0.036-0,043)
(0,045-0,054) (0.053-0.083)
(0.064-0.078)
(0.072-0.687) (0982-0.099) (0.091-0.113)
(0,105-0.132) (0.119-0.149)
0.025
0.031
0738 o.0a4
0.053
0.060 0.066 0.076
0.088 0.098
10�a y
(0,023-0.02B)
(0.02B-0,033)
(0,035-0,041) (0,040-0.048)
(0.048-0.057)
(0.054-0,065) {0.061-0.074) (D.DBB-O.OB3)
(D,077-0,097)(0.085-0.109)
�20•da 0.017 0.020 0.o25 0.02$ O.OJ3 0.037 0.042 p.046 0.053 0.058
(0,018-0,018) (0.p19-0022) (0,023-0,026) (0,026-0,030)(0.031-0.036) (0.034-0.040) (0.038-0.045)(0.042-0.050) (0,041-0058) (0.051-o.0B4)
30-day 0.014 F--0,0117­11 0.020 F 0.023 0.026 -05702-971 0.032 0.035 0.040 0.043
(0,013-O.pl S) (0.015-0,079) (0,019-0,027) (4021-4024) (0.024-D.028) {0.027-0.031} (0.030-0.035) (0.032-p.038) (0036-0,043) {0.038-0.047)
0.012 0.014 0.016 0.019 0.022 0.024 7F 0.027 0.029 0.033 F a.036
45-day
(O,Otf-0613)(0.013-0015) (0.015-OA18] (0,017-0020) (0,020-0023) (O.o22-0026)(0.024-0.029) (0.026-0.031) (0,029-0036) (0.032-0.039)
O'011 0.012 0.015 0.06 0.015 0.021 0,023 F 0 024 0.027 0.029
60 day
(OA1p-0.011) (0.012-O,p13) (OA14-0016) (0.015-0.017) (0,018-0020) (0.019-0022} (0.02t-oO2a) (O,p23-0026) (0925-O.p29) (0,026-0.031)
t Precipitation frequency (PF) estimales in this table are based on frequency analysis of partial duration series (PAS).
Numbera In parenthesis are PF estimates at lower and upper bounds of the 90% Par6dance Irnterval, The probability that preeipitallon frequency astlmaleIt-.
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds arc
rhacked against probable maximum precipitation (PIMP) estimates and may be higher than currently valid PMP values.
Please rater to NOAA Atlas 14 document for more information.
Page 5 of 9 I1�C30U2;D00030;HYDROLOGY CALC.DOC
l SEP 1 4 2011 I
T-11--V-

PARSONS - HS MOUT
Calculation Table of Contents
Project Name: DO #030 Job No.: 747495 Cale. No.: C3002 Sheet No. 6 of 9
Sheet Rev.
Subject: Hydrology Calculations . By: Erwin Mosqueda Date: 09/14/11
5.2 Hydraulics
Swale Calculations:
Area C: V-Gutter (3:1 side slope):
Q=(1.49In)AR213Si2
Q=AV
V = Velocity of the water
Q = Max. Flow rate for Area C = 1.1 cfs
n = Manning's Roughness Coefficient (0.03 for grass, 0.02 for bare soil)
y = depth of water
A =•Cross Section Area of V-gutter = 3y2
P = Wetted Perimeter = 2(10y2)1r2
R = Hydraulic Radius = A / P = 3y2 / 2(10y2)12 = 0.47y
S = Slope of gutter = 0.0073 average at the end
Grass (n=0.03):
Q= (1.49/0.03) 3y2 (0.47y)23 (0.0073)12 = 1.1 cfs = 12.7 y2 (0.47y)"3
Assume y = 0.48', Q = 1.1 cfs ; therefore y = 0.48'
Width of flow (w) = 6y = 6(0.48) = 2.8'
Velocity at the C: V= Q/A = 1.1 / 3y2 = 1.1 / 3(0.48)2 = 1.6 ft/sec
Bare Soil (n=0.02):
Q= (1.49/0.02) 3y2 (0.47y)22 (0.0073)12 = 1.1 cfs = 19.1 y2 (0.47y)213
Assume y = 0.41', Q = 1.1 cfs ; therefore y = 0.41'
Velocity at the C: V= Q/A = 1.1 / 3y2 = 1.1 / 3(0.41)2 = *2.2 ft/sec
(*Note: Gravel Bag velocity reducers will be placed during construction on the swales)
Area D: V-Gutter (3:1 side slope):
Q=(1.49/n)AR'S12
Q=AV
V = Velocity of the water
Q = Max. Flow rate for Area D = 1.4 cfs
n = Manning's Roughness Coefficient (0.03 for grass)
y = depth of water
A Cross Section Area of V-gutter = 3y2
P = Wetted Perimeter = 2(10y2)I2
R = Hydraulic Radius = A / P = 3y2I 2(10y2) i2 = 0.47y
S = Slope of gutter = 0.0030 average at the end
Grass (n=0.03):
Q= (1,49/0.03) 3yz (0.47y)z`3 (0.0030)12 = 1.4 cfs = 8.2 y2 (0.4
Page 6 of 9 C3002-DOOD30-HYDROLOGY CALC.DOC

rf
Page 7 of 9 C3002-DO0030-HYDROLOGY CALC.DOC

PARSONS = HS MOUT
Calculation Cover Sheet
Project Name: DO #030 Job No.: 747494 Cale. No.: C3001 Sheet 1 of 13
Subject: SW3P BMP Calculations Group: CIVIL
Calculation Status Designation
Preliminary
Committed Preliminary
Confirmed
Superseded
Voided
El®
❑
❑
❑
Computer Program/Type
Program Name
Version Release No.
Computer
Program Validated
ID
❑
Yes
I ❑ No
I ®
Not Required
❑
Yes
❑ No
I ®
Not Required
Notes/Comments
No software programs were used as calculations were performed manually.
A
� nEA I_ ��. f...
I'le� flc)Ny Y
'ff1l111!i1t��
i 3t rr
Record of Revisions
No.
Reason for Revision
Total No.
Last Sheet
By
Checked
Approved/
Date
of Sheets
No.
Accepted
0
SW3P Submittal
7
7
MT
DK
07/27/11
1
BMP Calculation
6
13
MT
DK
09/14/11
LSEP 1 4 2011
BY:
Page 1 of 13
C3001-D_ O030 SW3P_BMP-CALC 09121 WOC

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PARSONS m HS MOUT - --
Calculation Table of Contents
Project Name: DO #030 Job No.: 747175 Calc. No.:
Subject: SW3P BMP Calculations By: Max Terry
Table of Contents
2 of
Sheet No. 13
Sheet Rev.
Date: 09/14/11
Page
1.0
Objective I Purpose.........................................................................................................................
3
2.0
Inputs/Design Condition
................................................................................................................. 3
3.0
Assumptions....................................................................................................................................3
4.0
Reference...................................................................................
............ ..... 3
5.0
Definition of Terms..........................................................................................................................
3
6.0
Calculation Body.............................................................................................................................
4
7.0
Summary ......................................................................................
Page 2 of 13 C3001-DO030 SW3P BMP CALL 0912:1.DOC

W
PARSONS - H5 MOUT
Calculation Table of Contents
3 of
Project Name: DO #030 Job No.: 747175 Cale. No.: Sheet No. 13
Sheet Rev.
Subject: SW3P BMP Calculations By: Max Terry Date: 09/14/11
1.0 Obiective / Purpose
The purpose of this report is to check the capacity of the existing BMP and verify if there is additional
storage volume that could handle the increased development. To meet the stated purpose, two
objectives are to be completed. First objective is to verify the calculations of the Site Characteristics and
Storage Volume sections of the Wet Detention Basin Supplement (Form SW401) that was provided in the
State Stormwater Management Permit No. SW8 080931 that is on record with the North Carolina
Department of Environment and Natural Resources (NCDENR). The second objective is to incorporate the
additional area and SUA into the calculation to verify the impact of the new development on the existing
BMP.
2.0 Inputs/Design Condition
The site is currently developed as a gravel pad and road. The whole site drains to a Wet Detention Basin
via swales that surround the site. The proposed site will be adding a minimal ECP (Entry Control Point)
footprint whose additional runoff will still be routed towards the Basin.
3.0 Assumptions
Hydrology:
• Rainfall Depths for Camp Lejeune, NC as provided by NOAA (Table 1)
• The following coefficients will be assumed consistent from approved permit computations to revised
site computations.
o Runoff Coefficient (C) will be 0.2 for the pre -developed conditions. (per approved Permit)
o Runoff Coefficient (C) will be 0.77 for the post -developed conditions. (per approved Permit)
4.0 Reference
NCDENR Stormwater Best Management Practices Manual, July 2007
North Carolina - State Stormwater Management Permit No. SW8 080931
5.0 Definition of Terms
Rv = Runoff coefficient [storm runoff (in) / storm rainfall (in)], unitless
VE = Volume of runoff that must be controlled for the design storm (ft3)
RI) = Design storm rainfall depth (in)
AT = Total Watershed area (ac)
A,E = Existing impervious area (ac)
Alp = Post -construction impervious area (ac)
IE = Existing impervious fraction [impervious area (ac) / total drainage area (ac)], unitless
Ip = Post -construction impervious fraction [impervious area (ac) /total drainage area (ac)], unitless
ZiVED
S7:1 4 2011
emu.
Page 3 of 13 C3001-DO030 $W3P BMP CALC 09121 LDOC

It
PARSONS w HS MOOT
Calculation Table of Contents
Project Name: DO #030 Job No.: 747175 Calc. No
Subject: SW3P BMP Calculations By: Max Terry
16.0 Calculation Body
4 of
Sheet No. 13
Sheet Rev,
Date: 09/ 14/ 11
As per NCDENR Stormwater BMP Manual, Chapter 3, the runoff volume will be calculated using the
Simple Method as described is Section 3.3.1.
DESIGN CRITERIA
Design Storm = 1-yr 24-hour Storm
1-yr 24-hour Storm (Camp Lejeune, NC) = 3.67 inches (Table 1)
SITE DATA
AT = 208783 ft2 = 4.79 acres (Drainage Area)
A,E = 0 ft2 = 0.00 acres (Impervious Area, Pre -Development)
Alp = 115040 ft2 = 2.64 acres (Impervious Area, Post-Devetopment)
IAE = 0.0%
I,p = 115,040/208,783x100 = 55.10%
R7Y = 1.5 in (Design Rainfall Depth)
Rn = 3.67 in (Design Storm Rainfall Depth) (See Table 1)
SIZE RETENTION POND
Use 90% TSS Removal Table
Use Pond Design Depth = TS + 1' extra for sediment storage
% BUA = 55.10%
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll,1986
Percent
Impervious
Cover
3.0
3.5
4.0
Permanent Pool Average Depth (ft)
4.5 5.0 5.5 6.0 6.5 7.0
7.5
8.0
8.5
9.0
10%
0.9
0.8
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
20%
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7
30%
19
1.8
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0.9
0.9
40%
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1A
50%
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5
60 %
3.5
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7
70 %
4.0
3.7
3.3
3.1
2.8
2.7
2.5
2.4
2.2
2.1
2.0
2.0
1.9
80%
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90%
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4
Table 1 - Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Source: NCDENR Stormwater BMP Manual, Chapter 10, Table 10.3.
Page 4 of 13 C3001-DO030 SW3P BMP CALC 09121 LDOC

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PARSONS w HS MOOT
Calculation Table of Contents
Project Name: DO #030
Subject: SW3P BMP Calculations
5A/DA (60% BUA) @ 7.5' Deep => 1.9%
SA/DA (50% BUA) @ 7.5' Deep => 1.5%
SA/DA (55.1% BUA) @ 7.5' Deep = 1,70%
Job No.: 747175 Calc. No.
By: Max Terry
Minimum Pond Area = 1.70% x 208,783 sf = 3,549.3 sf
5 of
Sheet No. 13
Sheet Rev.
D ate: 09/ 14/11
Original Pond Design provides a Surface Area @ the Permanent Pool = 75'x225' = 16,875 sf
16,875 sf > 3,549.3 sf .-.OK
Calculate Design Storm Volume (Simplified Method)
Are -Development 1.5" Runoff Volume
Rv=0.05+0.9(A,E)=0.05+0.9(0.0)=0.05
V1,5. = 3630 (111.5-) (Rv) (AT) = 3630 (1.5) (0.05) (4.79) = 1304 ft3
Pre -Development 1-yr, 24-hr runoff
Rv = 0.05 + 0.9 (A,E) = 0.05 + 0.9 (0.0) = 0.05
VPre = 3630 (Ro) (Rv) (AT) = 3630 (3.67) (0.05) (4.79) = 3191 ft3
Post -Development 1.5" Runoff Volume
Rv = 0.05 + 0.9 (IAP) = 0.05 + 0.9 (0,551) = 0.546
VPnst = 3630 (RD) (Rv) (AT) = 3630 (1.5) (0.546) (4.79) = 14241 ft3 <= 134"Storm Volume
Post -Development 1-yr, 24-hr runoff
Rv = 0.05 + 0.9 (IAP) = 0.05 + 0.9 (0.551) = 0.546
Voss% = 3630 (Ro) (Rv) (AT) = 3630 (3.67) (0.546) (4.79) = 34842 ft3
Minimum Volume Required = Vpost —Vpre = 34842 —3191 = 31651 ft3
Volume Provided (per Permit) = 45222 ft3
31651 ft3 < 45222 ft3 .•. Existing BMP on -site has capacity for additional BUA.
Additional Volume Available = 45222 — 31651 = 13571 ft3
Treatment Volume 5ummory
1 %" Volume = 14,241 ft3
Minimum Volume Req'd = 31,651 ft3
Post 1-yr 25-hr Volume = 34,842 ft3
Note: Must provide effective infiltration of 1-yr 24-hr volume of 41,219 ft3.
Now to check stormwater pond size, drawdown and verity outlet structure size.
Page 5 of 13
C3001-D0030 SW3P BMP CALL 09121 LDOC

PARSONS - HS MOOT
Calculation Table of Contents
Project Name: DO #030 Job No.: 747175 Ca1c. No.
Subject: SW3P BMP Calculations By: Max Terry
STORMWATER POND CALCULATIONS
POND AND ORIFICE SIZING
SITE DATA
6 of
Sheet No. 13
Sheet Rev,
Date: 09/14/11
SQ.FT.
ACRES
Total Drainage Area
208,783
4.79
Building Area
0
0.00
Sidewalk Area
0
0.00
Parking/Drive Area
115,0401
2.64
Grass Area
93,7431
2.15
Total Built Upon Area (BUA)
115,0401
2.64
% BUA
55.10%
DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL
Reference SA/DA Table
85%TSS Removal with 30' Vegatative Filler
90% TSS Removal for Wet Detention without Vegetative Filter
Set Permanent Pool Depth
7- ft
7
SA/DA Low (50%) ✓✓✓ r
xS
3 5
SA/DA High (60%)
—iA"
4 �
• Impervious
55.1 %
• Impervious Low
50 %
Interpolated SA/DA Value
Required Surface Area
3558 sf
Approximate Pond Width
75 ft
Approximate Pond Dimensions
75 ft x 225 ft
Set Permanent Pool Area 16875 sf
YES NO
X
X
Page 6 of 13 C3001-D0030 SW3P BMP CALC 09121 LDOC

It
PARSONS m HS MOUT
Calculation Table of Contents
Project Name: DO #030 Jab No.: 747175 Calc. No.
Subject: SW3P BMP Calculations By: Max Terry
ORIFICE FOR 4-DAY DRAWDOWN
Q = Co*A*sgrt(2gh) <= Basic Orifice Equation
Q = Discharge (cfs)
CD = Coefficient (use 0.6)
A = Orifice Area (sf)
g = Gravity (32.2 ft/S2)
h = Head (ft) <= measured to center of orifice
Existing Orifice Diameter (D) = 2-3/8" diameter A = 0.0308
DISCHARGE TABLE
h (ft) Q (cfs)
1.8
0.199
1.6
0.187
1.4
0.175
1.2
0.162
1.0
0.148
0.9
0.141
0.8
0.132
0.7
0.124
0.6
0.115
0.5
0.105
0.4
0.094
0.3
0.081
0.2
0.066
0.1
0.047
0.05
0.033
0.01
0.015
<= initial head
8 of
Sheet No. 13
Sheet Rev.
Date: 09/14/11
Page 8 of 13 C3001-DO030 SW3P BMP CAL.0 091211.DOC

v
PARSONS m HS MOOT
Calculation Table of Contents
Project Name: DO #030 lob No.: 747175 Calc. No.
Subject: SW3P BMP Calculations By: Max Terry
9 of
Sheet No. 13
Sheet Rev.
Date: 09/ 14/ 11
FLASPED (hr)
h (ft)
I Q (cfs)
Q/6 (hrs)
Qcumm
Vol. Remaining (ft
0
1.80
45222
6
1.80
0.199
4293
4293
40929
12
1.63
0.189
4084
8377
36845
18
1.47
0.179
3875
12252
32970
24
1.31
0.170
3665
15917
29305
30
1.17
0.160
3456
19373
25849
36
1.03
0.150
3246
22619
22603
42
0.90
0.141
3035
25654
19568
48
0.78
0.131
2824
28478
16744
54
0.67
.0.121
2612
31090
14132
60
0,56
0.111
2400
33490
11732
66
0.47
0.101
2187
35677
9545
72
0.38
0.091
1972
37649
7573
78
0.30
0.081
1757
39406
5816
84
0.23
0,071
1540
40946
4276
90
0.17
0.061
1320
42266
2956
96
0.12
0.051
1098
43364
1858
102
0.07
0.040
870
44234
988
108
0.04
0.029
635
44869
353
114
0.01
0.018
380
45249
-27
120
0.00
---
---
---
---
the 45,222 cf volume will be drained within the time period of approximately 114 hours or 4.75 days.
Page 9 of 13
C3001-D0030 SW3P BMI' CALC 09121 LDOC

L
A
PARSONS n HS MOUT
Calculation Table of Contents
Project Name: DO #030 Job No.: 747175 Calc. No.
Subject: SW3P BMP Calculations By: Max 'Terry
10 of
Sheet No. 13
Sheet Rev.
Date: 09/ 14/ 11
Need to verify that the 1 %"-inch storm volume of 14,241 ft3 will discharge between 2 and 5 days through the
2-3/8" orifice.
ORIFICE FOR 2-DAY DRAWDOWN
Q = Ca*A*sgrt(2gh) <= Basic Orifice Equation
Q = Discharge (cfs)
CD = Coefficient (use 0.6)
A = Orifice Area (sf)
g = Gravity (32.2 ft/S2)
h = Head (ft) <= measured to center of orifice
Existing Orifice Diameter (D) = 2-3/8" diameter A = 0.0308 1
DISCHARGE TABLE
h (ft)
Q (cfs)
0.70
0.124
0.65
0.119
0.60
0.115
0.55
0.110
0.50
0.105
0.45
0.099
0.40
0.094
0.35
0.088
0.30
0.081
0.25
0.074
0.20
0.066
0.15
0.057
0.10
0.047
0,05
0.033
0.025
0.023
0.01
0.015
<= initial head
Page 10 of 13 C3001-DO030 SW3P BMP CALL 09121 I.DOC

PARSONS m HS 11/ OUT -
Calculation Table of Contents
11 of
Project Name: DO ##630 Job No.: 747175 Cale. No.: Sheet No. 13
Sheet Rev.
Subject: SW3P BMP Calculations By: Max Terry Date: 09/14/11
ELASPED (hr)
h (ft)
I Q (cfs)
Q/6 (hrs)
Qcumm
I Vol. Remaining (ft)
0
0.70
14241
6
0.70
0.124
2680
2680
11S61
12
0.575
0.112
2429
5109
9132
18
0.475
0.102
2208
7317
6924
24
0.361
0.089
1925
9241
5000
30
0.260
0.076
1633
10875
3366
36
0.175
0.062
1340
12215
2026
42
0.105
0,048
1038
13253
988
48
0.051
0.033
723
13976
265
54
0.014
0.018
379
14355
-114
60
---
---
---
---
---
66
---
---
---
---
---
72
---
---
---
---
---
78
---
---
---
---
---
' 84
---
---
---
---
---
90
---
---
---
---
---
96
---
---
---
---
---
102
---
---
---
---
---
108
---
---
---
---
---
114
---
---
---
---
---
120
---
---
---
---
---
.•. the 14,241 ft3 volume has drained within the time period of approximately 54 hrs or 2.25 days
17.0 Summary
The existing BMP on -site has enough capacity to handle the increase BUA that will be incorporated along
the entrance road to the pad. It is also shown in this report that the existing 2 3/8" orifice will discharge
the 1 % " storm in 2 days and the 1-yr 24-hr storm volume in 4.75 days and therefore meets the
requirements of the BMP standards set for the Wet Detention Pond. It is also notated that the 1-yr, 24-hr
runoff depth differs from the original value of 4.66 in (Wilmington, NC data) to a revised value, per
current NOAA data, of 3.67 in.
Page 1 1 of 13 C3001-Do030 SW3P BMP CALL 09121 LDOC

4
PARSONS m HS M®UT
Calculation Table of Contents
12 of
Project Name: DO #030 Job No.: 747175 Ca1c. No.: Sheet No, 13
Sheet Rev.
Subject: SW3P BMP Calculations By: Max Terry Date: 09/14/11
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Source: htip:/Ihdsc.nws.noaa.govfhdsc/pfds/
Page 12 of 13 C3001-DO030 SW3P BMP CALC 09121 LDOC J

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