SW8090630_HISTORICAL FILE_20110601

i
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 a b (:,3 C)
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2011 0( a
YYYYM M DD

fib � A*
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverley Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
June 1, 2011
Commanding Officer
USMCB Camp Lejeune
c/o Carl H. Baker; Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No, SW8 090630 Mod.
New Base Entry Road P-1382, P-1383 and P-1384
High Density Permit - Overall Low Density Linear Road Project with
BMP's for the Collected Areas and Areas of Higher Density
Onslow County
Dear Mr. Baker -
The Wilmington Regional Office of the Division of Water Quality received a complete modification
to the previously issued Stormwater Management Permit for the New Base Entry Road P-1382,
P-1383 and P-1384, on May 31, 2011.. Staff review of the plans and specifications has
determined that the modified project, as proposed, will comply with the Stormwater Regulations
set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwarding modified
Permit No. SW8 090630. dated June 1, 2011, for the construction of the built -upon areas and
BMP's for the subject project.
The modifications covered by this permit include the following:
1. Decreases the overall project area from 19,816,223 sf, to 19,538,433 sf,
2. Decreases the maximum allowed built -upon area for 24%. low density from 4,755,894 sf
to 4,689,224 sf.
3. Adds four (4) wet detention ponds B-1, B-2, C-1 and C-2 for the treatment of collected
runoff.
4. Provides revised plan sheets L-701, L-702, L-703, L-704, CP106 and GX310 for the gate
area showing the access road, landscaping berm and visitor's center.
5. The approved plan set for this project includes the Contract "A" road and gate area plans
previously approved on March 22, 2010, as revised per item #4 above, the drainage area
maps for all seven ponds, the revised Overview low density plans, and the new Contract
"B" and "C" road plans.
This permit shall be effective from the date of issuance until February 8, 2020, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a petition with the Office of Administrative
Hearings (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
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 011C
Phone: [phone] i FAX: [phone] ! Customer Service: 1.877-623-6748 N ort.h Carolina
Internet: v+ww.ncwalerquality.org
Naturally
An Equal Opporly 1 AH rninve AcOri Employer wn+

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
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 file (with restrictions) - provided the signed original, one (1)
copy and a filing fee (if a filing fee is required by NCGS §150B-23.2) 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 [phone]. FAX [phone].
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely,
F'or Colleen H. Sullins, Director
Division of Water Quality
GDS/arl: S:IWQSIStormwater\Permits & Projects120091090630 HD12011 06 permit 090630
cc: Louise Slate, P.E., MacTec Engineering
David U Towler,SMCB Camp-Lejeune- �_
ZWilmirigton Regional Office Stormwater File
Page 2 of 9

State Stormwater Management Systems
Permit No, SW8 090630 Mod.
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY DEVELOPMENT WITH
BMP's FOR THE COLLECTED AREAS AND AREAS OF HIGHER DENSITY
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
USMCB Camp Lejeune
New Base Entry Road P-1382, P-1383 and P-1384
NC 24 to Piney Green Road, MCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of an overall 24% low density development and three
(3) wet detention ponds to treat the collected areas and the areas with a higher density, in
compliance with the provisions of Session Law 2008-211 and Title 15A NCAC 2H .1000
(hereafter collectively and separately 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 February 8, 2020 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2.. The overall tract built -upon area percentage for the project must be maintained at 24%.
This project is permitted for a maximum of 4,689,224 square feet of BUA. A total of
4,535,808 square feet is currently proposed and covered by this permit. A plan revision or
modification to this permit is required for any additional BUA beyond 4,535,808 square
feet.
3. The stormwater systems proposed to treat the runoff generated by the designated
collection systems have been approved for the management of stormwater runoff as
described in Section 1.10 of this permit.
4. The low density portion of this project utilizes a linear road project with roadside swales to
treat runoff. Swales must be designed to pass the peak flow from the 10 year storm at a
non -erosive velocity and be maintained with a dense vegetated cover_
5. Stormwater runoff that is directed to flow through wetlands shall flow into and through
these wetlands at a non -erosive velocity of 2 fps or less.
Page 3of9

State Stormwater Management Systems
Permit No. SW8 090630 Mod. '
6. The road construction is broken up into three Contracts, A, B and C. The maximum BUA
of 4,689,224 square feet covers all three contracts. This permit also covers the seven (7)
wet detention ponds, A-1, A-2, A-3, B-1, B-2, C-1 and C-2 that will serve the collected
portions of the project.
7. A 50-foot-wide vegetated buffer shall be provided adjacent surface waters, measured
horizontally from and perpendicular to the normal pool of impounded structures, the top of
bank of both sides of rivers and streams and the mean high waterline of tidal waters.
Except for water dependent uses such as bridges, no built -upon area shall be located
within the buffer.
8. Within the low density portions of the permitted project, the only runoff conveyance
systems allowed will be vegetated conveyances. The minimum side slope for non -curb
outlet swales is 3:1 (H:V) as defined in the stormwater rules and as shown on the
approved plan.
9. No piping shall be allowed except those amounts shown on the approved plan.
10. The runoff from the collected portions within this overall low density project is being
treated in seven (7) wet detention ponds. The following design elements have been
permitted for the wet detention pond stormwater facilities, and must be provided in the
system at all times.
Pond Number
A-1
A-2
A-3
B-1
B-2
C-1
C-2
a.
Drainage Area, acres:
2,77
2.79
10.96
1.17
1.57
2.77
1,91
Onsite, ft2:
120,575
121,731
477,373
50,843
68,605
120,837
62,995
Offsite, ftx:
0
0
0
0
0
0
0
b.
Total Built Upon Area, ftZ:
92,623
92,929
226.917
36,969
42,365
92,322
66,427
Road, ft2:
92,623
92,929
161,738
36,969
42,365
92,322
66,427
Buildings, ftz:
0
0
10,695
0
0
0
0
Parking, ftZ:
0
0
49,846
0
0
0
0
Sidewalk ftz:
0
0
4,638
0
_0
0
0
Offsite, ftz:
0
0
0
0
0
0
0
c.
Average Design Depth, feet:
3.5
3.5
3.5
3.0
3.0
3.0
3.0
d_
TSS removal efficiency:
90%
90%
90%
90%
90%
90%
90%
e.
Design Storm, inches:
1.5
1.5
1.5
1.5
1.5
1.5
1.5
f.
Permanent Pool Elev., FMSL:
7.50
16.50
17.0
10.5
8.5
5.0
1.5
g.
Permanent Pool Area,ft2:
12,406
13,346
25,785
6,061
10,724
11,141
8,140
h.
Permitted Storage Volume, ft3.
13,966
14,916
28,583
4,987
5,927
17,479
13,444
i.
Storage Elevation, FMSL:
8.50
17.50
18.0
11.2
9.0
6.3
2.9
j.
Controlling Orifice, pipe 0, in.:
2.0
2.0
3.0
1.25
1.5
2.0
1.5
k.
Controlling Orifice flowrate. cfs:
0.058
0.058
0.128
.019
.023
.067
.039
I.
1 yr 24 hr pre-dev. Q peak, cfs:
1.97
1.99
7.8
0.83
1.12
1.97
1.36
m.
Permanent Pool Volume, W
33,888
39,365
80,652
13,520
26,990
27,923
17,551
n
Forebay Volume, ftz:
6,099
7,715
15,041
2,878
5,692
5,222
3,426
o.
Maximum Fountain Horsepower:1/8
118
114
0
0
0
0
p.
Receiving Stream:
------Northeast Creek-----
-Bearbead Creek-
-Wallace Creek-
q.
River Basin:
WOK02
WOK02
WOK02
r.
Stream Index Number:
19-16-(3.5)
19-20-1
19-20
s.
Classification of Water Body:
"SC
HQW NSW"
"SB NSW"
"SB NSW"
II. SCHEDULE OF COMPLIANCE
1. No one shall fill in, alter, or pipe any drainage feature (such as swales) shown on the
approved plans as part of the stormwater management system without submitting a
revision to the permit and receiving approval from the Division.
2. The permittee is responsible for monitoring the project on a routine basis to verify that the
proposed built -upon area for the project does not exceed the maximum allowed by this
permit.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
3. 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.
4. 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.
5. The runoff from all built -upon area within the individual drainage areas of the high density
collected portions of the project must be directed into the appropriate permitted
-stormwater control system.
6. 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 the approved plans, regardless of size.
b. Redesign or construction of additional built -upon area in excess of the amount
covered by this permit.
C. Further development, subdivision, acquisition, 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
x.. plan.
e.. The construction of BUA within any designated future areas.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. All stormwater collection systems, swales and BMP's must be located in either public
rights -of -way or dedicated common areas or recorded easements. The final plats for the
project must be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
10. 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.
11. 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.
12. Unless otherwise shown, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual,
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 090630 Mod,
13, Decorative spray fountains will be allowed in the stormwater treatment system, subject to
the following criteria:
a. The permanent pool volume is a minimum of 30,000 cubic feet.
b. The fountain must draw its water from less than 2' below the permanent pool
surface.
c. 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.
d. The falling water from the fountain must be centered in the pond, away from the
shoreline.
e. The maximum horsepower for the fountain's pump is described in Section 1.9 (o) of
this permit.
14. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function 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 side slopes.
d. Immediate repair of eroded areas.
e. . Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and piping.
a. Access to all components of the system must be available at all times.
15. Records of maintenance activities must be kept by the permittee. The records will indicate
the date, activity, name of person performing the work and what actions were taken.
16. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any items not in
compliance must be repaired or replaced to design condition prior to the transfer. Records
of maintenance activities performed to date will be required.
111. 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 shall submit a
completed and signed "Name/Ownership Change Form" to the Division of Water Quality,
along with the documents as listed on page 2 of the form. The project must be in good
standing with DWQ. 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 of the terms and conditions of this
permit until such time as the Director approves the transfer request. Neither the sale of
the project nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances, which may be imposed by other government
agencies (local, state, and federal), which have jurisdiction.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
5. 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.
6. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
7. 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. Permittee grants permission to staff of the DWQ to access the property for the purposes
of inspecting the stormwater facilities during normal business hours.
9. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
10. A copy of the approved plans and specifications shall be maintained on file by the
Permittee at all times.
11. 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 renewal application,
appropriate documentation and the required processing fee.
Permit modified and reissued this the first day of June 2011
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
fr)r CoieeK)H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
New Base Entry Road P-1382, P-1383 and P-1384 Page 1 of 2
Stormwater Permit No. SW8 090630 Mod,
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 a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8-of 9

State Stormwater Management Systems
Permit No. SW8 090630 Mod, -..
Certification Requirements:
Page 2 of 2
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, a forebay,
and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
Page 9 of 9

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
TIME :06-02-'11 14,24
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
712
06.02 14:16
8 919198318136
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06.02 14:18
06.02 14:24
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MEMORY TRANSMISSION REPORT
TIME :06-02-11 14:18
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
711
DATE
06.02 14:16
TO
: 8 919164512927
DOCUMENT PAGES
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START TIME
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END TIME
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Permit Number SW8090630
Central Files. APS SWP
06101 /11
Permit Tracking Slip
Program Category Status Project Type
State SW i Active Major modification
Permit Type �1l- Version Permit Classification
State Stormwater 1.30 Individual
Primary Reviewer
linda.lewis
Coastal SW Rule
Coastal Stormwater - 2008
- Permitted Flow
Facility Name
Base Entry Road P1382 P1383 and P1384 Camp
Lejeune
Location Address
New Base Entry Rd
Camp Lejeune NC 28547
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name Owner Type
Commanding Officer US Marine Corps - Camp Lejeune Government - Federal
Owner Affiliation
Carl H. Baker
P S C 20004
Camp Lejeune NC 285420004
pates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
02/08/10 05/10i11 06/01/11 06/01/11 02/08/20
Regulated Activities Re ues ed/Received Events
State Stormwater - HD - Detention Pond Deed restriction requested
State Stormwater - Low Density Deed restriction received
Additional information requested 05/19/11
Additional information received 05/31/11
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

MACTE;C Engineering and Consulting
ICJ Atlantic 7604Avenue
ACTEC
R
1 v Ralele igh, NC 27604
Phone: [phone] Fax: [phone]
LETTER OF TRANSMITTAL
TO: Linda Lewis DATE: 5-25-201 1
NCDENR/DWQ Express Permitting PROJECT NO.: 6225 09 4999
127 N. Cardinal Drive Ext. PROD. NAME: Camp Lejeune New Base Entry Point & Road
Wilmington, NC.28405 SUBJECT: Revised drawings and calculations for stormwater
perm it modification B and C for the Base Entry Point and Road
WE TRANSMIT TO YOU: 0 HEREWITH FILYNDER SEPARATE COVER
SUBJECT: ACTION:
®DRAWINGS ®FOR YOUR INFORMATION
❑SPECIFICATIONS ❑FOR YOUR COMMENT OR APPROVAL
CALCULATIONS ❑RETURNED FOR CORRECTION: RESUBMIT
❑REPORT ❑APPROVED AS NOTED
❑COST ESTIMATE ❑AS REQUESTED
OAS NOTED
SENT BY:
[—]MAIL
❑CERTIFIED MAIL
®EXPRESS FedEx
❑COURIER
[]HAND DELIVERED
❑FACSIMILE:
pages (including transmittal sheet)
COPIES
DATE
DESCRIPTION
1
5-20-1 1
Response to comments
2
5-20-11
Drawdown calculations for wet detention basin Cl
2
5-20-1 l
Wet detention basin supplement for basin CI �h�r fe S.Z,4- [
2
5-20-11
Revised drawing XG504 — Outlet Detail Basin C1
2
5-20-1 1
Revised supplement to table on page 3 of stormwater permit SW08-090630
2
"
5-20-11
Revised drawings XG505, XG507, XG 110, and XG511 showing changes to emergency spillway for wet
detention basin C2
2
5-20-1 1
Sheets SWM-12 and SWM-13 showing changes in planting in bioretention area at gate (Contract A)
S�2nt F Y (, to o•t a r-t_ o-+r ' . O►.�t. ucs-t
�nr
REMARKS:
Enclosed are the comment responses, revised plan sheets, calculations, and supplements needed Erased on the express
review comments.
CC: Orathai Buller, MCB Camp Lejeune By:
.Jesse Barker, MACTEC ou e Slat
Pete Wright, NAVFAC [e-mail] RECEIVED
Jeff Meador, MACTEC/RK&K Joint Venture Direct Phone: [phone] MAY 2 6 2011
File (1)
BY:
(:ONFII)EN'I'IAI,I'I'1' i4O'rICL: This message is intended only for the use of the individual or emity to which it is addressed, and may contain information that is
privileged, confidential, and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient, or the employee or agent responsible
for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited.
If you have received this communication in error, please notify us immediately by telephone and return the original message to us at the above address via the US. Postal
service. 'thank you.
If transmission is not received in good order, please call Louise Slate at 919-831-8006.
lh1 i1men(f Form 1?"'Aed 10'78 02

Response to Comments
Permit Number SW8 090630
1. The orifice size is based on the required minimum volume to store, not the provided
volume. For most of the ponds, the required and provided volumes are close enough to
each other and the orifice size range that can accommodate both volumes in 2-5 days is
enough to not be a problem. For Pond C-1 however, the gap is relatively large, and the
specified .2" diameter orifice is a bit too large. It allows the 11,141 cf volume to
drawdown in under 2 days. The draw -down calculations, BMP Supplement and Plan
sheet XG5O4 have been revised to show a 1.75" diameter orifice for pond C-1.
2. There is a minor typo on the drainage area breakdown addendum sheet for Pond C-
2. The onsite DA is 82,995 sf, not 66,427 sf, which is the BUA. The onsite drainage
area for Pond C2 has been revised on the supplement to the stormwater permit
application.
3. Please add some type of stabilization (filter fabric and riprap) or a concrete level
spreader to the overflow spillway for Pond C-2. I'm concerned that the frequent (every
2-5 days) and intense flow rates over the spillway may cause continuous erosion
problems. Rip rap added to overflow spillway to protect against long term
erosion. Please note the overflow spillway will only carry flows in rainfall events
greater than 1.5" in depth. The peak flow rates in the spillway are as follows:
Q 1 = 0.89 cfs
Q10=9.23cfs
Q5O = 11.48 cfs
Q100= 16.15cfs
Plan sheets XG110, XG5O5, XG5O7 and XG511 have been revised to detail the rip
rap placement.
MAY 26 2011
BY: 5W FCM* 30

Lewis,Linda
From: Lewis,Linda
Sent: Thursday, May 19, 2011 5:15 PM
To: Louise Slate
Cc: Jeff Meador [e-mail]); Russell, Janet
Subject: SW8 090630 Addinfo
Louise,
I've gone over everything and have 3 minor comments:
1. The orifice size is based on the required minimum volume to store, not the provided volume. For most
of the ponds, the required and provided volumes are close enough to each other and the orifice size
range that can accommodate both volumes in 2-5 days is enough to not be a problem. For Pond C-1
however, the gap is relatively large, and the specified 2" diameter orifice is a bit too large. It allows the
11,141 cf volume to drawdown in under 2 days.
2. There is a minor typo on the drainage area breakdown addendum sheet for Pond C-2. The onsite DA is
82,995 sf, not 66,427 sf, which is the BUA.
3. Please add some type of stabilization (filter fabric and riprap) or a concrete level spreader to the
overflow spillway for Pond C-2. I'm concerned that the frequent (every 2-5 days) and intense flowrates
over the spillway may cause continuous erosion problems.
Please submit the requested information by May 26, 2011.
Thanks,
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
Education is the progressive discovery of our own ignorance.
-Will Durant
E-maiI correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Stormwater Management Plan
(Modification of Permit #SW8 090630)
Prepared For: MCB Camp Lejeune
FY10 MCON Project 1382, New Base Entry Point
Camp Lejeune, NC
Date: 05-18-12
0, `�'s'S10�k�9
SEAL
035724
oC Sf ,$I)Z
AAl-M
foil
AECOM
701 Corporate Center Dr.,
Suite 475
Raleigh, NC 27607
919-854-6200
Prepared By:
Andrew Wilson, EIT
Checked By:
Bryan M. Dick, PE, PH
MAY 2 4 2.01z

Project Description
This document is to serve as a modification to an existing permit (SW8 090630)
for the FY10 MCON Project 1382, New Base Entry Point, Camp Lejeune, NC. The
existing permitted boundary is split up into 8 drainage areas, one Low Density area and
7 high density areas. This "mod" is a result of new parking lot approaches which slightly
increases the impervious surfaces in the Low Density drainage area of SW8090630. The
runoff generated from the additional impervious surfaces will be treated by the existing
permitted low density roadside swales.
Contact Information
AECOM Technical Services Inc.
Attn: Bryan M. Dick, PE, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Protect Involvement
The proposed project is located in the White Oak River Basin. The project drains
to New River (NCDWQ Index Number 19-(10.5), which has an NCDWQ Stream
Classification of SB, HQW, NSW.
The Modification will result in the increase in impervious area within the low
density drainage area of approximately 10,274 sf. The additional stormwater runoff will
be treated via low density practices provided in the existing permitted stormwater Permit
Number: SW8 090630. Runoff will be captured and routed to the existing low density
stormwater roadside swales. This project is not located within % miles of SA waters, or
575 feet of ORW waters.
Stormwater Design Parameters
The existing stormwater project permit boundary is established to achieve the
Low Density stormwater strategy described in requirements set forth in the Session Law
2008-211 Section 2.(b)3b, sheet flow and flow through vegetated conveyances (grassed
swales) are maximized along the project corridor. Generally, the roadway has sheet
flow, roadside swales and occasional discharge points discharged to preformed scour
holes. No structural BMPs are present for in the Low Density roadway sections.
Discussion of Treatment Measures
This modification is addressing the adjustments associated with the increase of
impervious area within the Low Density drainage area, specifically, to insure that the
adjusted impervious percent of the existing Low Density stormwater boundary meets the
MAY 2 4 2012
---- - - - -- -

NCDWQ threshold requirement of less than 24%. According to Stormwater Permit
Number SW8 090630, the low density boundary will meet this threshold.
Conclusion
This Stormwater Management Plan represents an environmentally sensitive and
effective plan for utilizing the proposed stormwater treatments to accommodate the
increased runoff of the proposed site development.
MAY 2 4 201Z

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FY10 MCON Project 1262 - New Base Entry Point & Road
Marine Corps Base, Camp Lejeune, NC
Initial Stormwater Corridor Concepts Discussion
June 30, 2009
This narrative describes stormwater management corridor concepts proposed for the FY10 MCON
Project 1262, New Base Entry Point & Road project located on the Camp Lejeune Marine Corps Base
in Onslow County, North Carolina. The project includes the construction of approximately 6.5 mile
roadway 4-lane corridor spanning from Bell Fork Road at NC24 to Sneads Ferry Road and includes
four major interchanges and three bridges spanning waterways. The project also includes the
construction of a new base entry gate and the widening of Brewster Boulevard. Excluding the
planned interchange with NC24, the project is planned to be constructed on property owned by the
US government on land that is mostly previously undeveloped. The road will be designed based on
NCDOT design standards. The following provides details regarding the property on which the
proposed project is planned for construction:
Street Address, city, county - New Base Entry Roadway, MCB Camp Lejeune, Onslow County, NC
Acres in Tract - to be determined when project boundary is set to allow low density stormwater
permitting option
Ownership Information from NC Secretary of State Web Site - US Government Property
Tax Parcel ID number - US Government Property
The project is planned to be phased over three (3) years and be designed and constructed in three
(3) phases. The following lists each phase along with the planned construction year in parenthesis:
Phase 1 -- From Bell Fork Rd. at Rt. 24 to Brewster Blvd., including road widening at Brewster
Blvd. (August 2010)
Phase 2 - From Stone St. to Sneads Ferry Rd. (March 2011)
Phase 3 - From Brewster Blvd to Stone St. and off -base interchange at Rt. 24 (2012).
The project site is located in Onslow County, North Carolina and is in the White Oak River Basin. The
roadway drains to three main receiving waters: Northeast Creek, Wallace Creek, and Bearhead
Creek. The following table lists each stream with its DWQ Classification.
Stream Name
DWQ Classification
DWQ Index
Northeast Creek
SC; HQW, NSW
19-16-(3.5)
Wallace Creek
SB NSW
19-20
Bearhead Creek
SB NSW
19-20-1
This project has been included in Grow the Force initiative planning process including a total of
approximately 75 projects planned at various site throughout North Carolina including Camp
Lejeune, USMC Air Station New River, and MCAS Cherry Point. A Draft Environmental Impact
Statement (DEIS) has been prepared for these identified projects. The DEIS is planned to be
released for public comment in July 2009. A Record of Decision (ROD) is anticipated in January
2010.
The USAGE and DWQ have reviewed wetland and stream delineations shown on the plans and has
concurred with the delineation. In addition, coastal wetlands have been delineated by the project
team. A DCM determination is taking place this month concerning verification of these
determinations and the Section 10 waters within the project corridor. Stream and wetland impacts
will be permitted for the entire project through the Army Corps of Engineers (ACE). A 401/404
Initial Stormwater Corridor Concepts Discussion Page 1 of 3

application is planned to be submitted in November 2009 to include all phases of this project.
Phases 2 and 3 are anticipated to be permitted as "corridor" impacts.
Previous to this submittal, a design charette was conducted to develop a conceptual vertical and
horizontal alignment. Representatives from many environmental agencies, including USCG, USACE,
DWQ, CAMA, and NMF took part in the discussions. Based on input from these agencies, the
alignment was adjusted to improve minimization and avoidance of impacts to natural resources.
Historical features located near the project site have been avoided. No water or wastewater service
is included as part of this project.
The project permit boundary will be established to achieve the Low Density stormwater criteria and
will have pockets of High Density. Consistent with Low Density stormwater strategy described in
requirements set forth in the Session Law 2008-211 Section 2.(b)3a, sheet flow and flow through
vegetated conveyances (grassed swales) will be maximized alongthe project corridor. Generally, the
roadway has a 46 ft depressed median cross section. Based on the Roadway Typical Section (Option
#1), the typical section includes 70ft of impervious surface (including a planned 10 ft wide sidewalk)
and a total corridor width of 188 ft. To achieve the Low Density criteria of less than 24%
imperviousness, the project boundary will be established at a minimum of 292 ft. Final placement of
the Low Density corridor will be determined at a later date.
The roadway will generally have three (3) distinct typical cross sections:
Section
Proposed Typical
Corridor Concept
SWM
Description
Section
Concept
Tangent
Depressed median,
Utilize shoulder sheet flow and
Low
open shoulder,
roadside swales. Occasional
Density
grass swales
median discharge points will be
discharged to preformed scour
holes. No other structural BMPs are
proposed in these roadway
sections.
Curve Sections
Depressed median,
Utilize shoulder sheet flow and
Low
open shoulder,
roadside swales. Occasional
Density
grass swales
median discharge points will be
discharged to preformed scour
holes. No other structural BMPs are
proposed in these roadway
sections,
Bridge/Culvert
Curb and gutter
Collect stormwater in pipe systems
High
approaches
and convey to structural BMP prior
Density
and other
to discharge
Pocket
sections
requiring curb
and gutter
Proposed structural stormwater BMPs will be designed in accordance with the 2007 NCDENR
Stormwater Best Management Practices Manual and will be designed in compliance with
requirements set forth in the Session Law 2008-211 Section 2.(b) 4. The total proposed impervious
area and placement of structural stormwater BMPs will be determined as the project progresses.
Initial Stormwater Corridor Concepts Discussion Page 2 of 3

The stormwater BMPs will be located outside the vegetated buffer for each stream. The new base
entry road will pass ciose to some existing and proposed developments served by appropriately sized
best management practices; however, it is strongly desired to treat stormwater from this project
independently from other development on the base and with the project corridor.
The roadway will typically be constructed in fill elevated above existing terrain. Off -site drainage will
pass through the roadway via culverts in locations of natural drainage conveyance. Existing streams
will be conveyed under the roadway in appropriately sized culverts following typical NCDOT criteria.
These culvert crossings will provide a combination of low and high flow conveyances to maintain
natural conditions along the jurisdictional corridor passing under the road. The three significant
watercourses (Northeast Creek, Wallace Creek and Bearhead Creek) will be spanned by bridges.
Coordination with FEMA is planned to ensure compliance with floodplain regulations.
In addition to the planned roadway, new base entry gate facilities are planned with Phase 3 of this
project. Continued coordination with gate facilities is planned to determine the appropriate
stormwater concept for new gate area of the project.
The project site is located in an area that is mostly previously undeveloped land. There are some
localized areas of development that the roadway corridor will impact, some of which might be pre-
1988 built upon area.
An on -site evaluation of soils is currently underway. Results from this evaluation will provide details
about infiltration rates, seasonal high water table elevation, and other soil characteristics. This
information will be used to assist in the selection and design of appropriate BMPs for the project.
Initial Stormwater Corridor Concepts Discussion Page 3 of 3

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CHARRETTE - 12 MAY 2009
- FY10 MCON Project 1262, New Base Entry Point
�RK
NOT TO SCALE

I
Contract B - FY11 Contract A - FY10
Temporary Intersection with NC24 Contract C - FY12
New Gate Facilities Bougainville Dr./Camp Knox Rd. Intersection
Northeast Creek Bridges Brewster Blvd. Interchange Bridges
North Serving Brewster Blvd. Interchange Ramps South Serving Brewster Blvd, Interchange Ramps,
Brewster Blvd. Widening Jl Stone Street Bridees 1
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Grade Separated Interchange with NC 24
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Proposed Wallace Creek Road Interchange
Bearhead Creek Bridges
Holcomb Blvd. Interchange
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CHARRETTE - 12 MAY 2009
FY10 MCON Project 1262, New Base Entry Point
Marine Corps Base, Camp Lejeune, NC
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WET DETENTION POND ANALYSIS
FILE NAME:
S:1WQS�Stormwaterlpermits &
projects420091090630 HD12011 03
excel_WP 090630
PROJECT #: SW8
090630
REVIEWER: L
Lewis
PROJECT NAME
Base Entry Road P-1382, 1383 & 1384
Original Run Date: February 28, 2011
Note - User input boxes are shaded in blue.
Last Modified
19-May-11
Modification to add ponds
81, B2. C1 and C2. Ponds
Al, A2 and A3
are unchanged,
Pond A-1 Pond A-2
Pond A-3
Pond B1
Pond B2
Pond C1
Receiving Stream:
Northeast Cree
Northeast Cree
ortheast CreelkBearhead
Cree
earhead
Creel,
Wallace Creek
Classification:
SC HQW
SC HQW
SC HQW
SB NSW
SB NSW
SB NSW
Index Number:
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
19-20
19-20
19-20-1
Onsite DA, sf=
120575 00
121731 00
477373.00
50834.00
68605.00
120837.00
Offsite DA, sf =
0.00
0.00
0.00
0,00
0,00
0.00
Total Drainage Area,sf
120575.00
121731.00
477373.00
5083400
6860500
120837 00
Total Drainage Area,ac
277
2 79
1096
1.17
1.57
2.77
Built -Upon Area
Buildings, sf =
New Road. sf =
Parking, sf =
Sidewalk, sf =
Offsite, sf =
Total Built -upon Area
10695.00
92623.00 92929.00 161738.00 36969.00 42365.00 92322.00
4984600
4638.00
1 92623.00 1 92929.00 1 226917.00 1 36969.00 1 42365.00 l 92322.00 1
BUA. sf
DA. sf
Design Storm, inches
Rv
Volume required, cf C
Minimum Surface Area
impervious
Avg. Design Depth. ft:
TSS (85% or 90%):
SA/DA ratio
PP Surface Area req.
Within 1/2 mile SR? Y or
1 yr 24hr Rainfall Depth, SR
Pre/ Rv
Post/ Rv
1 yr 24 hr Pre/ Volume, ci
1 yr 24 hr Post/ Volume, c
Volume Required
#DIV/01 #DIV/01 #DIV101 #DIV/0? #DIV/01 #DIV/01
0 0 0 0 0 0
76.82%
76.34%
47.53%
72-72%
61.75%
76.40%
3.5
3.5
3.5
3.0
3.0
3.0
90
90
90
90
90
90
7-68%
7.63%
4.75%
8.45%
719%
8.93%
9262
9293
22692
4298
4935
10793
Pond Al Pond A2 Pond A3 Pond B1 Pond B2 Pond C1
n
n
n
n
n
n
0.050
0.050
0.050
0.050
0.050
0.050
0.741
0 737
0.478
0 705
0.606
0 738
0
0
0
0
0
0
0
0
0
0
0
0
11174
11215
28512
4477
5196
11141
Top of Sediment Elev. Fn 3.00
11.00
12.00
5.00
4.00
0,00
Top of Sediment Area, sf 4114.00
3045.00
8766.00
533.00
2716.00
2249.00
Bottom of shelf Elev. Fms 7.00
16.00
1650
1000
8.00
4.50
Bottom of shelf Area, sf 10026.00
10333.00
2143200
4456.00
8503.00
8484.00
Permanent Pool Elev= 7.50
16.50
17.00
10.50
8.50
5.00
Perm Pool Area= 12406
13346
25785
6061
10724
11141
Top of shelf elev= 8.00
17.00
17.50
11.00
9,00
5.50
Top of shelf area= 14194
15189
29098
7668
12982
13512
Temp. Pool Elevation= 8.50
17.50
18.00
11.20
9.00
6.30
Temp. Pool Area= 15068
15941
30352
7881
12982
14778
Temp Vol. Prov, cf = 13966
14916
28583
4987
5927
17479
Average Depth = 3.5
3.5
3.5
3.0
3.0
3.5
SHWT 733
16.83
17.5
10
8.9
4.77

S
Forebay Volume
Permanent Pool Vol.=
33888
Req. Forebay Volume=
6778
Prov. Forebay Volume=
6099
Percent= (22>%>18)
18%
Max. Pump HP
1/8
Pond A-1
Drawdown OrificelWeir
Avg. Head, ft =
0.31
Average Flow Q2, cfs
0.065
Average Flow Q5, cfs
0.026
Q2 Area, sq. in. =
3.498
Q5 Area, sq. in. =
1.399
No. of Orifices
1
Orifice Diameter, in.=
2.00
Orifice Area, sq. in. =
3 142
Weir Height, inches=
Weir Length, inches=
Weir C =
#DIV/O!
Weir L', eff. length-
-0.061
Avg Orifice Flowrate, Q,
0.058
Runoff Coefficient Cc
0.150
1 yr 24 hr peak flow tc
10.00
1 yr 24 hr Intensity, I, in/h
4.740
1 yr 24 hr Pre Q peak, cf,,
1.968
Avg. Orifice <Pre Q peak
YES
Drawdown, days = F 2.23
39365
79750
15102
27245
7873
15950
3020
5449
7715
15041
2878
5692
20%
19%
19%
21 %
1/8
1/4
NIA
NIA
Pond A-2
0.31
0.065
0.026
3.511
1.405
1
2.00
3 142
#DIV/O!
-0.061
0.058
0.150
10.00
4.740
1.987
YES
2.24
Pond A-3
0.29
0.165
0.066
9.137
3.655
1
3.00
7 069
#DIV/O!
-0.058
0.128
0.150
10.00
4 740
7.792
YES
259
Pond 61
0.22
0.026
0.010
1.667
0.667
1
1.25
1 227
#DIV/O!
-0.043
0 019
0 150
10.00
4.740
0.830
YES
2.72
Pond 62
0.15
0.030
0.012
2.354
0.942
1
1.50
1 767
#DIVIO!
-0.029
0.023
0.150
10.00
4.740
1.120
YES
2.66
29056
5811
5222
18%
NIA
Pond C1
0.41
0 064
0.026
3.028
1.211
1
2.00
3.142
#DIV/O!
-0 081
0.067
0.150
10.00
4.740
4.-97-l.a-1 Z
YES
overwrite the pre Rv value for sites with existing BUA.
overwrite the pre -development runoff Cc value for sites with existing BUA.
if the project drains to non -SR waters, look up the rainfall depth in the NOAA charts.

WET DETENTION POND ANALYSIS
FILE NAME:
S:1WQ&Stormwater1permits & projects1200%090630 HD12011 03 excel_WP 090630
PROJECT #: SW8
090630
REVIEWER: L. Lewis
PROJECT NAME
Base Entry Road P-1382, 1383 & 1384
Original Run Date: February 28, 2011
Note - User input boxes
are shaded in blue.
Last Modifiec 19-May-11
Modification to add Ponds
B1, B2, C1, and C2. Ponds A1, A2 and
A3 are unchanged.
Pond C2
Receiving Stream:
Wallace Creek
Classification
SB NSW
Index Number:
19-20-1
Onsite DA, sf=
82995.00
Off site DA, sf =
000
Total Drainage Area,sf:
82995.00
0.00
0.00
0.00
0.00
0.00
Total Drainage Area,ac
1 91
000
0.00
0.00
000
0.00
Built -Upon Area
Buildings, sf =
New Road, sf =
66427.00
Parking, sf =
Sidewalk, sf =
Offsite, sf =
Total Built -upon Area
F 664 77,00
0.00
0.00
0.00
0.00
0.00
BUA. sf
DA, sf
Design Storm, inches
Rv #DIV/0!
Volume required, cf 0
Minimum Surface Area
% impervious 80.04%
Avg Design Depth. ft: 3.0
TSS (85% or 90%) 90
SA/DA ratio 9.40%
PP Surface Area req. 7806
Pond C2
Temporary Storage Volume CalCL
Within V2 mile SR? Y or I n
iyr 24hr Rainfall Depth, SR
Pre/ Rv 0.050
Post/ Rv 0.770
1 yr 24 hr Pre/ Volume, cf 0
1 yr 24 hr Post/ Volume, c 0
Volume Required 7 992
Top of Sediment Elev. Frr
-3.00
Top of Sediment Area, sf
174900
Bottom of shelf Elev. Fms
1.00
Bottom of shelf Area, sf
593600
Permanent Pool Elev=
1.50
Perm Pool Area=
8140
Top of shelf elev=
2.00
Top of shelf area=
9509
Temp. Pool Elevation=
2.90
Temp.Pool Area=
10562
Temp Vol. Prov, cf =
13444
Average Depth =
3.0
SHWT
1.07
#DIV0
I #DIV/01
I #DIV/01
I #DIV/0!
I #DIV/O!
0 J
0
101
0
1 0
#DIV/0! #DIV/01 #DIVIO! #DIV/O! #DIV/O!
#DIV/O! #DIVIO! #DIV/O! #DIV/O! #DIV/O!
#DIV10!
#DIVI01
#DIV10!
#DIV10!
#DIVIO!
0.050
0.050
0.050
0.050
0.050
#DIV/O!
#DIV/0!
#DIV/O!
#DIV101.
#DIV/O!
0
0
0
0
0
#DIV/01
#DIV/01
#DIV/O!
#DIV/O!
#DIVIO!
#DIV10!
#DIVIO!
#DIVIO!
#DIV101
#DIV101
0 0 0 0 j 0
#DIV10! #DIV101 #DIV101 #DIV101 #DIV101

Forebav Volume
Permanent Pool Vol.=
18889
0
0
0
0
0
Req. Forebay Volume=
3778
0
0
0
0
0
Prov. Forebay Volume=
3426
Percent= (22>%>18)
18%
#DIVIO!
#DIV101
#DIVIO!
#DIV/01
#DIV/O!
Max. Pump HP
NIA
NIA
NIA
NIA
NIA
NIA
Pond A4-
Pond-r4-2
Road-4"
Puad-84—
PtR1011=$2
F
Drawdown OrificeNVeir
Avg. Head, ft =
0.45
0.00
0.00
0.00
0.00
0.00
Average Flow Q2, cfs
0.046
#DIVIO!
#DIVIO!
#DIV/O!
#DIV/O!
#DIVIO!
Average Flow Q5, cfs
0.018
#DiV/O!
#DIVIO!
#DIV/O!
#DIVIO!
#DIVIO!
Q2 Area, sq. in. =
2.071
#DIV/O!
#DIV/O!
#DIV/O!
#DIVIO!
#DIVIO!
Q5 Area, sq. in. =
0.829
#DIV/O!
#DIV/O!
#DIVIO!
#DIVIO!
#DIVIO!
No. of Orifices
1
Orifice Diameter, in.=
1.50
Orifice Area, sq. in. =
1.767
0.000
0.000
0.000
0.000
0.000
Weir Height, inches=
Weir Length, inches=
Weir C =
#DIV/O!
#DIVIO!
#DIVIO!
#DIV/O!
#DIV/O!
#DIVIO!
Weir U, eff. length=
-0.089
0.000
0.000
0.000
0.000
0 000
Avg Orifice Flowrate. Q,
0.039
0 000
0.000
0.000
0.000
0.000
Runoff Coefficient Cc
0.150
0.150
0,150
0,150
0.150
0.150
1 yr 24 hr peak flow tc
10.00
10.00
10.00
10.00
10,00
10.00
1 yr 24 hr Intensity, 1, in/hi
4.740
1 yr 24 hr Pre Q peak, cfs
1,355
0.000
0.000
0.000
0 000
0.000
Avg Orifice <Pre Q peak'
YES
N
N
N
N
N
Drawdown, days =
2.34
#DIV101
#DIVIO!
#DIVIO!
#DIVIO!
#DIVIO! J

4 5
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ov
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Density High h
y Area (Permit
mat SW8 090630)
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0 CA-
• j 0 For OENR Use ONLY
North Carolina Department of Environment and '5-22, k ue S
Submit:
W. , Natural Resources 30
NCDENR Request for Express Permit Review Time: �•.
Confirm:: 15— �
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 fPDF fife) 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;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919.791-4203; david.lee(dricmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or pa trick, grogan(c0cmaii.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn. hardison(c0cmail.
not
• Wilmington Region -Janet Russell 910-350.2004 or janet.russell(alncmaii.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW 8090630
SW
SW
SW
SW
Project Name: NEW BASE ENTRY POINT AND ROAD (P1382,1383, AND 1384), USMC County: ONSLOW
Applicant: COMMANDING OFFICER MARINE CORPS BASE Company: CAMP LEGEUNE, NC F
Address: 1005 MICHAEL ROAD City: CAMP LEGEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email cart h [e-mail]
Physical LocatiomMCB CAMP LEJEUNE
Project Drains into NEW RIVER waters - Water classification SB,HQW,NSW (for classification see-http:llh2o.enr.state.nc.usibims/reportslreportsWB.html)
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 HOW waters? N
Engineer/Consultant: ANDREW WILSON, EIT Company: AECOM
Address: 701 CORPORATE CENTER DRIVE SUITE 475 City: RALEIGH, State: NC Zip: 27607-_
Phone: [phone], Fax: [phone], Email: [e-mail] MAY I U
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
❑ IntermittenNPerennial Determination: f # of stream calls - Please attach TOPO map marking the areas in questions
El401 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 ElOff-site [SW (Provide permit #)I
❑ High Density -Detention Pond — # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ElHigh 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 scopina 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 ..... • • . • . • ....s.....i.ss..... ssls!!sp!!!!lss.l.asss.•FO! DENR use onlylilli4iail ti♦ti.!!.!!.l......!•.!•!!.f!lMN.1..l. !!!Hli.•
Fee Split for multiple permib: (Check 0 i Total Fie Amount =
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
3
Variance{ IM#j; Min)
S
SW ( HD, L0, ❑ Gen)
$
401:
$
LOS
S
Stream Deter,_
$
NCDENR EXPRESS March 2009

Stormwater Management Plan
(Modification of Permit #SW8 090630)
Prepared For: MCB Camp Lejeune
FY10 MCON Project 1382, New Base Entry Point
Camp Lejeune, NC
Date: 05-15-12
AECOM
701 Corporate Center Dr.,
Suite 475
Raleigh, NC 27607
919-854-6200
MAY l b LUV
Prepared By:
Andrew Wilson, EIT
Checked By:
Bryan M. Dick, PE, PH

Proiect Description
This document is to serve as a modification to an existing permit (SW8 090630)
for the FY10 MCON Project 1382, New Base Entry Point, Camp Lejeune, NC. The
existing permitted boundary is split up into 8 drainage areas, one Low Density area and
7 high density areas. This "mod" is a result of new parking lot approaches which slightly
increases the impervious surfaces in Low Density drainage area of SW8090630. The
runoff generated from the additional impervious surfaces will be treated by the existing
permitted low density roadside swales.
Contact Information
AECOM Technical Services Inc.
Attn: Bryan M. Dick, PE, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Proiect Involvement
The proposed project is located in the White Oak River Basin. The project drains
to New River (NCDWQ Index Number 19-(10.5), which has an NCDWQ Stream
Classification of SB, HQW, NSW.
The Modification will result in the increase in impervious area within the low
density drainage area of approximately 10,274 sf. The additional stormwater runoff will
be treated via low density practices provided in the existing permitted stormwater Permit
Number: SW8 090517. Runoff will be captured and routed to the existing low density
stormwater roadside swales. This project is not located within Y2 miles of SA waters, or
575 feet of ORW waters.
Stormwater Design Parameters
The existing stormwater project permit boundary is established to achieve the
Low Density stormwater strategy described in requirements set forth in the Session Law
2008-211 Section 2.(b)3b, sheet flow and flow through vegetated conveyances (grassed
swales) are maximized along the project corridor. Generally, the roadway has sheet
flow, roadside swales and occasional discharge points discharged to preformed scour
holes. No structural BMPs are present for in the Low Density roadway sections.
MAY 1 6 lull

Discussion of Treatment Measures
This modification is addressing the adjustments associated with the increase of
impervious area within the Low Density drainage area, specifically, to insure that the
adjusted impervious percent of the existing Low Density stormwater boundary meets the
NCDWQ threshold requirement of less than 24%. According to Stormwater Permit
Number SW8 090630, the low density boundary will meet this threshold.
Conclusion
This Stormwater Management Plan represents an environmentally sensitive and
effective plan for utilizing the proposed stormwater treatments to accommodate the
increased runoff of the proposed site development.

�I�oon
4
24
Now RiverMbringtTorpsAir Sfe Hospital Satellite
y Clinic Location
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16
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Camp Lejeune MC Base
0 1 2 4
Mites
Legend
MCBCL Roads
Site Location Study Area
® County
Vicinity Map
Naval Hospital Satellite Clinic
Marine Corps Base Camp t_ejeune
Onslow County, North Carolina
Figure

sm
DISCLOSURE OF WFORMATION
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STORMWATER MANAGEMENT
SW809=PERMTTMOD KJW T{] rNc-u-u•u� E 0�10000
sat I--m GRAPHIC SCALES •C0'r �° +xcr-��i=aaT

DWQ USE ONLY
ate Received Fee Paid Permit Number
- 30
Applicabie Rules:. ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M t 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 far 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.):
New Base Entry Point and Road (P1382, 1383, and 1384), U.S. Marine Corps, Camp Lejeune (includes
Hospital Corps Road)
2. Location of Project (street address):
U.S. Marine Corps Base, Camp Lejeune
City: Camp Lejeune County: Onslow Zip: 28547
3. Directions to project (from nearest major intersection):
Heading north into Jacksonville on US 17, turn ont6 NC 24 toward Camp Lejeune. The new base entry road
is located to the right before the pedestrian bridge over Rte 24 between His Road and Bell Fork Road.
Hospital Corp Road is located on base off Brewster Blvd. across from Stone Street. Use the main entry gate
to Camp Lejeune off Rte 24 onto Holcomb Blvd, turn right on Brewster Blvd. and go approx. 0.8 nu.
4. Latitude: 34° 44' 40" N Longitude:77° 23' 30" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): []New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 090630 , its issue date (if known)February 8, 2010 , and the status of
construction: NNot 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 ®Sedimentation/Erosion Control. 199 Contract A/TBD Contract B & C
ac of Disturbed Area
❑NPDES Industrial Stormwater N404/401 Permit. Proposed Impacts 5.98 ac. wetlands, 2228_If streams
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: Erosion & Sedimentation Control Permit ONSLO-2010=104, issued
April 20, 201.0 revised permit issued June 28, 2010 and September 16, 2010); 401 WQ Cerfification-No-3836
Issued September 28, 2010,404 Permit SAW-2010-00436 Issued 14 October, 2010. f _ "" d
i MAY 1 0 2011
Farm SWU-101 Version 07Ju1y2009
Page 1 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 project):
Applicant/Organization: U.S. Marine Corps, Camp Lejeune
Signing Official & Title: Carl Baker, Deputy, of Public Works
b. Contact information for person listed in item 1a above:
Street Address: Public Works Division, 1005 Michael Road
City: Camp Lejeune State: NC Zip: 28547
Mailing Address (if applicable): PSC Box 20005
City: Camp Lejeune State: NC Zip: 28542
Phone: (910 ) 451-2213 Fax: [phone]
Email: carl.h.baker©usmc.mil
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: U.S. Marine Corps, Camp Lejeune
Signing Official & Title: Carl Baker, Deputy of Public Works
b. Contact information for person listed in item 2a above:
Street Address: Public Works Division 1005 Michael Road
City: Camp Lejeune State: NC Zip: 28547
Mailing Address (if applicable):PSC Box 20005
City: Camp Lejeune State: NC Zip: 28542
Phone: ( 910 ) 451-2213 Fax: { 910 ) 451-2927
Email: carl.h.baker®usmc.mil
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/Organiza
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Add
City:
Phone: {
Email:
4. Local jurisdiction for building permits:
Point of Contact:
State:
Fax:
Phone #:
Zip:
Form SWU-101 Version 07July2009 Page 2 of 7
MM 1. 0 2011

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Low density sections of the roadway will use sheet flow, roadside swales, and pre -formed scour holes.__
High density areas will include, in addition to the above, some piping, that will discharge to a structural
BMP such as wet detention basin/pond, prior to discharge.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph lI - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4
Total Property Area: 448.54
acres 5. Total Coastal Wetlands Area: 1.96 acres
6. Total Surface Water Area: 12.29 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:434.29 acres
+ Total project area shall be calculated to exclude the foIlozoing the normal pool of impounded structures, the area
between the banks 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. Tile resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands landward of the NHW (or MHW) line "ray
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 23.21 %
9. How many drainage areas does the project have? 8 (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
Drainage Area
LD
Drainage Area
Al
Drainage Area
A2
Drainage Area
A3
Receiving Stream Name
New River
Northeast Creek
Northeast Creek
Northeast Creek
Stream Class
SB, HQW, NSW
SC, HQW, NSW
SC, HQW, NSW
SC, HQW, NSW
Stream Index Number *
19-(10.5)
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
Total Drainage Area (so
19,538,433
120,575
121,731
477,373
On -site Drainage Area (sf)
19,538,433
120,575
121,731
477,373
Off -site Drainage Area (sf)
0
0
0
0
Proposed Im ervious Area** (so
4,535,808
92,623
92,929
226,917
% Impervious Area** total
23.21
76.8
76.3
47.5
Impervious' Surface Area
Drainage Area
Drainage Area _
Draina e Area -
Drai.na e Area
On -site Buildings/Lots (sf)
11,516
10,695
On -site Streets (so
4,053,794
92,623
92,929
161,738
On -site Parking (so
49,846
49,846
On -site Sidewalks (so
358,901
4,638
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
61,751
Total (so:
4,535,808
92,623
92,929
226,917
* Stream Class and Index Number can be determined at: littp://li2o.enr.state.rtc.us/binis/reports/i_ ortsWB:-htnil-E
MAY 1 0 2011
Form SWU-101 Version 07July2009 Page 3 of 7
MY:

Supplement to Stormwater Permit SW08-090630
MCB Camp Lejeune Base Entry Point and Road
Basin Information
Drainage Area B1
Drainage Area B2
Drainage Area Cl
Drainage Area C2
Receiving Stream Name
Bearhead Creek
Bearhead Creek
Wallace Creek
Wallace Creek
Stream Class
SB, NSW
SB, NSW
SB, NSW
SB, NSW
Stream Index Number
19-20-1
19-20-1
19-204s,AIX-
19-204jt.1O-
Total Drainage Area (sf)
50,834
68,605
120,837
82,995
On -site Drainage Area (sf)
50,834
68,605
120,837
82,995
Off -site Drainage Area (sf)
O
O
C)
CU
Proposed Impervious Area (sf)
36,969
42,365
92,322
66,427
% Impervious area (total)
72.7
61.8
76.4
80.0
Impervious Surface Area
On -site Buildings/Lots (sf)
On -Site Streets (sf)
36,969
42,365
92,322
66,427
On -site Parking (sf)
On -site Sidewalks (sf)
Other On -site (sf)
Future (sf)
Off -site (sf)
Existing BUA (sf)
Total (sf)
36,969
42,365
92,322
66,427
RECEIVED
MAY 2 3 2011
DWQ
PROJ

** Imppervious area is def5ned as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*** Report only that amount of existing BUA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new B UA.
11. How was the off -site impervious area listed above determined? Provide documentation. Offsite impervious
area is not calculated because there is no offsite drainage into the water ualiponds and the low densi
corridor with pockets of high density measures the corridor only.
Projects in _Union County: Contact DbVQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://h2o.enr.state.nc.us/su/bm2 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 hgp://h2o.enrstate.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 hM2://h2o.enr.state.nc.us/su/msi_maps.htrn.)
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 hM2://h2o.enr.state.ne.us/­su/­bmp—forms.htrn.
' 'al
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
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:;�Z
http^//www.envhelp.org/pa�zes/onestopexpress,htmi for information on the Express progra
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
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
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the'/z
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. 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.
=BY:
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
Form SWU-101 Version 071uly2009 Page 4 of 7

1. Details of roads, drainage features, collection systems, and stormwater control measures.
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
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
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"x11" copy of the NRCS County Soils map with tic/
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: n/a Page No: n/a h a—
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 21-1.1003(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.
ht!p://www.secretary.state.nc.us/Corporations/CSearch,aspx
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
http://h2o.enr.state.nc.us/su/bmp forms.htm#deed restrictions. Download the Iatest 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.
Vill. 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:Louise Slate
Consulting Firm: MACTEC
Mailing Address:3301 Atlantic Avenue
Ci ty:Ra leigh Sta te: NC Zip:27604
Phone: [phone] Fax: (919 ) 831-8136
Email:los late®mactec.com
�F-uVED
MAY 1 0 2011
Form SWU-101 Version 07July2009 Page 5 of 7

IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or hype 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 hjpe name of person
listed in Contact Informatimi, item 1a) with (print or hfpe name of organization listed in
Contact Infonnation, 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.
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.
Signatu re: 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 expires
Form SWU-l0l Version 07July2009 Page 6 of 7
E I V E D
MAY 1 0 2011
Ly:

X. APPLICANT'S CERTIFICATION
I, (print or hype name of person listed in Contact Information, item 2) Card Baker ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules %ndeK 15A NCAC 2H .1000, SL 2006-246 (Ph. H - Post Construction) or SL 2005-211.
W/.V�STWIMJMRa
Date: = 5 — it
I, a Notary Public for the State of _/U� � /!s . County of
Q/lJlj Gd , do hereby certify that /lipersonally appeared
before me this Jaday of Nao&// , and ack wled e the due execution of the application for
a stormwater permit. Witness my hand and official seal,
AUCE A. BQNNETTE
Notary Pubile
Onalow County
rth Caro In
SEAL
My commission expires 661"IL-1-b/f—
Form 5WU-101 Version 07July2009 Page 7 of 7
MAY 1 0 2011
Y:
L.

012101a Caput'
noloOs brIP —

ti
MAR 1 N LE CORPS BASE j
NRR%P
79, I&OW CAMP LEJEUNE
of &qMd4"W Fgr�a Aa Rra�tF�"
PC Al o CAI.C5
Stormwater Management Design
Construction Contracts BXC
DWQ Permit SW8-090630
New Base Entry Road
Marine Corps Base, Camp Lejeune
Onslow County, North Carolina
MAY 1 0 ZQli
MACTEC 1 RKBK JV
Design By
Rummel, Klepper & Kahl, LLP
900 Ridgefield Drive — Suite 350
.•• CAR ''••.,
0� •'
Raleigh, NC 27609
'� ��.�pFESS'�
[phone]
. :Q r:
NC Firm License No. F-1185
SEAL
33184
May 2011
FNGtr,�R.• �
�� a
••••.!�J,.lff ff

Wet Detention Basin B-1
Design Calculations

Water Quality Volume Calculations
Wet Detention Basin Bl
Drainage Area Parameters
Units
Formulas
Drainage Area
50834
Ft
See Drainage Area Map
Impervious Area
36969
Ft
See Drainage Area Map
Impervious %
72.7
IA
Impervious Area/Drainage Area
Runoff Volume (Simple Method)
Rv
0.70
Inchesrunoff/IncheSrainfall
Rv=0.05+0.9*IA
Rainfall
1.50
Inches
Water Quality Design Storm - Coastal County
Runoff
1.06
Inches
Runoff = RV*Rainfall
Runoff
4477
Ft3
Runoff (Ft) = Runoff (in)/12 * DA (Ft2)
MAY 1 02011

Area and Volume Calculations
Wet Detention Basin 61
Elevation
Main Pool
Forebay
Total Vol (Ft3)
Total Vol (Ac-Ft)
Comments
Area (Ftz)
A Vol (Ft)
Sum Vol (Ft)
Area (Ft)
0 Vol (Ft)
Sum Vol (Ft)
5.00
533.3
-
0
0
Bottom of Pond, Sediment Clean Out Top Elevation
6.00
951.4
742
742
742
0.017
7,00
1426.7
1189
1931
272.1
-
0
1,931
0.044
8.00
1958.5
1 1693
3624
546.4
1 409
409
4,033
0.093
9.00
2546.9
1 2253
5877
877.2
712
1121
6,998
0.161
10.00
3191.8
2869
8746
1264.5
1071
2192
10,938
0.251
Inside Edge of Vegetated Shelf
10.50
4392.3
1896
10642
1479.4
686
2878
13,520
0.310
Permanent Pool Elevation
10.50
6061.2
0
10642
2878
13,520
0.310
Permanent Pool Elevation - Area includes Forebay Berm at PPE
11.00
7667.9
3432
14074
2878
16,952
0,389
Outside Edge of Vegetated Shelf
11.20
7880.5
1555
15629
2878
18,507
0.425
Overflow Elevation (Top of WQ Pool)
12.00
8753.7
6654
22283
2878
25,161
0.579
13,00
9896.1
9325
31608
2878
34,486
0,792
14,00
11095
10496
42103
2878
44,981
1.033
Surface Area of Main Pool at PPE (Ft)
Surface Area of Forebay at PPE (Ft)
Total Surface Area at PPE (Ftz)
Total Volume at PPE (Ft)
Overflow Elevation (Ft)
Total Volume at Overflow Flev (Ft)
Total WQv Provided {Ft3)
Total WQv Required (Ft3)
Volume Torbay
Surface Area/Drainage Area Check
SA Provided 6061-2 sf
DA 50,834 sf
SA/DA (provided) 12%
SA/DA (required) 8.5%
4392.3
130 Basin Length (ft)
1479.4
50 Average Basin Width (ft)
6061.2 Includes Forebay Berm at PPE
2.6 L:W Ratio
13520
11.2
4456.3 Ahei%heu Includes Main Pool and Forebay
18507
6061.2 Aaerm_Pw, Includes Main Pool, Forebay and Forebay Berm
4987
533.3 Abnt_pond Main Pool Only
4477
5.00 Depth Main Pool
21.29 %of Total at PPE
2.23 d.,, Option 1
3.23 dae Option 2
d.,.: Aver,--c tkltllt of Ikrniancnt Iiou1 tc) use in the SAMA luhl" (h)
Option 1 : da = t 1"nn_ ""'
A pent, _
t.)l)l tun 7 cl. =0. 7 5 x
fP.,4
A
I A.,.0 _.vhrlf
I`\ E +
1 +
Ar.w}J +`y k��fnnJ
(
aT}L'�)1�1
1
rw.n _ pM1!
J
2"
Jl
�, J
hx _ .hrfj'

Draw Down Calculations
Wet Detention Basin B1
Water Quality Volume (Ft)
4987
Total WQv Provided
Top Elevation of Temp Pool (Ft)
11.2
Overflow Elevation
Orifice Invert Elevation (Ft)
10.5
Maximum Head (Ft)
0.65
At Centroid of Orifice
Driving Head Ho (Ft)
0.21
1/3 Maximum Head
Orifice Diameter (in)
1.25
Orifice Diameter (Ft)
0.10
Orifice Area (Ft2)
0.009
Orifice Coefficient
0.60
Orifice Discharge Q (Ft3/s)
0.02
Days to Complete Drawdown
3.04
Between 2 and 5 Days
Q = CnA,2
Where: Q - Discharge (cfs)
Ca Q Coefficient of discharge (dimensionless) - sere Table 3-8
�t - Cross-scvtional arrn of flow nt the orifice entrance (sq 1t)
g a Acceleration of gravity (32.2 ft/secz)
f•fo = Driving heed (ft), uiea5ured from the centrolcl of the: orifice area to
the water surface: - Note Usually use Ho/3 to coral+ute
dr-awdown thmogh an orifice to refhyt the: fact that head is
decreasing as Ihe: drawdown occurs.
Figure 3-3
Schematic section through m-i orifice
W ,Wx
Table
Values of Cc7efficieni of Discharge, Co (Mtdceim,1989)
i:nlrance condltlun
C,I
Typical def cult value
0.60
�' juare-edgeit Omni lice.
0.5e9
Concrete Mille, grooved end
0.65
CurrugikI& d 1114ytrl Mlle, mitred lu slope
0.52
C"urru r�tCel met.kl 1i .r, rMjeCtillUfrom lilt
I.00
MAY 1 0 2011
BY. -

Curve Number Calculations
Wet Detention Basin B1
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
36,969
0.85
98
83.2
2
Grass - HSG B
7,941
0.18
61
11.1
3
Water
5,924
0.14
98
13.3
4
0.00
0.0
5
0.00
0.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
0.0
15
0.00
0.0
16
0.00
0.0
Total
50,834
1.17
1 92
0.0018
Imi2
MAY 1 4 2011
4/3-3/2011 R:\z-misc\Hydro\Road Drain\BMP_B1\NEWSupporting Calculations Bl.xls

Curve Number Calculations
Wet Detention Basin B1
Existing Conditions
Area #
Description
Area (Ft2)
Area (Ac)
CN
CN x A
1
Pavement
0.00
98
0.0
2
Grass MSG A)
0.00
39
0.0
3
Grass (HSG B
0.00
61
0.0
4
Woods (HSG B)
50,834
1.17
60
70.0
5
0.00
0.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
0.0
15
0.00
0.0
16
0.00
0.0
Total
50,834
J 1.17
60
0.0018
mil
MAY 1 0 Z011
4/1.3/2011 R:\z-misc\Hydro\Road Drain\BMP_B1\NEWSupporting Calculations BI.xls

LAND USE AREA (AC) C I (IN\HR) Q (CFS)
PRE -DEVELOPMENT
PAVEMENT
0.95
WOODS
1.17
0.20
GRASS
0.40
COMPOSITE (PRE -DEVELOPMENT)
1.17
0.20
4.67
1.09
POST -DEVELOPMENT
WATE R
0.14
1.00
PAVEMENT
0.85
0.95
GRASS
0.18
0.40
COMPOSITE (POST -DEVELOPMENT)
1.17
0.87
4.67
4.76
E C V ED
MAY 1 0 Z011
BY:

Discharge Summary
Wet Detention Basin B1
Pre Development 1 yr 24 hour Discharge (cfs)
0.65
Post Development 1 yr 24 hour Discharge (cfs)
4.67
Flow Into Pond
Post Development 1 yr 24 hour Discharge (cfs)
0.64
Flow Out of Pond
All Values calculated using Pond Pack computer program
Using SCS Type III rainfall distribution
Ry
'�rF
MAY 1 0 2011
BY:

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
Element Details
ID
52
Label
Worksheet (PO- 1) - 1
Select Pond to Design
PO-1
Flow Allowed Below Target
25.0
Flow Allowed Above Target
10.0
Flow Allowed Below Target
25.0
Flow Allowed Above Target
0.0
Volume Allowed Below Target
25.0
Volume Allowed Above Target
50.0
Tolerance Display
Display PASS for values within specified tolerance
Notes
Volume
Pond Type
Elevation- Use Void Space? False
Volume
Elevation -Volume
Pond Elevation—
Pond Volume
(ft) -
(ac-ft)
5.00
0.000
6.00
0.017
7.00
0.044
8.00
0.093
9.00
0.161
10.00
0,251
10.50
0.310
11.00
0.389
11.20
0.425
12.00
0.578
13.00
0.792
14.00
1.033
Infiltration
Infiltration Method No Infiitration
Output
Detention Time None
Initial Conditions
Is Outflow Averaging On? False Elevation (Starting Water 11.20 ft
Su rface)
Define Starting Water Surface User Defined
Elevation Initial
Elevation
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BMP B1.ppc Center [08.11.01.51]
7/2=10 27 Slemon Company Drive Suite 200 W Page 1 of 2
Watertown, CT 06795 USA [phone]
MAY 1 0 Z 011
BY:

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario
Design
Target Peak
Computed
Computed
Target
Return
Outflow
Peak Outflow
Peak Outflow
Outflow
Event
(ft3/s)
(ft3/s)
vs, Target
Volume
(ac-ft)
Post -Development 1 Year
1
0.65
0.64
Pass
0.051
Post -Development 10 Year
10
3.68
3.44
Pass
0,228
Post -Development 25 Year
25
5.62
7.38
Fail
0.343
Post -Development 50 Year
50
7.39
8.56
Fail
0.449
Post -Development 100 Year
100
9.44
9.65
Fail
0.573
Computed Computed
Routing Outlet
Computed
Freeboard
Maximum
Volume Outflow
Structure
Max Water
Depth
Storage
Outflow Volume vs.
Elevation
(ac-ft)
(ac-ft) Target
A
0.305 Fail
Composite Outlet
11.98
Pass
0.574
Structure - 1
0.606 Fail
Composite Outlet
12.57
Pass
0,701
Structure - 1
0.761 Fail
Composite Outlet
12.69
Pass
0.725
Structure - 1
0.894 Fail
Composite Outlet
12.79
Pass
0,747
Structure - 1
1.042 Fail
Composite Outlet
12,94
Pass
0.780
Structure - 1
14.00
13.75
13.50
C
13.25
> 1.3.00
9
u 12.75
'u 12.50
rn 12.25
4 12.00
11.75
a 11.50
11.25
11.00
PondMaker Routing Design
0.00 2.00 4.00 6.00 8.00 10.00 12.00
Flow (W/s)
Composite outlet Structure -I -W Target Rating Curve
-- Post-Development1 Year --• Post -Development 10 Year
�• Post -Development 25 Year -« Post -Development 50 Year
-- Post -Development 100 Year
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V&
BMP B1 ppc Center [08 11 01.51]
7�2i2010 27 Siemon Company Drive Suite 200 W Page 2 of 2
Watertown, CT 06795 USA [phone]

Wet Detention Basin B-2
Design Calculations

Water Quality Volume Calculations
Wet Detention Basin B2
Drainage Area Parameters
Units
Formulas
Drainage Area
68605
Ft
See Drainage Area Map
Impervious Area
42365
Ft
See Drainage Area Map
Impervious %
61.8
la
Impervious Area/Drainage Area
Runoff Volume (Simple Method)
Rv
0.61
IncheS,unoff/Inches,ainfarl
Rv=0.05+0.9*IA
Rainfall
1.50
Inches
Water Quality Design Storm - Coastal County
Runoff
0.91
Inches
Runoff = R„*Rainfall
Runoff
5195
Ft
Runoff (Ft) = Runoff (in)/12 * DA (Fe)
IMAY 1 0 2011
7

Area and Volume Calculations
Wet Detention Basin BZ
Elevation
Main Pool
Forebay
Total Vol (Ft3)
Total Vol (Ac-Ft)
Comments
Area (Ft)
A Vol (Ft)
Sum Vol (Ft)
Area (Ft2)
0 Vol (F13)
Sum Vol (Ft3)
4.00
2716A
-
0
0
Bottom of Pond, Sediment Clean Out Top Elevation
5-00
3522.3
3119
3119
860.3
0
3,119
0.072
6.00
4384.9
3954
7073
1257.9
1059
1059
9,132
0.187
7,00
5304.2
1 4845
11917
1712.2
1485
2544
14,462
0.332
8.00
6279.9
5792
17709
2222.9
1968
4512
22,221
0.510
Inside Edge of Vegetated Shelf
8.50
$074.4
3589
21298
2499.5
1181
5692
26,990
0.620
Permanent Pool Elevation
8,50
10723.9
0
21298
5692
26,990
0.620
Permanent Pool Elevation - Area Includes Forebay Berm at PPE
9.00
12982.4
5927
27225
5692
32,917
0.756
Outside Edge of Vegetated Shelf, Top of WQ Pool
10.00
14472.8
13728
40952
5692
46,644
1.071
11.00
16019.8
1 15246
55198
1
5592
61,891
1.421
12.00
17623.3
16822
73020
5692
78,712
1.807
4_
Surface Area of Main Pool at PPE (Ft2)
8074.4
104 Basin Length (ft)
Surface Area of Forebay at PPE (Ft2)
2499.5
60 Average Basin Width (ft)
Total Surface Area at PPE (Ft')
10723.9 Includes Forebay Berm at PPE
3.1 LW Ratio
Total Volume at PPE (Ft3)
26990
Overflow Elevation (Ft)
9.0
8502.8 Ayo, shelf
Includes Main Pool and Forebay
Total Volume at Overflow Elev (Ft3)
32917
10723.9 Ate,, P-m
includes Main Pool, Forebay and Forebay Berm
Total WQv Provided (Ft3)
5927
2716.1 Awt_p,�d
Main Pool Only
Total WQv Required (Ft3)
5195
4.00 Depth
Main Pool
Volume Forbay
21,09 % of Total at PPE
2.52 day
Option 1
3.09 da
Option 2
Surface Area/Drainage Area Check
SA Provided 10723.9 sf d,,s,: Avera�,c depth of l-tr-manent lxxil to use iii the 5A/DA tables (1-1.)
DA 68,605 sf fir. nn _ rM„ r
Option 1: d,=,-
SA/DAtprovided) 16% �prnn_!u
SA/DA (required) 7.2% r
EZpticrn Z: tl=().?ixl+ A�„ „s,��+j�r1_'r.rr ;�t>rK_y .rX /3r/)rlr
fLI` - 1�na ,MIJ 111
fi�MAY0zou

Draw Down Calculations
Wet Detention Basin B2
Water Quality Volume (Ft)
5927
Total WQv Provided
Top Elevation of Temp Pool (Ft)
9
Overflow Elevation
Orifice Invert Elevation (Ft)
8.5
Maximum Head (Ft)
0.44
At Centroid of Orifice
Driving Head Ho (Ft)
0.14
1/3 Maximum Head
Orifice Diameter (in)
1.50
Orifice Diameter (Ft)
0.13
Orifice Area (Ft)
0.012
Orifice Coefficient
0.60
Orifice Discharge Q (Ft3/s)
0.02
Days to Complete Drawdown
3.06
Between 2 and 5 Days
= CnAJ
tiV[Wrt,: Q — lai%charge(c;f,.)
CE, — Coefficient of discharge (dimensionless) - see Table 3 8
A - Cross -sectional area of flow at the orifice entrance (ski ft)
g = Acceleration of gravity (32.2 ft/secz)
1.10 = tDriving heal (ft), nleasure;d front the centrvid of the orifice area to
thl: wator surface - Nobs Usually usq Hu/3 to i:otnrutr
driwdown through an c. d ice to reflect the fact that head iw
decre-asing as the drawdown or'c.urs.
Figure 3-3
Schunatic section through eat orifice
EM — Q
= YR2
Tahle 3-8
Values of Ccleff icienl of 0ischarp , Q, (Malcom. 1989)
Entranq!c! Condilicon
Cr.
Typical dufaull value
0.60
Squaw-e..dro!d entrance
0.59
Concrete-s ripe, grooved end
0.65
Cinrilgilukt nu!tal pipe, mitted to slope
0.52
Corl•u gated metal pipm, ptuiectin& front fin
1.00
= ., - r-y 4
�.
MAY 00 �q11

Curve Number Calculations
Wet Detention Basin B2
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
42,365
0.97
98
95.3
2
Water
10,574
0.24
98
23.8
3
Grass - HSG A
7,094
0.16
49
8.0
4
Grass - HSG D
8,572
0.20
84
16.5
5
0.00
0.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
0.0
15
0.00
0.0
16
0.00
0.0
Total
68,605
1.57
91
0.0025
mil
MAY 0 Z011
4/13/2011 R:\z-misc\Hydro\Road Drain\BMP_B2\NEWSupporting Calculations B2.xls

Curve Number Calculations
Wet Detention Basin B2
Existing Conditions
Description
©
rrr
rr
0
rrr
rr
©
rrr
rr
0
rrr
rr
0
�
rrr
rr
0
rrr
rr
0
rrr
rr
rrr
rr
®
rrr
rr
®
rrr
rr
�
rrr
rr
®
rrr
rr
�
rrr
rr
MAY 1 0 2011
3 Y:
4/13/2011 R:\z-misc\Hydro\Road Drain\BMP_B2\NEWSupporting Calculations B2.xls

LAND USE AREA (AC) C I (IN\HR) Q (CFS)
PRE -DEVELOPMENT
PAVEMENT
0.95
WOODS
1.57
0.20
G RASS
0.40
COMPOSITE (PRE-DEVLOPMENT)
1.57
0.20
4.67
1.47
POST -DEVELOPMENT
WATER
Q24
1.00
PAVEMENT
0.97
0.95
GRASS
0.36
0.40
COMPOSITE (POST -DEVELOPMENT)
1.57
0.83
5.94
7.75
77C � :.4 vT -ED
MAY 1 0 2011
BY:

Discharge Summary
Wet Detention Basin B2
Pre Development 1 yr 24 hour Discharge (cfs)
1.78
Post Development 1 yr 24 hour Discharge (cfs)
3.88
Flow Into Pond
Post Development 1 yr 24 hour Discharge (cfs)
1.02
Flow Out of Pond
All Values calculated using PondPack computer program
Using SCS Type III rainfall distribution
MAY 1 0 2011
BY:

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
Element Details
ID
52
Label
Worksheet (PO-1) - 1
Select Pond to Design
PO-1
Flow Allowed Below Target
1,000.0
Flow Allowed Above Target
10.0
Flow Allowed Below Target
1,000.0
Flow Allowed Above Target
0.0
Volume Allowed Below Target
25.0
Volume Allowed Above Target
50.0
Tolerance Display
Display PASS for values within specified
tolerance
Notes
Volume
Pond Type
Elevation- Use Void Space? False
Volume
Elevation -Volume
Pond Elevation
Pond Volume
A(ft)
(ac-ft)
4.00
0.000
5.00
0.072
6.00
0.187
7.00
0.332
8.00
0.510
8.50
0,620
9.00
0.756
10.00
1,071
11.00
1.421
12.00
1.807
Infiltration
Infiltration Method
No Infiltration
Output
Detention Time
None
Initial Conditions
Is Outflow Averaging On?
Define Starting Water Surface
Elevation
False Elevation (Starting Water 9.00 ft.
Surface)
User Defined
Initial
Elevation
Bentley Systems, Inc, Haestad Methods Solution %130 ey PondP ce k V8'
BMP B2,ppc Center [08A 1.01 .51]
712/2010 27 Siemon Company Drive Suite 200 W MAY X 0 paQ'�j1 of 2
Watertown, CT 06795 USA [phone]
BY:

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario Design Target Peak Computed Computed
Return Outflow Peak Outflow Peak Outflow
Event (ft3/s) (ft3/s) vs, Target
Post -Development 1 Year
1
1.78
1.02
Pass
Post -Development 10 Year
10
5.56
2.47
Pass
Post -Development 25 Year
25
7.65
2.99
Pass
Post -Development 50 Year
50
9.47
3.35
Pass
Post -Development 100 Year
100
11.51
4.36
Pass
Computed Computed
Routing Outlet
Computed
Freeboard
Maximum
Volume Outflow
Structure
Max Water
Depth
Storage
Outflow Volume vs.
Elevation
(ac-ft)
(ac-ft) Target
(ft)
0.346 Fall
Composite Outlet
9.44
pass
0.896
Structure - 1
0.748 Fail
Composite Outlet
9.41
Pass
1.044
Structure - 1
0.957 Pass
Composite Outlet
10.14
Pass
1.120
Structure - 1
1.138 Pass
Composite Outlet
10.34
Pass
1.190
Structure - 1
1.339 Pass
Composite Outlet
10.55
Pass
1.263
Structure - 1
PondMaker
Routing Design
12.00
11.75
't 11.50
c
11.25
q
'0 11.00
u 10.75
10.50
t'e 10.25
L
a 10.00
v 9.75
c
9.50
OL
9.25
9.00
Target
Outflow
Volume
(ac-ft)
0.162
0.490
0.678
0.845
1.035
aaaa
aaaa
as
aaaaaaaa
aaaaaaaa
as
--------
--- rar
rrrrrarr
ar r--
rrrrrrr
rrrrrarr
r•
aarararr
r rrrrr
rrrr
arrarraa
rraraarr
raaarara
as
1.00 2.00
4.00 6.00
8.00
10.00 12.00
Flow (ft3/s)
- Composite Outlet Structure - 1 f Target Rating Curve
--- Post-Developmentl Year ••« Post -Development 10 Year
--• Post -Development 25 Year --- Post -Development 50 Year
-- Post -Development 100 Year
Bentley Systems, Inc Haestad Methods Solution Bentley PondPack V8i
BMP B2 ppc Center 108.11,01.51)
7/2/2010 27 Siemon Company Drive Suite 200 W Page 2 of 2
Watertown, CT 06795 USA +1-203.755.1666
MAY ] U 1011
BY:

Wet Detention Basin C-1
Design Calculations

Water Quality Volume Calculations
Wet Detention Basin C1
Drainage Area Parameters
Units
Formulas
Drainage Area
120,837
Ft
See Drainage Area Map
Impervious Area
92,322
Ft
See Drainage Area Map
Impervious %
76.4
IA
Impervious Area/Drainage Area
Runoff Volume (Simple Method)
Rv
0.74
Inchesr,,noff/IncheSrainfal,
Rv=0.05+0.9*IA
Rainfall
1.50
Inches
Water Quality Design Storm - Coastal County
Runoff
1.11
Inches
Runoff = R *Rainfall
Runoff
11142
Ft3
Runoff (Ft 3j = Runoff (in)/12 * DA (FtZ)
SIT ED,
MAY 1 0 2011

Area and Volume Calculations
Wet Detention Basin C1
Elevation
Main Pool
Forebay
Total Vol (Ft3)
Total Vol (Ac-Ft)
Comments
Area (Ft)
A Vol (Ft3)
Sum Vol (Ft")
Area (Ft2)
A Vol (Ft3)
Sum Vol (Ft3)
Sediment Clean Out Bottom Elevation
0.00
2249.1
-
0
0
Bottom of Pond, Sediment Clean Out Top Elevation
1.00
3026.3
2638
2638
474.4
-
0
2,638
0.061
Bottom of Forebay, Sediment Clean Out Top Elevation
2.00
3894.6
3460
6098
825.1
650
650
6,748
0.155
3.00
4853.8
4374
10472
1251.4
1038
1688
12,160
0.279
4.00
5903.8
5379
15851
1753.1
1502
3190
19,041
0.437
4.50
6462.8
3092
18943
2021.E
1 944
4134
23,077
0.530
Inside Edge of Vegetated Shelf
5.00
8570.4
3758
22701
2330.5
1088
5222
27,923
0.641
Permanent Pool Elevation
5.00
11141.0
0
22701
5222
1 27,923
0.641
Permanent Pool Elevation - Area Includes Forebay Berm at PPE
5.50
13512.6
6163
28865
5222
34,086
0.783
Outside Edge of Vegetated Shelf
6.00
14392.2
6976
35841
5222
41,063
0,943
6,30
14778.4
4376
40216
5222
45,438
1.043
7.00
16220.6
10850
51066
5222
56,288
1.292
8.00
18142.6
17182
68248
5222
73,469
1.687
Tap of Dam
Surface Area of Main Pool at PPE (Ft)
Surface Area of Forebay at PPE (W)
Total Surface Area at PPE (Ft)
Total Volume at PPE (Ft)
Overflow Elevation (Ft)
Total Volume at Overflow Elev (Ft)
Total WQv Provided (Ft)
Total WQv Required (Ft3)
Volume Forbay
Surface Area/Drainage Area Check
SA Provided
11141.0 sf
DA
120,937 sf
SA/DA (provided)
9.22%
SA/DA (required)
9.01%
MAY 0 2 011
BY: ______
8570A
166 Basin Length (ft)
2330.5
55 Average Basin Width (ft)
11141.0 Includes Forebay Berm at PPE
3.0 L:W Ratio
27923
6.3
8484.4 Abot shd1 Includes Main Pool and Forebay
45438
11141.0 Aw,-P-P i Includes Main Pool, Forebay and Forebay Berm
17515
2249.1 Aber -pond Main Pool Only
11142
4.50 Depth Main Pool
18.70 %of Total at PPE
2.51 d„ Option 1
3.29 cl ,. Option 2
ck.,: Average !tenth of !permanent piiol kT use in the SA/0A tables (A)
P'. _„»r
Option 1: r/=
A rem _ fw l
r1ba.sh.t
A,.._ Mf i Ajhw_ ,a
7 �
► el "th
C?lptian �: du,, _
{1?ix�l+ -
�x�
A,x n_,o,,
,�
L

Draw Down Calculations
Wet Detention Basin C1
Water Quality Volume (Ft')
11142
Total WQv Provided
Top Elevation of Temp Pool (Ft)
5.86
Overflow Elevation
Orifice Invert Elevation (Ft)
5.00
Maximum Head (Ft)
0.79
At Centroid of Orifice
Driving Head Ho (R)
0.26
1/3 Maximum Head
Orifice Diameter (in)
1.75
Orifice Diameter (Ft)
0.15
Orifice Area (Ft)
0.017
Orifice Coefficient
0.60
Orifice Discharge Q (Ft3/s)
0.04
Days to Complete Drawdown
3.15
Between 2 and 5 Days
-c�,n1F2ir�
RECEIVED
MAY 2 4 2011
DWQ
PROd #
Where: Q - Discharge (cfs)
CD o C:oafficlont of discharge (dimensionless) -see Tthk* 3-8
A - Cross -sectional area of flow at the orifice entrance (sal ft)
g ,. Acceleration of gravity (32.2 ft/secz)
Ho = l3rivis% head (ft), measuree.l from the. rentroid of the orifice area to
the water surfacer - Nolt: Usually use Ho/3 to compute
drawdown through an orifice to Teri 't the fact that head is
decreasing as the drawdown occurs.
Figure! 33
:+rherneatic,ection through an orifice
=&t
T.jhle 3-8
Values of Coefficient of Discharge, Ca, (Malcom, 1989)
Entrane•e• Condition
K:r�
Tyl.ical deCeult value
0.60
Square -edge+ i vntranre
0,59
Concrete ripe, l;rooved end
0.65
Corrugateel metal pipe, mitred to slope
0.52
Corrugated metal pipe, projecting from fill _
_ 1.00

Curve Number Calculations
Wet Detention Basin CI
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
92,322
2.12
98
207.7
2
Grass - HSG B
17,058
0.39
61
23.9
3
Water
11,457
0.26
98
25.8
4
0.00
0.0
5
0.00
0.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
1
0.0
15
0.00
0.0
16
0.00
0.0
Total
120,837
2.77
93
0.0043
jmil
7VED
,MAY0 20T1
4/13/2011 R:\Hydraulics\CALCULATIONS\Pond C1\Supporting Calculations C1.xls

Curve Number Calculations
Wet Detention Basin C1
Existing Conditions
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
0.00
98
0.0
2
Grass (HSG A)
0.00
39
0.0
3
Grass (HSG B)
0.00
61
0.0
4
Woods (HSG B
116,381
2.67
60
160.3
5
Water
4,456
0.10
98
10.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0_0
14
0.00
0,0
15
0.00
0.0
16
0.00
0.0
Total
120,837
2.77
61
0.0043
mil
RIVED
MAY } 0 2011
4/13/2011 R:\Hydraulics\CALCULATIONS\Pond C1\Supporting Calculations C1.xls

LAND USE AREA (AC) C I (IN\HR) Q (CFS)
PRE -DEVELOPMENT
PAVEMENT
0.95
WOODS
2.67
0.20
WATER
0.1
1.00
GRASS
0.40
COMPOSITE (PRE-DEVLOPMENT)
2.77
0.23
4.67
2.96
POST -DEVELOPMENT
WATER
0.26
1.00
PAVEMENT
2.12
0.95
GRASS
0.39
0.40
COMPOSITE (PRE-DEVLOPMENT)
2.77
0.88
4.67
11.37
E-4
MAY 1 0 Z011
BY:

Discharge Summary
Wet Detention Basin C1
Pre Development 1 yr 24 hour Discharge (cfs)
1.33
Post Development 1 yr 24 hour Discharge (cfs)
7.18
Flow Into Pond
Post Development 1 yr 24 hour Discharge (cfs)
0.92
Flow Out of Pond
All Values calculated using PondPack computer program
Using SCS Type III rainfall distribution
FMAY 1 0 2011
B kT

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
Element Details
ID
42
Label
Worksheet (PO-1) - 1
Select Pond to Design
P0-1
Flow Allowed Below Target
25.0
Flow Allowed Above Target
10.0
Flow Allowed Below Target
25.0
Flow Allowed Above Target
0.0
Volume Allowed Below Target
25.0
Volume Allowed Above Target
50.0
Tolerance Display
Display PASS for values within specified tolerance
Notes
Volume
Pond Type
Elevation- Use Void Space? False
Volume
Elevation -Volume
Pond Elevation Pond Volume
(ft) (ac-ft)
0.00
0.000
1.00
0.061
2.00
0.155
3.00
0.279
4.00
0.437
4.50
0.530
5.00
0.641
5.50
0.783
6.00
0.943
7.00
1.294
8.00
1.688
Infiltration
Infiltration Method
No Infiltration
Output
Detention Time
None
Initial Conditions
Is Outflow Averaging On?
Define Starting Water Surface
Elevation
False Elevation (Starting Water 5.00 ft
Surface)
User Defined
Initial
Elevation
PondCl.ppc
51412011
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown. CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08,11.01.51
Page 1 of 2
MAY 1 0 2011
BY:

PondMaker Worksheet Detailed Report: Worksheet (130-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario Design Target Peak Computed Computed Target
Return Outflow Peak Outflow Peak Outflow Outflow
Event (ft3/s) (ft3/s) vs. Target Volume
(ac-ft)
Post -Development 1 Year
1
1.33
0.92
Fail
0.151
Post -Development 10 Year
10
6.77
12.41
Fall
0.607
Post -Development 25 Year
25
10.09
16.29
Fall
0.893
Post -Development 50 Year
50
13.09
19.08
Fail
1.156
Post -Development 100 Year
100
16.52
22.06
Fail
1.461
Computed Computed
Routing Outlet
Computed
Freeboard
Maximum
Volume Outflow
Structure
Max Water
Depth
Storage
Outflow Volume vs.
Elevation
(ac-ft)
(ac-ft) Target
(ft)
0.266 Fail
Composite Outlet
6.33
Pass
1.059
Structure - 1
0.994 Fail
Composite Outlet
6,64
Pass
1.166
Structure - 1
1.371 Fail
Composite Outlet
6.71
Pass
1.193
Structure - 1
1.696 Pass
Composite Outlet
6.77
Pass
1.213
Structure - 1
2.058 Pass
Composite Outlet
6.84
Pass
1.237
Structure - 1
PondMaker
Routing
Design
8.00
7.75
7.50
C
=0 7.25
M
> 7.00
w 6.75
u
C 6.50
cn 6.25
L
6.00
5.75
C
a 5.50
.1ni
5.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Flow (ft3/5)
- Composite Outlet Structure - 1 Target Rating Curve
•-- Post -Development 1 Year --- Post -Development 10 Year
-• Post -Development 25 Year Post- Development 50 Year
•-• Post- Development100Year
Bentley Systems, Inc. Haestad Methods Solution
PondC1.ppc Center
5/4/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01, 51]
Page 2of2
MAY XU2011
iT.

Wet Detention Basin C-2
Design Calculations

Water Quality Volume Calculations
Wet Detention Basin C2
Drainage Area Parameters
Units
Formulas
Drainage Area
82,995
Ft
See Drainage Area Map
Impervious Area
66,427
Ft
See Drainage Area Map
Impervious %
80.0
IA
Impervious Area/Drainage Area
Runoff Volume (Simple Method)
Rv
0.77
Inc heSrunoff/InchesrainfalI
Rv=0.05-+0.9*IA
Rainfall
1.50
Inches
Water Quality Design Storm - Coastal County
Runoff
1.16
Inches
Runoff = R„*Rainfall
Runoff
7992
Ft
Runoff (Ft) = Runoff (in)/12 * DA (Fe)
MAY 1 0 ZOiI

Area and Volume Calculations
Wet Detention Basin C2
Elevation
Main Pool
Forebay
Total Vol Ft3)
Total Vol (Ac-Ft)
Comments
Area (Ftz)
A Vol (Ft)
Sum Vol (Ft)
Area (Ft2)
A Vol (Ft")
Sum Vol (Ft)
Sediment Clean Out Bottom Elevation
-3-00
1749
-
0
0
Bottom of Pond, Sediment Clean Out Top Elevation
-2.00
2285.0
2017
2017
2,017
0.046
-1.00
2878
2582
4599
837.0
0
4,599
Q106
Bottom of Forebay, Sediment Clean Out Top Elevation
0.00
3528.0
1 3203
7802
1242.0
1 1040
1040
8,841
0.203
1.00
4234
3881
11683
1702.0
1472
2512
14,194
0.326
Inside Edge of Vegetated Shelf
1.50
5536
2443
14125
1954.0
914
3426
17,551
0.403
Permanent Pool Elevation
1.50
8140
0
24125
0
3426
17,551
0.403
Permanent Pool Elevation - Area Includes Forebay Berm at PPE
2.00
9509.0
4412
18537
3426
21,963
0.504
Outside Edge of Vegetated Shelf
2.90
10562
9032
27569
3426
30,995
0.712
Overflow Elevation (Top of WQ Pool)
3.00
10678
1062
28631
3426
32,057
0.736
4.00
11903.0
11291
39922
3426
43,347
0.995
4.50
Top of Dam
Surface Area of Main Pool at PPE {Ft))
5536
130 Basin Length (ft)
Surface Area of Forebay at PPE (Ft2)
1954.0
64 Average Basin Width (ft)
Total Surface Area at PPE (Ft')
8140.0 Includes Forebay Berm at PPE
2.0 L:W Ratio
Overflow Efev (Ft)
2.9
Total Volume at PPE (Ft)
175S1
5936.0 Abot sheu
Includes Main Pool and Forebay
Total Volume at Overflow Elev (Ft 3}
30995
8140.0 Am, P_i
Includes Main Pool, Forebay and Forebay Berm
Total WQv Provided (Ft3)
13444
1749 Ab,,y_,
Main Pool Only
Total WQv Required (Ft3)
7992
4.00 Depth
Main Pool
Volume Forbay
19.52 % of Total at PPE
2,16 day
Option 1
3.02 day
Option 2
Surface Area/Drainage Area Check
5A Provided 8159.0 Sf kill,: Avcm e depth of I)ermanent pool to use in the SAIDA lnhles (t"t)
DA 82,995 sf
Opl'ton l : (/s , _
5A/DA (provided) 9.83%
SA/DA (required) 9.4096 f 1�
\ �te..r � )] �` �16,rwri"`;M„� �'Urplir J
Option 2: ri= ()25x 1 t + l x
CE'7ED
0 2
Y:

Draw Down Calculations
Wet Detention Basin C2
Water Quality Volume (W)
13444
Total WQv Provided
Top Elevation of Temp Pool (Ft)
2,90
Overflow Elevation
Orifice Invert Elevation (Ft)
1.50
Maximum Head (Ft)
1.34
At Centroid of Orifice
Driving Head Ho (Ft)
0,44
1/3 Maximum Head
Orifice Diameter (in)
1.50
Orifice Diameter (Ft)
0.13
Orifice Area (Ft')
0,012
Orifice Coefficient
0.60
Orifice Discharge Q (Ft3/s)
0.04
Days to Complete Drawdown
3.96
Between 2 and 5 Days
Q = CnA� 2
Where: Q - Discharge (cfs)
CR - Ccx.fficienl of discharge (dimensionless) - sce Table 3-8
f1 = Crass -sectional area of flow at the orifice. entrance (sq ft)
g - Acceleration of gravity (32.2 ft/sec=)
I-10 = Driving head (tt), Uleasured from the centroicl of Lite orifice area to
the; water surface - Note: Usually use. Hu/3 to compute
drawdown through an orifice to refit-.t the fact IhaI head is
decreasing as the drawdown oc'etim.
Figure 3-3
Schematic section throtigh wt orifice
= ,7Ra
Table.. 3-8
Values of Coefficient of Discharge, Co (Malcom, 1989)
Enlraiwe Condition Cu
'Cy pica I dQlaUIt valua 0.60
Square-eLigfcd entrance t1.59
Concrete pipe, grooved end 0.65
Corrugated rttetal pipe, mitred to slope 0.52
Corrugated melal pine, projecting from fill ,1.00
MAY
�

Curve Number Calculations
Wet Detention Basin C2
Area #
Description
Area (Fig)
Area (Ac)
CN
CN x A
1
Pavement
66,427
1.52
98
149.4
2
Grass - HSG B
4,665
0.11
61
6.5
3
Water
11,903
0.27
98
26.8
4
0.00
0.0
5
0.00
0.0
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
0.0
15
0.00
0.0
16
0.00
0.0
Total
82,995
1.91
96
0.0030
mil
MAY Z 0 2 011
4/13/2011 R:\Hydraulics\CALCULATIONS\Pond C2\Supporting Calculations C2.xls

Curve Number Calculations
Wet Detention Basin C2
Existing Conditions
Area #
Description
Area (Fe)
Area (Ac)
CN
CN x A
1
Pavement
0.00
98
0.0
2
Grass (HSG A)
0.00
39
0.0
3
Grass (HSG B)
0.00
61
0.0
4
Woods (HSG B)
57,165
1.31
60
78.7
5
Water
25,830
0.59
98
58.1
6
0.00
0.0
7
0.00
0.0
8
0.00
0.0
9
0.00
0.0
10
0.00
0.0
11
0.00
0.0
12
0.00
0.0
13
0.00
0.0
14
0.00
0.0
15
0.00
0.0
16
0.00
0.0
Total
1 82,995
1.91
72
0.0030
Imi2
MAY 1 0 2011
4/13/2011 R:\Hydraulics\CALCULATIONS\Pond C2\Supporting Calculations C2.xls

LAND USE AREA (AC) C I (IN\HR) Q (CFS)
PRE -DEVELOPMENT
WATER
0.59
1.00
WOODS
1.32
0.20
GRASS
0.40
COMPOSITE (PRE-DEVLOPMENT)
1.91
0.45
4.67
3.99
POST -DEVELOPMENT
WATER
0.27
1.00
PAVEMENT
1.52
0.95
GRASS
0.11
0.40
COMPOSITE (PRE-DEVLOPMENT)
1.91
0.93
4.67
8.25
RECEZ EI)
MAY 1 0 2011
BY:

Discharge Summary
Wet Detention Basin C2
Pre Development 1 yr 24 hour Discharge (cfs)
2.16
Post Development 1 yr 24 hour Discharge (cfs)
5.26
Flow Into Pond
Post Development 1 yr 24 hour Discharge (cfs)
0.89
Flow Out of Pond
All Values calculated using Pond Pack computer program
Using SCS Type III rainfall distribution
.L
MAY 1 4 2011
BY:

PondMaker Worksheet Detailed Report: Worksheet (PO-1) -I
Element Details
ID
42
Label
Worksheet (PO-1) - 1
Select Pond to Design
PO-1
Flow Allowed Below Target
25.0
Flow Allowed Above Target
10.0
Flow Allowed Below Target
25.0
Flow Allowed Above Target
0.0
Volume Allowed Below Target
25.0
Volume Allowed Above Target
50.0
Tolerance Display
Display PASS for values within specified tolerance
Notes
Volume
Pond Type
Elevation- Use Void Space? False
Volume
Elevation -Volume
Pond Elevation
Pond Volume
.(ft)
(ac-ft)
-3,00
0.000
-2,00
0.046
-1.00
0.106
0.00
0,203
1.00
0.326
1.50
0.403
2.00
0.504
3.00
0.736
4.00
0.995
Infiltration
Infiltration Method
No Infiltration
Output
Detention Time
None
Initial Conditions
Is Outflow Averaging On?
Define Starting Water Surface
Elevation
False Elevation (Starting Water 1.50 ft
Surface)
User Defined
Initial
Elevation
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Pon(IC2.ppe Center 108.11.01.51)
51412011 27 Siemon Company Drive Suite 200 W Page 1 of 2
Watertown, CT 06795 USA +1.203-755-1666
FZVED
MAY1a2011
BY:

PondMaker Worksheet Detailed Report: Worksheet (130-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario
Design - .TargetPeafc
Computed Computed.
Target .
o
, ;Return = ; Outflow
Peak Outflow Peak Outflow
Outflow:.
'•Event , ft3 s x ..
( j)
a
;' (ft /s}'; ,vs Target'
Volume
Post -Development 1 Year
1
2.16
0.89
Fail
0.197
Post -Development 10 Year
10
6.75
9.23
Fail
0.596
Post -Development 25 Year
25
9.27
11.61
Fail
0.825
Post -Development 50 Year
50
11.48
13.72
Fail
1.028
Past -Development 100 Year
100
13.95
16.15
Fail
1.259
Computed,:; Computed Routing Outlet Computed .'Freeiboard Maximum
t a
Volume`s Outflow 3 " Structure` Max.Vilater Depth Storage
,. €
putFlow 1 Volume vs = Elevation (ac ft)::_
(ac ft) ° .: Target
O,Z03
Pass
Composite Outlet
2.94
Pass
0.723
Structure - 1
0.712
Pass
Composite Outlet
3.17
Fail
0.761
Structure - 1
0.974
Pass
Composite Outlet
3.23
Fail
0.795
Structure - 1
1.199
Pass
Composite Outlet
3.27
Fail
0.806
Structure - 1
1.449
Pass
Composite Outlet
3.31
Fail
0.816
Structure - 1
PondMaker Routing Design
4.00
3.00
c
0
2.00
a�
w
m 1.00
=o
to 0.00
m
-1.00
v
c
a -2,00
-3.00 -
a.aa 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Flow (ft3/s)
Composite Outlet Structure - 1 d]• Target Rating Curve
•�- Post-Development1 Year --- Post-Development10Year
Post-Development25Year --- Post -Development 50 Year
-- Post-Development100Year
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
PondC2, ppc Center [08.11.01.51]
5/4/2011 27 Siemon Company Dnve Suite 200 W Page 2 of 2
Watertown. CT 06795 USA [phone]
MAY 1 0 2 011
ws �:

-'W
Soils Report
MAY 1 0 Z011

+ MC$ Camp Lejeanae
' Soil Evaluation
Onslow County, North Carolina
SEASONAL HIGH WATER TABLE EVALUATION
MCB CAMP LEJEUNE BER STORMWATER
ONSLOW COUNTY, NORTH CAROLINA
MACTEC PROJECT 6225-09-4999
MACTEC Project No.: 6225-09-4999
April 12, 2010
Page I
Methodology
A MACTEC soil scientist conducted a preliminary evaluation of the soils within areas considered for
stormwater best management practices (BMPs) on April 9, 2010. Hand -auger borings were advanced at
ten pre -determined locations. This evaluation included field descriptions for soil texture; color; structure;
and depth to seasonal high water table (SHWT) if possible. The SHWT depth was based on field
observations of soil characteristics through identification of low chroma redoximorphic features (mottles).
All depths presented are below the land surface (BLS).
Findings
The approximate SHWT depth was based on field observations of soil characteristics .through
identification of low chroma mottles. The low chroma mottles suggest past conditions of saturation and
reducing soil conditions. Evidence of a SHWT was observed at the depths indicated in the table below.
Notes
1.
Boring
Number
Depth To Season High
Water Table inches BLS
SWB-A
90
SWB-B
80
SWB-C
40
SWB-D
<12
SWB-E
40
SWB-H
29
SWB-I
<12
SWB-J
32
,SWB-K
30
SWB-L
<12
The soils present at boring locations SWB-D, I and L were hydric soils. Evidence of a SWHT
was observed within 12 inches of the soil surface.
0.vJL yi ED
MAY 1 0 2011
it

' � ! I• 1 . ` 1 1 I 1 , 5 � I � ,.1 • � t .1 1 r \�� Jr F � _ � � f-�_ \ - -
1 � �'� �� ��• / S: � I I l I
f I i LCI
Al
� \'\ ;y �� __ � / �'� �( III I I I � 1 / 3� `I I� � 111 �IIf' ...� � •�II � �'I �/l:�'� �IJ;�GYI, _ .I �
2G1
/G
"2GI
f �' I I �� � � � �I 11 I ��� -_II ','I ,'•'! FIB 1 • 1 � _-
Iy
,
4f -� - - - - - - � - i � ` � � i 1 I 4 ` � .1 - � - I��S / (� _� /F�-• - I f I � I I I ' .+ 1f � � i / i i � � � 1 � 4
,F � 1 �� ; f , - , . -, ,� . �� • � Ili--� ' �`��"� �.- ,� '� !) � l � �' � � � ! . � ��. �� , t t1 �� �
I I 1 r I i , � I i i � �� � _. r � � _. I I ,! r � r � - r r •r �
r
�- -
�► 1 �' 41/ 1 -
1
1
J
• i I

M

MCB Camp Lejeune
Soil Evaluation
Onslow County, North Carolina
SEASONAL HIGH WATER TABLE EVALUATION
MCB CAMP LEJEUNE BER STORMWATER
ONSLOW COUNTY, NORTH CAROLINA
MACTEC PROJECT 6225-09-4999
AMCTEC Project No.: 6225-09-4999
August 6, 2010
Page i
Methodology
A MACTEC soil scientist conducted a preliminary evaluation of the soils within areas considered for
stormwater best management practices (BMW) on July 28, 2010. Hand -auger borings were advanced at
eight pre -determined locations. This evaluation included field descriptions for soil texture; color;
structure; and depth to seasonal high water table (SHWT) if possible. The SHWT depth was based on
field observations of soil characteristics through identification of low chroma redoximorphic features
(mottles). All depths presented are below the land surface (BLS).
Findings
The approximate SHWT depth determinations were based on field observations of soil characteristics
through identification of low chroma mottles. The low chroma mottles suggest past conditions of
saturation and reducing soil conditions. Evidence of a SHWT was observed at the depths indicated in the
table below.
Boring
Number
Depth To Season High
Water Table inches BLS
'I Or we west Side+of.Wallace Creeks c .;
SWB-CIA
24
SWB-C1B
24
SWB-C1C
22
SWB-CID
30
: Saut1>i"east Side of Wall'aeelGieek E
SWB-C2A
68
SWB-C2B
82
SWB-C2C
82
SNA93-C2D
76
RF,CF (VED
MAY 10Z011
BY:

F
�r
6710.46
59,
'9�959.\ \
96
- C1
0
f I
I
` t
j yy
� i 4
I v /

i
1�11�
s ��
a rr�
■ wrn�
■ ����
r ��s��
r rr�o� �
r i nrr�
,�I
Ili
I�Ill�il
C�
F � F
SWB - C2A
F�-
E: 2497272.25
C2 D
i b�
288.76
SWB — C2B
N SWB — C2C
E:2497352.75

Soil Map—Onslow County, North Carolina
34' 41' 14"
W 4Q 2T'
Mep Scde: 1:10.400 if pnnled on A size (8.5" r 11-) sheet. M
a m
N
Meters
0 100 200 400 600
Feet
0 500 1,000 2.000 3,000
34' 41' 16'
34' 49 29'
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2010
Page 1 of 3

G
ram:
C=
U
MAP LEGEND
Area of Interest {AOI►
Area of Interest iAOI i
Soils
Soil Map Units
Special
Point Features
Blowout
®
Borrow Pit
X
Clay Spot
♦
Closed Depression
x
Gravel Pit
Gravelly Spot
®
Landfill
n
Lava Flow
Marsh or swamp
yt
Mine or Quarry
Miscellaneous Water
pp
Perennial water
v
Rock Outcrop
t
Sa1me Spot
Sandy Spot
Severety Eroded Spot
0
Sinkhole
}�
Slide or Shp
0
Sodic Spot
a
Spoil Area
d
Stony Spot
Soil Map—Onslow County. North Carolina
Very Stony Spot
Wet Spot
Other
Special Line Features
Goy
Short Steep Slope
Other
Political Features
Cities
Water Features
® Oceans
Streams and Canals
Transportation
+++ Rails
interstate Highways
US Routes
Major Roads
Local Roads
MAP INFORMATION
Map Scale I .10.400 if printed on A size (8.5" x 11") sheet
The soil surveys that comprise your AOI were mapped at 1 24,000.
Please rely on the bar scale on each map sheet for accurate map
measurements
Source of Map Natural Resources Conservation Service
Web Soil Survey URL http /twebsoilsurvey nres.usda gov
Coordinate System: UTM Zone 18N NA083
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below
Soil Survey Area Onslow County North Carolina
Survey Area Data. Version 11. Jun 5. 2009
Date(s) aerial images were photographed 10114/2006, 7/10/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps As a result. some minor shifting
of mao unit boundaries may be evident
Natural Resources
am Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2010
Page 2 of 3

Soil Map—Onslow County, North Carolina
Map Unit Legend
Onslow County, North Carolina (NC133)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaB
Baymeade fine sand, 0 to 6 percent
slopes
BmB
Baymeade-Urban land complex, 0 to 6
percent slopes
KuB
Kureb fine sand, 1 to 6 percent slopes
MaC
Marvyn loamy fine sand, 6 to 15 percent
slopes
Mk
Muckalee loam
On
Onslow loamy fine sand
Ur
Urban land
W
Water
Totals for Area of Interest
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
220.1
40.1 %
24.4
4.4%
22.7
4.1 %
100.2
18.3%
82.5
15.0%
87.9
16.0%
8.7
1.6%
2.2
0.4%
648.6
100.0%
07
7
MAY ]UAll
6/6/2010
Page 3 of 3

Soil Map—Onslow County, North Carolina
i4` 4114'"
34' 40' 2T'
Map ScMe: 1:10.400 6 pnntetl an A sae {$.5^ K 11') sheet.
b a+
N Meters
0 100 200 400 600 n
Feel
0 500 1,000 2,000 3,000
W 41' 15"
�1� Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2010
Page 1 of 3

Sod Map-0nslow County, North Carolina
MAP LEGEND
Area of Interest (AQI)
(p Very Stony Spot
Area of Interest (AOI)
Wet Spot
Soils
Other
Sod Map Units
Special Line Features
Special
Point Features
Gully
Blowout
Short Steep Slope
®
Borrow Pit
Other
X
Clay Spot
Political Features
Closed Depression
46 Cities
Gravel Pit
Water Features
Gravelly Spot
® Oceans
®
Landfill
Streams and Canals
/t
Lava Flow
Transportation
.A,
Marsh or swamp
+++ Rails
V
Mme or Quarry
Interstate Highways
O
Miscellaneous Water
US Routes
p
Perennial Water
Major Roads
Rock Outcrop
w Local Roads
+
Saline Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
Slide or Slip
0
Sodic Spot
Spoil Area
Q
Stony Spot
MAP INFORMATION
Map Scale 1 10.400 if printed on A size (8.5" x 11") sheet.
The sort surveys that comprise your AOI were mapped at 1 24.000
Please rely on the bar scale on each map sheet for accurate map
measurements
Source of Map Natural Resources Conservation Service
Web Soil Survey URL http:llwebsoilsurvey nres.usda gov
Coordinate System UTM Zone 18N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Onslow County. North Carolina
Survey Area Data: Version 11 Jun 5. 2009
Date(s) aeriai images were photographed 10l14/2006. 7/1012006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps As a result. some minor shifting
of map unit boundaries may be evident
USDA Natural Resources Web Soil Survey 6/612010
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil MapOnslow County, North Carolina
Map Unit Legend
Onslow County, North Carolina (NCI 33)
Map Unit Symbol Map Unit Name Acres In AOI Percent of AQI
BaB
Baymeade fine sand, 0 to 6 percent
slopes
BmB
Baymeade-Urban land complex, 0 to 6
percent slopes
KuB
Kureb fine sand, 1 to 6 percent slopes
Mac
Marvyn loamyfine sand, 6 to 15 percent
slopes
Mk
Muckalee loam
On
Onslow loamy fine sand
Ur
Urban land
W
Water
Totals for Area of Interest
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
220.1
40.1 %
24.4
4.4%
22.7
4.1 %
100.2
18.3%
82.5
15.0%
87.9
16 0%
8.7
1.6%
2.2
0.4%
648.6
100.0%
MAY j0Z011
6/6/2010
Page 3 of 3

Soil Map—Onslow County, North Carolina
34' 41' 5F
34' 40' 28"
0
h N
ry
A 1�
v MW Scale. 1:18.40D if prmled on A we f 8.5" z 11 "} sheer m
m
N Meters
0 250 500 1.000 1500
Feel
0 1.000 2000,4.000 6.000
34" 41' 55'
34 40 31'
L�SDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
41512011
Page 1 of 3

s4
.1
C
MAP LEGEND
Area of Interest (A01)
Area of Interest (AOI)
Soils
Soil Map Units
Special
Point Features
k'7
Blowout
®
Borrow Pit
X
Clay Spot
Closed Depression
y,
Gravel Pit
Gravelly Spot
®
Landfill
A
Lava Flow
.,6
Marsh or swamp
V
Mine or Quarry
0
Miscellaneous Water
Q
Perennial Water
Rock Outcrop
f
Saline Spot
Sandy Spo.
_
Severely Eroded Spot
p
Sinkhole
Slide or Slip
0
Sodic Spot
Spoil Area
Stony Spot
Soli Map—Onslow County. North Carolina
(� Very Stony Spot
Wet Spot
Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
19 Cities
Water Features
Oceans
Streams and Canals
Transportation
+ F Rails
.�. Interstate Highways
US Routes
Major Roads
Local Roads
MAP INFORMATION
Map Scale. 1 18.400 if printed on A size (8 5" K 11") sheet.
The soi$ surveys that comprise your AOI were mapped at 1.24.000
Please rely on the bar scale on each map sheet for accurate map
measurements
Source of Map Natural Resources Conservation Service
Web Sod Survey URL http llwebscilsurvey nres usda gov
Coordinate System: UTM Zone 18N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date($) listed below.
Soil Survey Area: Onslow County. North Carolina
Survey Area Data Version 11. Jun 5. 2009
Date(s) aerial images were photographed 10/1412006. 7/10/2006
The orthophoto or other base map on which the soil Imes were
compiled and digitized probably differs from the background
imagery displayed on these maps As a result. some minor shifting
of map unit boundaries may be evident
L]� Natural Resources
11+ Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/5/2011
Page 2 of 3

Soil Map—Onslow County, North Carolina
Map Unit Legend
Onslow County, North Carolina (NC133)
Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI
BaB
Baymeade fine sand, 0 to 6 percent
486.9
slopes
BmB
Baymeade-Urban land complex, 0 to
69.4
6 percent slopes
KuB
Kureb fine sand, 1 to 6 percent
71.7
slopes
MaC
Marvyn loamy fine sand, 6 to 15
239.4
percent slopes
Mk
Muckalee loam
324.9
On
Onslow loamy fine sand
53.6
Pa
Pactolus fine sand
76.2
Pt
Pits
13.0
Ra
Rains fine sandy loam
0.2
Ur
Urban land
0.2
W
Water
86.6
Totals for Area of Interest
1,422.0
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
34.2%
4.9%
5.0%
16.8%
22.8%
3.8%
5.4%
0.9%
0.0%
0.0%
6.1 %
100.0%
MAY 1 0 2011
4/5/2011
Page 3 of 3

Soil Map—Onslow County. North Carolina
34' 41' 52'
34` 40' 28"
n
1p
v Map Scale. 1:18.400 i1 pnnted on A size (8.5" x 11 ") sheet. m
"am
N Meters
0 250 500 1,wo 1,500
Feel
0 1,000 2,000 4.000 6.000
34' 41' W
34' 40' 31"
USDA Natural Resources
Conservation Servioe
Web Soil Survey
National Cooperative Soil Survey
415/2011
Page 1 of 3

Sod Map-0nslow County North Carolina
MAP LEGEND
Area of Interest (AOq
Very Stony Spot
Area of Interest (AOl)
Wet Spot
Soils
� Other
Soil Map Units
Special Line Features
Special
Point Features
Gully
Blowout
Short Steep Slope
®
Borrow Pit
.r Other
X
Clay Spot
Political Features
♦
Closed Depression
� cales
?r
Gravel Pft
Water Features
Gravelly Spot
® oceans
®
Landfill
Streams and Canals
A
Lava Flow
Transportation
,y &
Marsh or swamp
+++ Ra°is
yt
Mine or Quarry
�+' Interstate Highways
®
Miscellaneous Water
US Routes
Perennial Water
Major Roads
R k O t
iv Local Roads
I.,
oc u crop
+
SaEine Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
Slide or Slip
fy
Sodbc Spot
=
Spoil Area
Stony Spot
MAP INFORMATION
Map Scale 1:18A00 if printed on A size (8 5" - 11 ") sheet
The soil surveys that comprise your AOl were mapped at 1:24,000
Please rely on the bar scale on each map sheet for accurate map
measurements
Source of Map. Natural Resources Conservation Service
Web Solt Survey URL http:l/websodsurvey nres usda gov
Coordinate System UTM Zone 18N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date($) listed below
Soil Survey Area: Onsiow County. North Carolina
Survey Area Data Version 11, Jun 5, 2009
Date(s) aerial images were photographed 1011412006: 7/10/2006
The orthophoto or other base map on whsch the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps As a result some minor shifting
of map unit boundaries may be evident
Natural Resources
Conservation Service
Web Soiil Survey
National Cooperative Sorl Survey
4/51201 1
Page 2 of 3

Soil Map—Onslow County, North Carolina
Map Unit Legend
Onslow County, North Carolina INC133)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaB
Baymeade fine sand, 0 to 6 percent
486.9
slopes
BmB
Baymeade-Urban land complex, 0 to
69.4
6 percent slopes
KuB
Kureb fine sand, 1 to 6 percent
71.7
slopes
MaC
Marvyn loamy fine sand, 6 to 15
239.4
percent slopes
Mk
Muckalee loam
324.9
On
Onslow loamy fine sand
53.6
Pa
Pactolus fine sand
76.2
Pt
Pits
13.0
Ra
Rains fine sandy loam
0.2
Ur
Urban land
0.2
W
Water
86.6
Totals for Area of Interest
1,422.0
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
34.2 %
4.9%
5.0%
16.8%
22.8%
3.8%
5.4%
0.9%
0.0%
0.0%
6.1 %
100.0%
MAY 1 0 2011
BY:
4/5/2011
Page 3 of 3

O� O f(J_ z 0 For DENR Use ONLY
LJ U ,,,� lReviewer L L—
North Carolina Department of Environment and sutmlr
Natural Resources o
NCDENRRequest for Express Permit Review Time Z o1
Conrirm, �
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 LPOF 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(a)ncmail.net
• Mooresville & -Patrick Grogan 704.663-3772 or patrick,grogan(@ .ncmail.no
• Washington Region -Lyn Hardison 252.946.9215 or lyn.hardison(ancmail.net
• Wilmington Region -Janet Russell 910-350-2004 or ianet.russell(a ncmail.not
NOTE. Project application received after 12 noon will be stamped in the following work day.
Enter Related W
Permits of request
SW
SW
SW
SW
SW
Project Name NEW BASF_ ENTRY POINT AND ROAD County. ONSLOW
Applicant: CARL BAKER Company: US MARINE CORPS BASE CAMP LEJEUNE
Address: PUBLIC WORKS DIVISION, 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28W
Phone: [phone], Fax: [phone], Email: cart h [e-mail]
Physical Location MCB CAMP LEJEUNE
Project Drains into waters - Water classification SC (for classification see-http:llh2o.enr.state.nc,uslbimsireportslreportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/d mile and draining to class SA waters N. or within 1 mile
and draining to class HQW waters? Y_
Engineer/Consultant: LOUISE SLATE Company: MACTEC
Address: 3301 ATLANTIC AVENUE City: RALEIGH, Slate: NC Zip: 27604-_ APR 1 3 M ]
Phone: 919-a31-8006, Fax,, 919-831-8136, Email: loslale@macteccom
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
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_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 _ 9 Treatment Systems ElHigh Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other # Treatment Systems / ® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion S' 090630 rovide pernn t )
❑ 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 scooina and exoress meeting 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 wl US ALOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
•....RFt.a...a......�fY#f �ti•t•sa. yi�N •rs r......... *For DENR use Only��s•��sr����st*s••utsit��w*��•�ss*r��t•��s�ats�s�tass♦���s
Foe Splitfor multiple permits*: {*;heck N' l Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
S
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS —
$
Stream Deter,
$
NCDENR EXPRESS March 2009

Request for Express Permit Review
Stormwater Narrative
FY10 MCON Project 1382, New Base Entry Point
Camp Lejeune, NC
April 12, 2011
This narrative describes the changes in the design to New Base Entry Point since stormwater permit SW8
090630 was issued on February 8, 2010 and modified on June 15, 2010 and again on March 22, 2011.
This modification focuses on contracts B and C of the Base Entry Road (BER) which runs from the
interchange at Brewster Blvd to the interchange at Holcomb Blvd and Sneads Ferry Road. The overall
permitting strategy continues to be low density with pockets of high density. This section of the Base
Entry Road includes high density pockets draining to water quality ponds at the bridges over Wallace
Creek and Bearhead Creek. The remainder of the road is designed to comply with low density
requirements.
The project site is located in Onslow County, North Carolina and is in the White Oak River Basin. The
roadway drains to three main receiving waters: Northeast Creek, Wallace Creek, and Bearhead Creek.
The following table lists each stream with its DWQ Classification.
Stream Name
DWQ Classification
DWQ Index
Northeast Creek
SC NSW
19-16-(0.5)
Wallace Creek
SB NSW
19-20
Bearhead Creek
SB NSW
19-20-1
The project permit boundary is established to achieve the Low Density stormwater permitting option
and has pockets of High Density. Consistent with Low Density stormwater strategy described in
requirements set forth in the Session Law 2008-211 Section 2.(b)3b, sheet flow and flow through
vegetated conveyances (grassed swales) will be maximized along the project corridor. Generally, the
roadway will have a 46 ft depressed median cross section. The roadway will generally have three (3)
distinct typical cross sections:
Section
Description
Proposed Typical
Section
Stormwater Strategy
Permitting
Strategy
Tangent and
Depressed median,
Utilize shoulder sheet flow and
Low
Curve Sections
open shoulder, grass
roadside swales. Occasional median
Density
swales
discharge points will be discharged to
preformed scour holes. No other
structural BMPs are proposed in
these roadway sections.
Tangent and
Depressed median,
Utilize shoulder sheet flow and
Low
Curve Sections
raised median with
roadside swales. Occasional median
Density
curb and gutter and
discharge points will be discharged to
with
open shoulder, grass
preformed scour holes. No other
Occasional
swales
structural BMPs are proposed in
Pockets of
these roadway sections. Collect
High
stormwater in pipe systems and
Density
convey to structural BMP prior to
discharge
Stormwater Narrative Page 1
R CFIVFD
MAY ] 0 Z 011
BY:

Bridge/Culvert
Curb and gutter
Collect stormwater in pipe systems
Pockets of
approaches and
and convey to structural BMP prior to
High
other sections
discharge
Density
requiring curb
and gutter
Gate
n/a
Utilize sheet flow and swales or
Pocket of
collect stormwater in pipe systems
High
and convey to structural BMP prior to
Density
discharge
Proposed structural stormwater BMPs will be designed in accordance with the 2007 NCDENR
Stormwater Best Management Practices Manual and will be designed in compliance with requirements
set forth in the Session Law 2008-211 Section 2.(b)3b. The total proposed impervious area and
placement of structural stormwater BMPs will be determined as the project progresses. To comply with
the low density option, built upon area (BUA) will be 24% or less. The stormwater BMPs will be located
outside the vegetated buffer for each stream. The new base entry road will pass close to some existing
and proposed developments served by appropriately sized best management practices; however, it is
strongly desired to treat stormwater from this project independently from other development on the
base and with the project corridor.
The roadway will typically be constructed in fill elevated above existing terrain. Off -site drainage will
pass through the roadway via culverts in locations of natural drainage conveyance. Existing streams will
be conveyed under the roadway in appropriately sized culverts following typical NCDOT criteria. These
culvert crossings will provide a combination of low and high flow conveyances to maintain natural
conditions along the jurisdictional corridor passing under the road. The three significant watercourses
(Northeast Creek, Wallace Creek and Bearhead Creek) will be spanned by bridges. Coordination with
FEMA has been conducted to ensure compliance with floodplain regulations.
The project site is located in an area that is mostly previously undeveloped land. There are some
localized areas of development that the roadway corridor will impact, some of which might be pre-1988
built upon area.
Stormwater Narrative Page 2
1R.FC" FIV D
MAY 1 0 2011
:'Y:

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