SW8090630_HISTORICAL FILE_20110322

NORTH CAROLINA .�
Departnent of Environmental Qual

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 oq oia 3 a
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zo i I o 3Z-2-
YYYYM M D D

RA
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
March 22, 2011
Cdr- Ronald Kramps, Public Works Officer
USMCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Division of Water Quality
Coleen H. Sullins
Director
Subject: State Stormwater Management Permit No. SW8 090630 Mott.
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 Cdr. Kramps:
Dee Freeman
Secretary
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 March 21, 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 March 22, 2011, for
the construction of the BUA and BMP's for the subject project.
The modifications covered by this permit include the following:
1. Expanded the overall project area from 19,154,579 sf to 19,816,223 sf, to include the NC 241
Brewster Road interchange.
2. Increased the maximum allowed built -upon area for 24% low density from 4,579,099 sf to
4,755,893 sf.
3. Provided detailed. development plans for the new gate area.
4. Added a new wet detention basin (A3) to treat the collected runoff from a portion of the gate
area.
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 upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh,
NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis, or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDSlarl: S:tWQSiStormwater\Permits & Projectsl20091090630 HD12011 03 permit 090630
cc: Louise Slate, P.E., MacTec Engineering
David Towler, USMCB Camp Lejeune
Wilmington Regional Office Stormwater File
SM1lilmi y1�n Do�ly. �l nrr.
127 Cardinal Drive Extension, Wilmington. North Carolina 28405 011C
Phona: 910-796-7215 i FAX: 9ilD-350-M, l Customer Service: 1-877-623-5748 t V ortl i Car o f 11i a
Internet: www.ncwalerqualily.org � �J - `]�,
An Equal Opiw€ wity 1 AEtirimWc Action EmrilDvar air
�/ j! L

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
Route 24 between Ellis Road and Bell Fork 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 4,755,893 square feet of BUA. A
total of 4,500,302 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 4,500,302 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 1.9 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. 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 2 of 8

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
5. The road construction is broken up into three phases, A, B and C. The maximum
BUA of 4,755,893 square fleet covers all three phases. This permit also covers
the 3 wet detention ponds, A-1, A-2, and A-3, that will serve the collected
portions of Phase A. The detailed road plans and the engineered systems for the
collected portions of Phases B and C will be submitted as modifications and
added to this permit in the future.
6. A 50-foot-wide vegetated buffer shall be provided adjacent surface waters,
measured perpendicular to and horizontally from 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, no built -upon area
shall be located within the buffer.
7. 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.
8. No piping shall be allowed except those amounts shown on the approved plan.
9. The runoff from the collected portions within this overall low density project is
being treated in 3 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.
I
C.
d.
e.
f.
9:
i.
j�
k.
1.
n
o.
P.
q.
r.
Pond Number
Drainage Area, acres:
Onsite, ft2:
Offsite, ft.
Total Impervious Surfaces, ft2:
Road, ft2:
Buildings, ft2:
Parking, ft2..
Sidewalk ft2:
Offsite, ft�:
Average Pond Design Depth, feet:
TSS removal_ efficiency:
Design Storm, inches:
Permanent Pool Elevation, FMSL:
Permitted Surface Area @PP ft2:
Permitted Storage Volume, ftJ:
Storage Elevation, FMSL:
Controlling Orifice:
Controlling Orifice flowrate. cfs:
1 yr 24 hr pre-dev. flowrate. cfs:
Permanent Pool Volume, ft3 :
Forebay Volume, ft3:
Maximum Fountain Horsepower:
Receiving Stream 1 River Basin:
Stream Index Number. -
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
A-1
A-2
A-3
2.77
2.79
10.96
120,575
121,731
477,373
0
0
0
92,623
92,929
226,917
92,623
92,929
161,738
0
0
10,695
0
0
49,846
0
0
4,638
0
0
0
3.5
3.5
3.5
90%
90%
90%
1.5
1.5
1.5
7.50
16.50
17.0
12,406
13,346
25,785
13,966
14,916
28,583
8.50
17.50
18.0
2"0 pipe
2" O pipe
3.0" O pipe
0,058
0.058
0.128
0.107
0.108
0.422
33,888
39,365
80,652
6,099
7,715
15,041
1/8
118
1/4
Northeast Creek 1 WOK02
19-16-(3.5)
"SC HQW NSW"
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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
2. The permittee is responsible for verifying that the proposed built -upon area for
the project does not exceed the maximum allowed by this permit.
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 drainage area 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. Project name change.
G. Transfer of ownership.
d. Redesign or construction of additional built -upon area in excess of
4,500,302 square feet.
e. 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.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
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 4of8

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 fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
C. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for 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.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the Permittee or of the project, or a mailing address change, the
permittee 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 090630 Mod,
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.
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 appropriate
documentation and the processing fee.
Permit modified and reissued this the 22nd day of March 2011
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 090630 Mod.
New Base Entry Road P-1382, P-1383 and P-1384 Page 1 of 2
StormwaterPermit 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 (period icallylweeklylfull
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 7 of 8

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 8of8

MEMORY TRANSMISSION REPORT
FILE NO.
330
DATE
03.23 08:35
TO
: 8919104512927
DOCUMENT PAGES
9
START TIME
03,23 08:35
END TIME
03,23 08:38
PAGES SENT
9
STATUS
©K
*** 'SUCCESSFUL TX NOTICE
TIME :03-23-'11 08:38
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
***
Stale of North Carolina
r?cpal,t—ont of $nv, R'tlI marls and Nutur"I I2csourccs
Wilnnington Regional Office
B vtrly $'Hues Fcrduc, Governor Dcc Frccmun, s eercrrary
FAX 4cO1*%v1F& SIAM"ET
An (i9.. w] Gn(w�(u..11y AM. n.n 11v. wF.Ma. �ml�1a)i+r

MEMORY TRANSMISSION REPORT
TIME :03-23-111 08:46
FAX NO.1 .910-350-2004
NAME :DENR Wilmington .
FILE NO.
332
DATE
03.23 08:40
TO
: R 919198318136
DOCUMENT PAGES
9
START TIME
03.23 08:42
END TIME
03.23 08:46
PAGES SENT
9
STATUS
Oi
**" SUCCESSFUL TX NOTICE ***
State o!'Norrt. CftrQlin�
17epartrnent of JEnVircmrnant and 1VntUral 12esources
W:Im:fxgtort Rcgianal Office
�iwv4rfy Enves 1-'erdue, Governor 1'�er� � Qe+�ncxrx, Saai'sYary
1+AX C[zrVER S1-11p-ET
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FAX FAX#: 910_3SO_2004
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An Rgn�l f)t. p..11u wiry A Rf. n[..[1.-. —.1— �.nnlolur

Permit Number SW8090630
Central Files: APS_ SWP_
03/23/11
Permit Tracking Slip
Program Category Status Project Type
State SW Active Major modification
Permit Type Version Permit Classification
State Stormwater 1.20 Individual.
Primary Reviewer
linda.lewis
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Facilit
Permit Contact Affiliation
Facility Name Major/Minor Region
New Base Entry Point and Road P1382 P1383 Minor Wilmington
and P1384 Camp Lejeune
Location Address County
New Base Entry Rd Onslow
Camp Lejeune NC 28547 Facility Contact Affiliation
Owner
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
Dates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
02/08/10 02/23/11 03/22/11 03/22/11 02/08/20
Regulated Activities Reauested/Received Events
State Stormwater - HD - Detention Pond Deed restriction requested
State Stormwater - Low Density Deed restriction received
Additional information requested 02/25/11
Additional information received 03/10/11
Additional information requested 03/14/11
Additional information received 03/21/11
Outfall NULL
Waterbody Name Stream Index Number Current Class Subbasin

ArMACTEC
MACTEC Engineering and Consulting
R.I. Atlantic Avenue
Raleigh. NC 27604
Phone: [phone] Fax: [phone]
LETTER OF TRANSMITTAL
TO: Linda Lewis DATE: 3-18-2011
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 table for stormwater permit
modification for the Base Entry Point and Road
WE TRANSMIT TO YOU: HEREWITH UNDER SEPARATE COVER
SUBJECT:
®DRAWINGS
[—]SPECIFICATIONS
❑CALCULATIONS
❑ REPORT
❑COST ESTIMATE
®AS NOTED
ACTION:
®FOR YOUR INFORMATION
❑FOR YOUR COMMENT OR APPROVAL
[]RETURNED FOR CORRECTION: RESUBMIT
[]APPROVED AS NOTED -
❑AS REQUESTED
SENT BY:
❑MAIL
[]CERTIFIED MAIL
®EXPRESS FedEx (7945 4841 6490)
❑COURIER
❑HAND DELIVERED
❑FACSIMILE:
pages (including transmittal sheet)
COPIES
DATE
DESCRIPTION
1
3-17-11
Page 3 of application with updated table (Part IV 10)
2
3-7-1 1
Gate civil plans — Sheets C-133 and C-136
1
3-7-1 1
Post Developed Watershed Drainage Map
REMARKS:
Enclosed are the revised plan sheets reflecting to correct pond name (A-3) and application page 3 based on the express
review comments.
CC: Orathai Bulfer, MCB Camp Lejeune
Jesse Barker, MACTEC
Pete Wright, NAVFAC
Jeff Meador, MACTEC/RK&K Joint Venture
File (1)
wise Slag C�+ lVIE
[e-mail] I
Direct Phone: [phone] MAR 2 1 2011
CONFIDENTIALITY NOTICE: This message is intended only for the use of the individual or entity 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 U.S. Postal
Service. Thank you.
If transmission is not received in good order, please call Louise Slate at 919-831-8006.
Ar a n olrs F-m R—sed 10118, 02

BARINE CORPS BASE
a A P LEJ
\/
Naval ac;Gties EnFA
ginee,,n Command
DUNE
Stormwater Management Design
RFC EIV
MAR 1 0 2011
DWQ Permit SW8-090630
New Base Entry Road
Marine Corps Base, Camp Lejeune
Onslow County, North Carolina
JAP9
&K
MACTEC I RK&K JV
Design By
Rummel, Klepper & Kahl, LLP
900 Ridgefield Drive -- Suite 350
Raleigh, NC 27609
[phone]
NC Firm License No. F-1185
February 2011
•�''�1H OARQf�''•.
� •oFESSIQtiq
SEAL
33184
w i
v

Water Quality Volume Calculations
Wet Detention Basin A3
Drainage Area Parameters
Units
Formulas
Drainage Area
477373
Ft
See Drainage Area Map
Impervious Area
226917
Ft
See Drainage Area Map
Impervious %
47.5
IA
Impervious Area/Drainage Area
Runoff Volume (Simple Method)
R„
0.48
IncheSr.n,,f/lnchesr,inf,tj
R„=0.05+0.9*IA
Rainfall
1.50
Inches
Water Quality Design Storm - Coastal County
Runoff
0.72
Inches
Runoff = R *Rainfall
Runoff
28512
Ft
Runoff (Ft) = Runoff (in)/12 * DA (Ftz)
VEED
MAR 10 2011
LAY:

Area and Volume Calculations
Wet Detention Basin A3
Elevation
Main Pool
Forebay
Total Vol Ft3)
Total Vol (Ac-Ft)
Comments
Area (Ft)
A Vol (Ft')
Sum Vol (Ft;)
Area (Ft")
A Vol (Ft')
Sum Vol (Ft)
12.00
8765.7
-
0
0
Bottom of Pond, 5ediment Clean Out Top Elevation
13.00
10401.1
9583
9583
2395.1
-
0
9,583
0.220
Bottom of Forebay, Sediment Clean Out Top Elevation
14.00
12093.1
11247
20831
3027.2
2711
2711
23,542
0.540
15.00
13841.6
12967
33798
3718.3
3373
6084
39,882
0.916
16.00
15646.7
14744
48542
4466.1
1 4092
10176
59,718
1,348
16.50
16570A
8054
56596
4861.1
2332
12509
69,104
1.586
Inside Edge of Vegetated Shelf
17.00
19489.1
9015
65611
5270.3
2533
15041
80,652
1,852
Permanent Pool Elevation
17.00
25785.2
0
65611
15041
80,652
1.852
Permanent Pool Elevation • Area Includes Forebay Berm at PPE
17.50
29097.8
13721
79332
15041
94,373
2.166
Outside Edge of Vegetated Shelf
18.00
30351.7
14862
94194
15041
109,235
2.508
Overflow Elevation (Top of WQ Pool)
19.00
32962.2
31657
125851
1
15041
140,892
3,234
20Z0
35772.9
34368
160219
15041
175,260
4.023
21.00
38172.8
36973
197192
15041
212,232
4.872
Top of Dam
Surface Area of Main Pool at PPE (Ft2)
19489.1
334 Basin Length (ft)
Surface Area of Forebay at PPE (Ft 2}
5270.3
75 Average Basin Width (ft)
Total Surface Area at PPE (Ft')
25785.2 Includes Forebay Berm at PPE
4.5 L:W Ratio
Total Volume at PPE (Fts)
80652
21431.5 Abet shelf
Includes Main Pool and Forebay
Total Volume at Overflow Elev (Ft)
109235
25785.2 Aae-_voo i
Includes Main Pool, Forebay and Forebay Berm
Total WQv Provided (Ft3}
28583
8765.7 Abae_po„d
Main Pool Only
4.50 Depth
Main Pool
Volume Forbay
18.65 % of Total at PPE
3.13 dam,
Option 1
3.63 d,,,
Option 2
AVcrsgc ticpth of Ix.rm.kncnt pt,ol tc) use in the SAIDA lables (ft)
i
pee _'MNIf
(71�tion l: clR,
A pem hoof
A,,,, L
+isr,,,,,;r iuu ?: rl=D.2Sxi a 2x
MAR 1 0 !�'i

Draw Down Calculations
Wet Detention Basin A3
Water Quality Volume (Ft3)
28583
Total WQv Provided
Top Elevation of Temp Pool (Ft)
18.00
Overflow Elevation
Orifice Invert Elevation (Ft)
17.00
Maximum Head (Ft)
0.88
At Centroid of Orifice
Driving Head Ha (Ft)
0.29
1/3 Maximum Head
Orifice Diameter (in)
3.00
Orifice Diameter (Ft)
0.25
Orifice Area (Ft z)
0.049
Orifice Coefficient
0.60
Orifice Discharge Q (Ft3/s)
0.13
Days to Complete Drawdown
2.60
Between 2 and 5 Days
Q = CAA
Wluvre: Discharge: (cfs)
Gn = Coefficient of discharge (dirnensionless) - see Table 3-8
,-1 = Cross -sectional area of flow at the orifice entrance. (sq ft)
g = Acceleration of gravity (32.2 ft/sec2)
110 = Driving head (ft), nieasureLi frout the ce:ntroid of the orifice area to
the water surface - Noie: Usually use Hn/3 to Compute
drawdown through an orifice to ritfleet the fact that head is
decreasing as the drawdown occurs.
Figure 3.3
Schematic: section through an orifice:
="ZR2
Table 3-8
Values of Coefficient of Discharge, G7 (Malcout, 1989)
Entrance Condition C„
Typical default value 0.60
Squire -edged entrance 0.59
Concrete pipe, grooved end O.65
Corrugated metal Ripe, mitred to slope 0.52
Corragaled metal pipe, proler:tink from fill 1.00
MAR 1 0 2011
BY

Curve Number Calculations
Wet Detention Basin A3
Existing Conditions
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
9,261
021
98
20,8
2
Grass (HSG A
86,986
2.00
39
77,9
3
Grass (HSG B)
48,818
1.12
61
68A
4
Woods (HSG 13
332,308
7.63
60
457.7
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
477,373
10.96
57
Imi'
0.0171
y '-i lk ,- r.i v x:.
MAR 1 0 2011
3/8/2011 R:\Hydraulics\CALCULATIONS\Pond A-3\Supporting Calculations A3.xls

Curve Number Calculations
Wet Detention Basin A3
Area #
Description
Area (Fe)
Area Ac
CN
CN x A
1
Pavement
226,917
5.21
98
510.5
2
Grass - HSG B
225,718
5.18
61
316.1
3
Water
24,738
0.57
98
55.7
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
477,373
10.96
81
0.0171
Imi,
RECEIVED
MAR 1 0 2011
BY:
3/8/2011 R:\HydraulicSICALCULA710NS\Pond A-3\Supporting Calculations A3.xls

Discharge Summary
Wet Detention Basin A3
Pre Development 1 yr 24 hour Discharge (cfs)
3.25
Post Development 1 yr 24 hour Discharge (cfs)
19.15
Flow Into Pond
Post Development 1 yr 24 hour Discharge (cfs)
1.54
Flow Out of Pond
All Values calculated using PondPack computer program
Using SCS 7pye Ill rainfall distribution
MAR 1 0 2011

Buoyancy Calculations
Wet Detention Basin A3
Weight of
Riser Structure
Walls 4 identical
Toe El
19-00
Bottom El
14.35
Height
4.65
ft
Width
6.50
ft
Thickness
0.50
ft
Volume
15.11
ft3 One Wall
Volume
60.45
ft3 (4 Walls)
Bottom Slab
Length
7.00
ft
Width
7.00
ft
Thickness
2.25
ft
Volume
110.25
ft3
Total
Volume
170.70
ft3
Density
150
Iblft3
Total Weight
25605
lb
�CEIVED
MAR I 0 ZO11
BBC:
Weight of Displaced Water
Height
6.90
ft
Width
7.00
ft
Length
7.00
ft
Volume
338.10
ft3
Density
62.4
IbVP
Total Wei ht
21097
lb
Factor of Safety
Conc. Weight
25605
lb
Water Weight
21097
Ib
FS
1.21
Min FS = 1.2

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
Element Oetails
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)
12.00
0.000
13.00
0.220
14.00
0.540
15.00
0.916
16.00
1.348
16,50
1.586
17.00
1.852
17.50
2.166
18.00
2.508
19.00
3.234
20.00
4.023
21.00
4.872
Infiltration
Infiltration Method
No Infiltration
Output
Detention Time
None
Initial Conditions
Is Outflow Averaging On?
Define Starting Water Surface
Elevation
False Elevation (Starting Water 17.00 ft
Surface)
User Defined
Initial
Elevation
Bentley Systems, Inc. Haestad Methods Soluticn Bentley PondPack V8i
POndA3. ppc Center (08.11.01.51]
31812011 27 Siemon Company Drive SuAe 200 W Page 1 of 4
Watertown, CT 06795 USA [phone]
MAR 1 0 2011
13Y

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Outlet Design)
besign Scenario '
Design Target Peak
Target
Peak Pond
Total Inflow
Return Outflow
Outflow
inflow
Volume
Event (ft3/s)
Volume
(ft3/s)
(ac-ft)
(ac-ft)
Post -Development I Year
1 3.25
0,442
19.15
1.691
Past -Development 10 Year
10 22.41
2.053
47.73
4.305
Post -Development 25 Year
25 34.76
3.105
62.54
5.720
Post -Development 50 Year
50 46.11
4.084
75.26
6.958
Post -Development 100 Year
100 59.27
5,234
89.35
8.350
Estimated Estimated
Estimated
Design Outlet Structure
Estimated
Estimated
Storage Max Water
Freeboard
Peak Outflow
Peak Outflow
(ac-ft) Surface
Depth
(ft3/s)
vs. Target
,
Elevation
0.811 18.21
Pass
Composite Outlet
0.77
Fail
Structure - 1
1.349 18.95
Pass
Composite Outlet
2.55
Fail
Structure - 1
1.540 19.20
pass
Composite Outlet
10.12
Fail
Structure - 1
1.667 19.36
Pass
Composite Outlet
19.41
Fail
Structure - 1
1.798 19.53
Pass
Composite Outlet
31.00
Fail
Structure - 1
Bentley Systems, Inc. Haestad Methods Solution
PondA3.ppc Center
316/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1.203-755-1666
UC-ij W 9�
MAR 1 0 1.011
Bentley PondPack V8i
108,11,01-511
Page 2 of 4

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
21.00
,-, 20.00
v 19.00
$ 16.00
w
LO 17.00
00
16.00
15.00
14.00
a. 13.00
Pondl faker Outlet Design
I
I --------.
PondA3 ppc
318/2011
p`
MAR 1 0 2a11
8.00 16.00 24.00 32.00 40.00 48.00 56,00 64.00 72.00
Flow (f V/s)
Composite Outlet Structure -I f Target Rating Curve
»- Post- Development I Year Post-Development10 Year
Post- Development 25Year ••• Post- Development 50Year
--• Post-Development100 Year
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51]
Page 3 of 4

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 (ft3/5) (ft3/s) vs. Target Volume
(ac-ft)
Post -Development 1 Year
1
3.25
1.54
Fail
0.442
Post -Development 10 Year
10
22.41
26.87
Fail
2.053
Post -Development 25 Year
25
34.76
48.15
Fail
3.105
Post -Development 50 Year
50
46.11
61.19
Fail
4.084
Post -Development 100 Year
100
59.27
68.96
Fail
5.234
Computed Computed
Routing Outlet
Computed
Freeboard
Maximum
Volume Outflow
Structure
Max Water
Depth
Storage
Outflow Volume vs.
Elevation
(ac-ft)
(ac-ft) Target
(ft)
0.965 Fail
Composite Outlet
18.45
Pass
2.833
Structure - 1
3.446 Fail
Composite Outlet
19.97
Pass
3.607
Structure - 1
4.806 Fail
Composite Outlet
19.73
Pass
3.809
Structure - 1
5.994 Pass
Composite Outlet
19.91
Pass
3.950
Structure - 1
7.325 Pass
Composite Outlet
20.12
Fail
4.121
Structure - 1
PondMaker
Routing
Design
21.00
20.00
c 19.00
.a
A
> 1e,aa
w
17.00
to
It
Z' 16.00
15.00
a 14.00
0
a
13.00
12.00
sss
rraaa
sss 1
aa••a
>G-ae
STT__ , -Xl "" �
-aar rarra
N•• ••• ••
I�
•aaa !a!! �••
•
•
!N
0.O0 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00
Flow (ft3/s)
PondA3.ppc
3/8/2011
--fT7 I
I.
j MAR1�Z011
- Composite Outlet Structure -I -W Target Rating Curve
•-• Past-Development1 Year •a• Post -Development 10 Year
Post- Development 25Year Post -Development 50 Year
•-• Post -Development 100 Year
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8l
[08,11.01.51)
Page 4 of 4

Contract B -FY12 Contract A - FY10
New Gate Facilities Bougainville Dr./Camp Knox Rd, Intersection
Northeast Creek Bridges
ANorth Serving Brewster Blvd. Interchange Ramps
Brewster Blvd, Widening, and Ring Rd.
�a
eras 81" d)
O'NO
M+
u
PARADISE
POINT
Contract B'- FY12
Grade Separated Interchange with NC 24
N
Contract C - FY13
Brewster Blvd, Interchange Bridges
South Serving Brewster Blvd. Interchange Ramps.
Stone Street Bridges
Wallace Creek Bridge
Proposed Wallace Creek Interchange Bridges
Northern Wallace Creek Interchange Ramps
84V
SeM WftNamS Stvd
New River
NOT TO SCALE
Contract B - FY12
Southern Ramps of the Proposed Wallace
Creek Rd. Interchange
Bearhead Creek Bridges
Holcomb Blvd. Interchange
A'.
p yCI�
66�,0' 10
q,d �m
Bearhe m��
Qm`
McHugh Btvd
Birch Street
HADNOT
POINT
New Base Entry Point Project
Marine Corps Base, Camp Lejeune, NC
CONTRACT PACKAGES J,,,
ENWFAC, �V Team

r1fItET DETENTION POND ANALYSIS
FILE NAME: S:1WQS1Stormwaterlpermits & projects120091090630 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: 22-Mar-11
Modification to add pond A3. Ponds Al and A2 are unchanged.
Pond A-1 _ _ Pond A-2 Pond A-3
Receiving Stream: Northeast Creel�Jortheast Cre_6_ortheast Creek
Classification:
Index Number,
Onsite DA, sf=
Offsite DA. sf =
Total Drainage Area,sf:
Total Drainage Area,ac
Built -Upon Area
Buildings, sf =
New Road, sf =
Parking, sf =
Sidewalk, sf =
Offsite, sf
Total Built -upon Area:
SC HOW
SC HOW
SC HOW
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
120575.00
121731-00
477373,00
0.00
0.00
0.00
120575,00
121731.00
477373,00
0.00
2.77
2.79
10.96
0,00
`I11 ill
111 111
10695.00
92623.00
92929.00
161738.00
49846,00
4638.00
926 33.00
92929.00
226917.00
0.00
0.00
0.00
Built -Upon Area I Volume at a Different Design Storm
BUA. sf
DA, sf
Design Storm, inches
Rv
#DIV/O! #DIVIO! #DIV/0! #DIV/O! #DIV10! #DIV/O!
Volume required, cf
0 0 0 1 0 1 0 1 0
Minimum Surface Area
% impervious
Avg. Design Depth. ft:
TSS (85% or 90%):
SAIDA ratio
PP Surface Area req.
76.82%
76.34%
47.53%
#DIV/O!
#DIV/O!
#DIVIO!
3.5
90
3.5
90
3.5
90
7,68%
7.63%
4.75%
#DIVIO!
#DIV/0!
#DIVIO!
9262
9293
22692
#DIVIO!
#DIV/0!
#DIV101
Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6
Within 1/2 mile SR? Y or I n
n
n
1yr 24hr Rainfall Depth, SR
Pre/ Rv 0.050
_ 0.050
0.050_
0.050
0,050
0,478
_
#DIV/O!
#DIV/O!
_0.050
#DIV/O!
Post/ Rv 0.741
0.737
1 yr 24 hr Pre/ Volume, cl 0
0
0
0
0
0
1 yr 24 hr Post/ Volume, t 0
0
1 0
1 #DIV/0!
#DIVIO!
#DIV/O!
11215
1 28512
1 #DIVIO!
#DIVIO!
#DIVIQI
Volume Required 11174
Top of Sediment Elev, Fn
Top of Sediment Area, sf
Bottom of shelf Elev, Fm:
Bottom of shelf Area, sf:
Permanent Pool Elev=
Perm Pool Area=
Top of shelf elev=
Top of shelf area=
Temp. Pool Elevation=
Temp.Pool Area=
Temp Vol. Prov, cf
Average Depth =
SHWT
Forebav Volume
Permanent Pool Vol.=
Req. Forebay Volume=
Prov. Forebay Volume=
Percent= (22>%>18)
Max. Pump HP
3.00
11.00
12,00
4114.00
3045.00
8766.00
7.00
16.00
16.50
10026.00
10333.00
21432.00
7.50
16.50
17,00
12406
13346
25785
8.00
17.00
17.50
14194
15189
29098
8.50
17.50
18,00
15068
15941
30352
13966
14916
1 28583
0
0
0
3.5
3.5
1 3.5
#DIV/01
#DIVIOI
#DIVIO!
7.33 16.83 17.5
33888
39365
79750
0
0
0
6778
7873
15950
0
0
0
6� 999
7715
15041
18%
20%
19%
#DIV/O!
#DIV/O!
#DIV/0!
1/8
1/8
1/4
NIA
NIA
NIA

Pond A-1
Pond A-2
❑rawdown OrificeNVeir
Avg. Head, ft =
0.31
0.31
Average Flow Q2, cfs
0.065
0.065
Average Flow Q5, cfs
0.026
0.026
02 Area, sq. in. =
3.498
3.511
Q5 Area, sq. in. =
1.399
1.405
No. of Orifices
Orifice Diameter, in.=
Orifice Area, sq. in. =
3.142
3.142
Weir Height, inches=
Weir Length, inches=
Pond A-3
0.29
0.00
0.00
0.00
0.165
#DIVIO!
#DIVIO!
#DIV/O!
0.066
#DIVIO!
#DIWO!
#DIV/O!
9.137
#DIVIO!
#DIVIO!
#DIV/O!
3.655
#DIV/O!
#DIVIO!
#DIV/O!
2 00 2 00 3.00
Weir C = #DIV/O!
#DIV/O! '
#DIVIO!
#DIV/O!
Weir U, eff. length= -0.061
-0.061
-0.058
0.000
Avg. Orifice Flowrate, Q, 0.058
0.058
0.128
0.000
Runoff Coefficient Cc 0.250
0.250
0.250
0.250
1 yr 24 hr rainfall depth, h _ 3.70 _
3.70
3.70
1 yr 24 hr Intensity, I, in/h 0.154
0.154
0.154
0.000
1 yr 24 hr Prep Q, cfs 0.107
0.108
0.422
0.000
Avg. Orifice flaw<Pre Q? OK
OK
OK
N
2.24
2.59
#DIV/01
Drawdown, days = 2.23
,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.
0.000
0.000
#DIVIO!
#DIV/01
0.000
0.000
0,000
0.000
0,250
0,250
0.000
0.000
0.000
0.000
N
N
#DIV10! #DIVIO!

Lewis,Linda
From:
Lewis,Linda
Sent:
Monday, March 14, 2011 5:28 PM
To:
'Slate, Louise'
Cc:
Russell, Janet
Subject:
SW8 090630 BER
Louise
I'd like to change the reporting format of the overall low density column to include the BUA from the individual
high density areas. The low density column is not just to report the BUA that is not being treated.
Essentially, you will end up with a total BUA number for the "on -site streets" in the overall low density column
that includes the entire proposed street area, both treated and untreated. Similarly, the total BUA numbers for
the on -site building area in the overall low density column would include the proposed BUA being treated in a
BMP and the proposed BUA that is not being treated in a BMP.
Future BUA would necessarily not be placed into a high density column. Once the plans for any future BUA are
permitted, the application will reflect an appropriate reduction in future BUA, and an increase in the buildings
and streets BUA in the overall column. If the future BUA is in a high density area, there will also be a
corresponding increase in the buildings and streets total in one or more of the existing BMP columns, or in a
separate column for a completely new BMP.
There is an allocation of 11,299 sf of building from the June 2010 permit. Where is that building located? None
of the previous basins, Al or A2, had any buildings in their BUA total, so the 11,299 sf should be a new
building that is untreated. The new application contains an allocation of 10,695 sf of building for Basin A3 (the
new Highway 24 gate area), and changes the previous overall low density building area from 11,299 to 11,516.
I'm just not sure what the low density "building" covers. If there is 11,516 sf of building not being treated and
another 10,695 sf being treated in Basin A3, then the total building to report in the overall low density column is
22,211 sf.
Has the pond designation changed from A3 to 133? The revised plans now say Pond B3, but the application
maintains a designation as Pond A3.
Please provide the requested information prior to Monday, March 21, 2011.
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
F-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

t
/ -- 3
ac:�a �. -a. cxawrtsa
TOTAL AREA- 1.11 ACRES TOTAL ARFA- aa9 ACRES i0�f>ti IITEA- 1-67 AGRES� °� �. •,•�, +� .15axI _ _
BVERr10ll5 AREA- 0.63 ACRES hWVMDS AREA, 0.23 /�LRES MP4IMOUS AREA- IM ACAS nna.+u r:
LENGTH OF FLOW- 297 FT. lE)10�1 OF FLOW- 232 fT- -,Tb4 TW.OF. FLOW- 360 FT.
SCOPE. IA4x ,SLOPE- 0.6x LOK Oex-
TOE OF CONCENTRATION- 6 TIIE OF WFICF7TTRA310N- 24AT
=�TxE-O�CONCEATTRAT10Fr•_D'1mL c.• or S6- l i' J��_
r-zre�
0.17 ACRES ° .cass.�.�.�.-�---6•l�r s r r �1.% f R ,� !� `�`\`\ mwnx7-1. 00
\\ "\\. 6BERN0l15 AREA- 0.12 ACRES
OF FLOW- t l6 Fr.
4.24x Eaw Err. cl /A .ti+ t ` 'zx er.gn7-11e airSz- f / �y"I��\\ a `•\ \ q
TLC OF COfICEMR1110A1- D.ariz.7-1e •s �•�y. r \ sw..lfzo-)-,e.s • """`'""' " ,'. ?�• •\ !1
/ \� \\ �- �x.-I=,a+e ij, � A�'ls xr � � / ' `•\_ '� t;rsa r„ ww IBC �• j} jj
\'\ \.\ � % L•�[R &4 NM1..CT .W al!!21 I I I 1 ^
� r �,�1 s f /- �- � 4l e�annols aaoa-� .cr ocrert,on 1
l'
orc. .r~n
wr.n.l�
r \
\ •\\.v n f j / ./•� / 6� , - :r u.5 �jtYPJI0l5�ARFM 330 RES//
`' ° / / /�� \ \ �% ACRES
LENGTH OF FLOW- 210 FF:X//
SLOPE- 2.17%
)) /`' "� .---.-." / e000 -`i.•{ a.rl �l`` y \\\ ••\ / nuE aF CONCENTRATmm
1oN- 6 YIi.
TOTAL AREA- 1.69 ACRES N"=
\ ■PE7LVXWS AREA. Oat ACRES ;\ r / I 1 ! laa a irE A(, A7-nrC\ \ \\\. V / •'' .. C
C Low-TH of FLOW- 309 Fl.
SLOPE- 1.511 \ ,� �4./ i wrvMun euna ,mm I Irr nl \
TOE OF CONCENTRATION- 6 Y .\ I ' i "
\``,\\\ / f��!�\\�, \I�OfAal ORES- 2.113 OGRES
\�� wlzr el I E xw ! I 1 ,M1/ a�raa / 1• \�� .. \ FLOW- 191 V W
UDCrH OF
tawa [mw- 1z I {{ I . ,' 1l, .( \\SLOPE- .olx
YI51 / / rr iP1Ap w}1 (CI r6e1rt71'91 i I I I �` �, ,� 1�, \IiYE'OF COIKEMRATION- 23 YII M
70UL NXA- 1.16 ACIDS i ^ f ra L 7 \\ I V
■PERNOIS AREA- 0.72 ACRES/%/j• o I ' w I %aearoia1 N+n z1x-'y711�® /
LOOM OF1.ROW-453 Fr.
TIME OF CONLxNTAA710N- 6
-_--- .-- --- =•l 'i. � e�eewnaw oxff./ % 4mo I I I ` I � I li ! Ii:Os* 1 /, .. ' �t � ea wrl,°7-m.°s �� �•. % � .ate cr...l
PERAAGRF5 I I ..ia� �I /� .10 / rAVRwco
WOUS AREA- 0.56EACRES mag i♦ e[ I - •- \�• '•\ \.\ ¢. ~�•.
J LFUUM OF -FLOW-
�6`� _ _ I ACPE� 0.8HS �1 I € �'�' �` e�onale/ •\ \"r { �7 ". /' ron cdrr.ce. w
- \ ` TIME OF Y6i '�� ; F W�rss "\9_ •\\\ \ / �sr'yr i�/ !cm*n
i;/
%',=1 vrrsncsoa. la
--.,.-..-....... -.- .�.�. .r.mm-; �� wal it 1 'a \ r E 49W \ �\ j/�/ i/ nnrx+l+e9=ISn oes
E� Ei �`.. YMS! \ \ \;\vrir ji/ �Inv.eNl°7-, 5, 11 nxr
�f curt r.u.�al: a °nwcn wvucw
��j kK-x1.W
<I�
spr �•�. y11fa�
sAIFKx +rwrrx inc. : a5.-.��-xeAroncuwr .� 1 sA►.� d E = yE Q \.\ -t U ¢�¢ L
x. - �ALr7K�_u - it o''ss r -� 1. o,. �- \ \ a'r037-Lew 4eaws w_ o 6.
_� V - a�3 �.r feA►Ali Z
W
CImD flVlEl G1� °�''SS 1 ' Q �. Q
-.---------------
>� TOTAL AREA- 0,24 ACRES xaao
IIPFRNOUS AREA-'0.24'ACS E w+.aI11T157- ,°3 •`-`' - rAOnars ! r
I' \\ ° I cwsean m -+� 3 tJ d O
/ CV1B MR r1 \\\
_ TOTAL AREA- 0.21 MAPS !'-z.353 LFYICTH OF FLOW- 196'FT. I . srAS1371a } _ vs+�¢
_ 31.53
1 IPE tVlOCM AREA- 0.21 ACRES / ,,Sle 57xa.ao �\ waaL n T11If'OF-O(�FICFNIRATION- D YIN I - wli,s7-x°.Sa _� \., W
\ ! LEIIUIH OF FLOW- 207 FT. i / /%\:\ \ \\ ! O L=.I Z C -
` I j SCOPE- 0.93x Z Wow w
ffi `I.tr+Osl:+.4 °rl+u rwl c - 1 ' TOE OF oONCW WT10N- 6 16N J \ i/ ti • \ `\ �� zp ¢ J
TOTAL AREA- 0.23 ACRES 1 / /; \`• ♦. TOTAL AREA, 0.44 ACRES W U m Q
9APETiJg175 AREA- 02s ACltFS \ i��� / •� / \ _\ \\• UD4GtH OF AREA- 295 ACIDS _ W �
-zo as' TOTAL AREA- READ OGRES �� -~- _ LENGTH OF FLOW- 205 FT. /. \\, LE740TH OF FLOW 295 FT. �� z g LC
TIME O 0.93%CONC // / / IBERYIOOF AREA- 0.00 `ACRE C' ♦\ SLOPE- 0.50%CONC ti.� ��� U LQ
TIME OF CONCQCLTUTION- D ` - •� /i LETLGTT4 Di Fi.OAY- 437 Fi` 94yA \.\ TOE OF COIILEMMiION- 8 YW -�� _ f x a r CL
SLOPE -- I.34OF ooNCE)MtADOFI+ IS- /fy ~\�� \ -- yam_ �� . Iwl1 m o
p'1' \\` TOTAL AREA- 2-02 ACRES 4 �-�.UJ mFMPERVIOUS AREA- 26 ACRES
Z j
L04M OF FLOW- 673FO-
\.� `\ `•�\� ` -- o•aCTOTAL ARE4- F3EL
TWMIYPER!eO SM- 0,01 Q of UI
•\\ \�\. Ua4UIH OF Flow- 215 Fr. LL 0. d
A \ TILE of OOI TKN- lI � w
MAR 2 1 Z011
>*�+� As VOTER
fr°°S[I ro.:
POST DEVELOPED WATERSHED DRAINAGE MAP 60' 0 60' 120'
1 ` - 60'-0'
SCALE: 1 " = 60'
GRAPHIC SCALE

Re�ace vvi aKrt s!�
-f;v GE ms
Sec( . > ryas i �� Cove
ccacs .

4VMACTEC
MACTEC Engineering and Consulting
R k Atlantic 7604 Raleigh, NC 27604
Phone: [phone] Fax: [phone]
LETTER OF TRANSMITTAL
TO: Linda Lewis DATE: 3-9-2011
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
permit modification for the Base Entry Point and Road
WE TRANSMIT TO YOU: R HEREWITH FUNDER SEPARATE COVER
SUBJECT:
®DRAWINGS
❑SPECIFICATIONS
®CALCULATIONS
❑REPORT
❑COST ESTIMATE
❑AS NOTED
ACTION:
®FOR YOUR INFORMATION
❑FOR YOUR COMMENT OR APPROVAL
❑RETURNED FOR CORRECTION: RESUBMIT
❑APPROVED AS NOTED
❑AS REQUESTED
SENT BY:
❑MAIL
❑CERTIFIED MAIL
®EXPRESS FedEx (7945 1040 9164)
❑COURIER
❑HAND DELIVERED
❑FACSIMILE:
pages (including transmittal sheet)
COPIES
DATE
DESCRIPTION
2
3-9-1 1
Page 3 of application with updated table (Part IV 10)
2
3-9-1 1
Responses to comments received in email from Linda Lewis on 2-28-201 1
2
3-7-1 1
Revised Stormwater Management Design calculations and drawing for stormwater pond at fate
2
3-7-1 1
Revised stormwater calculations and drawings (CEMS)
2
3-7-1 1
Gate civil plans — Sheets C-131 to C-136 and C-138
2
3-7-1 1
Wet detention Basin A-3 plans — Sheets CG564 to CG568
2
3-7-1 1
Bioretention plans (for information only) — Sheets CG551 and CG554
REMARKS:
Enclosed are the comment responses, revised plan sheets, calculations and application page 3 needed based on the
express review comments.
CC: Orathai Bulfer, MCB Camp Lejeune
C
Jesse Barker, MACTEC ui, Siat
Pete Wright, NAVFAC [e-mail] tnactee.com 4PjF
Jeff Meador, MACTECIRK&IC Joint Venture CEIVIE
Direct Phone: [phone]
—File (1) I MAR I 0 2011
CONFIDh:NfIALITY NOTICE: This message is intended only for the use of the individual or entity to which it is addressed, aridL�mav:contain-iniormation_that_is
privileged, confidential, and exempt from disclosure under applicable lain, If the reader of this message is not the intended recipient, or the employee or agent responsible
liir 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 U.S, Postal
Service. Thank you.
If transmission is not received in good order, please call Louise Slate at 919-831-8006.
I xnalenl5 Form Rerisrd 10?Nd ]

New Base Entry Point
FY10 MCON P 1382
NCDWO Stormwater Permit 090630
The following comments were received via e-mail regarding the February 22, 2011 stormwater
meeting for the subject project. Responses to the comments and actions taken to remedy the
comment are shown in bold red text.
You've partitioned the plans for the gate area into "low density" and "high density". You really
can't draw a line through the project and designate one side as low density and the other side
as high density. I think you only need to show overall low density and the drainage area of this
particular BMP. Low densitylhigh density designation removed from plans. Drainage area
and overall low density boundary remain on drainage area map and color boundary
drawings.
Speaking of low density, there is a pretty significant piped collection system in the "low density"
area that discharges directly into the borrow pit. This is not allowed under low density. Some of
the piping appears to be acting as a means to deal with the overflow from a few bioretention
basins that were not included in the permit application for review. If you want to keep that much
collection pipe in an overall low density project, you'll need to add BMP(s) to treat that collected
runoff. The two manholes, E1 and K2 share the same outlet invert, 16.42, so it's conceivable
that a second wet pond could be created. Per subsequent e-mail discussions the area of
low density with extensive piping that drains to the borrow pit has been directed to pond
A-3. Pond A-3 has been redesigned to accommodate the additional drainage area.
The average depth is not correct. For some unknown reason, this calculation is not
automatically performed on the wet pond supplement form, although all the numbers needed for
it are right there. The "Depth" between the bottom of the shelf and the bottom of the pond (top of
sediment) is correctly reported on the supplement form as 4.5 feet, which should yield an
average depth of 3.6 feet, rounded to 3.5 feet. But the "Depth" used in the actual calculations is
5.0, yielding the incorrect average depth of 3.93 feet, which was rounded to 4.0 feet. The
supporting calculations have been updated to show the correct depth of 4.5'. The
correct average depth is now reported in the supporting calculations and the
supplement.
F T
FZ
MP J " I_ cu13
B4 � �o�OCo3c�

The orifice routing should start at the selected temporary pool elevation of 18.1, not the
calculated minimum elevation of 17.93. The drawdown calculations have been revised to
show the temporary pool elevation of 18.1.
4. The overall drainage area has increased by 661,644 sf from the June 2010 permit. The
increase appears to only come from the addition of the NC 24 ramp area adjacent the new gate,
however, when I scale the added area, I come up with less than 500,000 sf. There's about 4
acres of missing project area. Has project area been added somewhere else? The project
area was updated from NC24 through the gate to the intersection with Bougainville Drive
and Camp Knox Road as well as within the Brewster Boulevard Interchange. Additional
boundary was required to ensure that the BUA would be less than or equal to 24% along
the project corridor even if subsequent contracts were not built.
For future submittals, please use the first column of the application to list the overall low density
data, then use the remaining columns for the individual permitted/added BMP's, Table has
been revised listing low density data in the first column and updated info for pond A-3.
All future submittals will utilize the requested format.
As mentioned in the meeting, the calculations should not be a simple listing of the "required"
and the "provided" design minimums. That information is already on the supplement form. It
should be a written derivation of the formulas and numbers reported on the supplement,
including drainage area, BUA, SAMA ratio, average depth, minimum volume, forebay volume,
elevations, areas, and orifice drawdown time. Routing spreadsheets such as HydroCAD or
PondPak are useful as supporting documents for the numbers, and should be referenced in the
calculations, but do not supplant the calculations themselves. The supporting calculations
have been updated to provide additional background information.
I'm not OK with the overflow pipe from cell A-5, unless you add that bioretention cell A-5 as a
permitted BMP. Another alternative is to shorten up the pipe so it's just long enough to get
under the road with a 3:1 slope, and use vegetated conveyances from there. The pipe from
cell A-5 has been shortened to the minimum needed to pass under the roadway.
�.ViHt� 1 0 2011

Lewis,Linda
From:
Lewis, Linda
Sent:
Monday, February 28, 2011 4:49 PM
To:
Louise Slate
Cc:
Russell, Janet
Subject:
SW8 090630 BER
Louise
I've finished the majority of the review and have the following questions and comments:
1. The average depth is not correct. For some unknown reason, this calculation is not automatically
performed on the wet pond supplement form, although all the numbers needed for it are right there. The
"Depth" between the bottom of the shelf and the bottom of the pond (top of sediment) is correctly
reported on the supplement form as 4.5 feet, which should yield an average depth of 3.6 feet, rounded
to 3.5 feet. But the "Depth" used in the actual calculations is 5.0, yielding the incorrect average depth of
3.93 feet, which was rounded to 4.0 feet.
2. The orifice routing should start at the selected temporary pool elevation of 18.1, not the calculated
minimum elevation of 17.93.
3. The piping issue in the low density portion will be further discussed tomorrow. As you are aware,
extensive collection piping in low density is not allowed,
4. The overall drainage area has increased by 661,644 sf from the June 2010 permit. The increase
appears to only come from the addition of the NC 24 ramp area adjacent the new gate, however, when
i scale the added area, I come up with less than 500,000 sf. There's about 4 acres of missing project
area. Has project area been added somewhere else?
5. For future submittals, please use the first column of the application to list the overall low density data,
then use the remaining columns for the individual permitted/added BMP's.
6. As mentioned in the meeting, the calculations should not be a simple listing of the "required" and the
"provided" design minimums. That information is already on the supplement form. It should be a written
derivation of the formulas and numbers reported on the supplement, including drainage area, BUA,
SAIDA ratio, average depth, minimum volume, €orebay volume, elevations, areas, and orifice drawdown
time. Routing spreadsheets such as HydroCAD or PondPak are useful as supporting documents for the
numbers, and should be referenced in the calculations, but do not supplant the calculations
themselves.
Thanks,
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Lewis,Linda
From: Lewis,Linda
Sent. Wednesday, January 19, 2011 9:57 AM
To: 'Slate, Louise'
Subject: RE: Quick question about permit mod. for Base Entry Road at Camp Lejeune (Contract A)
Louise -
Thanks for that clarification. Permeable pavement is only for use in low traffic areas, i.e., less than 100 vehicles
per day. Unless this gate is located in a remote area of Camp Lejeune, I would expect to see well in excess of
100 vehicles per day, meaning the Division could not give you a lowered "effective" BUA amount for the use of
permeable pavement. If you don't want or need the BUA credit to stay under the maximum density limit, then
it's OK to use the permeable pavement. Keep in mind that at higher traffic volumes, the pavement may not last
and will require frequent maintenance.
Also, if you are using bioretention basins in a "low density" area, you still can't have a conveyance system of
piping to get the runoff into the basin. Low density precludes having a piped conveyance system. If you have a
piped conveyance system, then that area will be considered high density and the basin would have to be
permitted. If you only have a grassed swale conveyance system, then we can look at low density permitting.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal drive Ext.
Wilmington, NC 28405
910-796-7215
IE-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Slate, Louise [mailto:[e-mail]]
Sent: Wednesday, January 19, 2011 9:21 AM
To: Lewis, Linda
Cc: Russell, Janet
Subject: RE: Quick question about permit mod. for Base Entry Road at Camp Lejeune (Contract A)
Linda,
Ok. We will arrange a meeting for a permit mod. Just to be clear, the bioretention areas and permeable pavement are
not for credit, they are incorporated into the low density section. The pond size is based on the portion of the gate area
in the high density section. I did not make this clear in the previous email. If you have questions or concerns about the
approach, please let me know. Hopefully we can address them through email or a phone call. I want to make sure that
we are all on the same page before the meeting so there are no surprises and we can make the best use of our face time
in Wilmington.
Louise
Louise O. State, PE, LEED AP I Senior Engineer I Environmental Department
MACTEC Engineering and Consulting, Inc.

3301 Atlantic Avenue I Raleigh, North Carolina
Office 919.876.04161 Direct 919.831.8006 1 Fax [phone]
Email [e-mail] I Web www.mactec.com
From: Lewis,Lindafmaiito:tinda.lewis(ancdenr.govj
Sent: Tuesday, January 18, 2011 9:19 AM
To: Slate, Louise
Cc: Russell, Janet
Subject: RE: Quick question about permit mod. for Base Entry Road at Camp Lejeune (Contract A)
Louise:
A scoping meeting is only necessary if either one of us feels the need to discuss the project. Unless you have
some questions/concerns that would prevent you from making a complete submittal on the scheduled Express
review date, then a scoping meeting is not necessary. You've proven yourself to be competent in getting the
calculations, applications and plans correct.
If you have any minorlsimple design or procedural questions, we can handle them via email.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Slate, Louise mall o:LOSLATE mactec.com
Sent: Monday, January 17, 2011 5:09 PM
To: Lewis,Unda
Subject: Quick question about permit mod. for Base Entry Road at Camp Lejeune (Contract A)
Hello Linda,
I hope 2011 is starting off well for you. We are preparing to submit a permit modification for Contract A focusing primarily on the
gate area where some curb and gutter was removed and bioretention and permeable pavement were incorporated into the design
in order to reduce the size of the WQ pond. In order to make the best use of everyone's time, do you think we need to have a brief
scoping meeting first or do you think it will be ok to bring in the design to be permitted? I will be in the office this week if you need
more detail than this. Please let me know and I will contact the team for dates to get this scheduled through Janet.
Thanks.
Louise
Louise O. Slate, PE, LEED AP I Senior Engineer I Environmental Department
MACTEC Engineering and Consulting, Inc.
3301 Atlantic Avenue I Raleigh, North Carolina
Office 919.876.04161 Direct 919.831.8006 1 Fax [phone]
Email [e-mail] I Web www.mactec.com

:f
^`
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
2 23 ZU1r 7 2-2s-Zal
000
-W (o43DoCo
I SW F U`)063 O1-fool
Applicable Rules: ❑ Coastal SW - 1995
❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form niay be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
New Base Entry Point and Road (P1382,1.383, 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 onto NC 24 toward Camp Lejeune. The new base entry road
is located to the right before the pedestrian bridge over Rte 24 between Ellis Road and Bell Fork Road.
Hospital Corps Road is located on base off Brewster Blvd. across from Stone Street. Use the main entry agate
to Camp Leieune off Rte 24 onto Holcomb Blvd, turn right on Brewster Blvd. and go approx. 0.8 mi.
4. Latitude: 34' 44' 40" N Longitude:77° 23' 30" W of the main entrance to the project.
IL 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: ®Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 138 Contract A/TBD Contract B & C
ac of Disturbed Area
❑NPDES Industrial Stormwater ®404/401 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
Form SWU-101 Version 07July2009

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: Commander Ronald Kram s Public Works Officer
b.Contact information for person listed in item la 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: ronald.kramps©usmc.mil
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: Commander Ronald Kramps, Public Works Officer -
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 T
Email:[e-mail]
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer Questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( } Fax: ( )
Email:
4. Local jurisdiction for building permits: MCB Camp Lejeune T ^
Point of Contact: Phone #:
�Eg292011
Form SWU-101 Version 07July2009 Page 2 of 7
BY:- - - -

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 re-formed scour holes.
High density areas will include, in addition to the above, some12i12ing, 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 roject has been designed in accordance with:
❑ Coastal SW -1995 �] Ph I1 - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 469.16 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*:454.92 acres
Total project area shall be calculated to exclude tlne followin the nortnai pool of impounded structures, the area
between the banks of streams and rivers, tlne area below the Nornnal High Water (NHW) line or Mearr High Water
(MHW) Iine, and coastal wetlands landward from the NHW (or MHW) line. Tlne resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NH11V (or MHW) line niay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 22.71 %
9. How many drainage areas does the project have?_4 (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
1 D.
Drainage Area
AZ
Drainage Area;
A2`V
Drainage Area
A3
ReceivingStream 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
19,816,223
120,575
121,731
477,373
On -site Drainage Area (sf)
19,816,223
120,575
121,731
477,373
Off -site Draina e Area (so
0
0
0
0
Proposed Impervious Area*" (so
4,500,302
92,623
92,929
226,917
Impervious Area* total
22.71
76.8
76.3
47.5
lm ervious 'Surface 'Area"
-Draina e,Area
'Dr aina e.Area'' '',Drairia
e Area
Draina e'Area
On -site Buildings/Lots (so
11,516
10,695
On -site Streets (SO
1,932,194
92,623
92,929
161,738
On -site Parkin (so
49,846
49,846
On -site Sidewalks (so
137,290
4,638
Other on -site (so
Future(so
2,341,853
Off -site (so
Existing BUA*** (so
27,603
Total (so:
4,500,302
92,623
92,929
226,917
* Stream Class and Index Nuniber can be determined at: lit r2o.enr.state.ric.us inns re orts r ortsWB.lntur!
rZr.,s'C P_,A VED
Form SWU-10i Version 07July2009 Page 3 of MAR 2 1 2011

Iinperoious area is defined 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 deuelo rent. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Offsite impervious
area is not calculated because there is no offsite drainage into the water ualiponds and the low densi
corridor with i2ockets of high density measures the corridor only.
Proieets in Union County: Contact D&PQ Central p)re staffto 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 h h2o.enr.state.nc.us su bm 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 h=/ / h2a,enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by Iocating
project on the interactive online map at htip:/ /h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.stite.nc.us/su/bmp_forms,htrn.
1. Original and one copy of the Stormwater Management Permit Application Form,
2. OriginaI 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
Hitt+://www.etivhelp.or�/pages/onestopexpress.htmi for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator fo
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.
�?
b. 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 1/7 mile of the site boundary, include the 1/
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 ]a11-1W or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. RECv�D
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
Form SWU-101 Version 073uly2009 Page 4 of 7 FEB 2 8 2011
BY:

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"xll" copy of the NRCS County Soils map with
project area clearly delineated. For projects with infiltration BNiPs, 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, (9I0) 796-7378.)
10. A copy of the most current property deed. Deed book: n/a Page No: n/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 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hqR:/ /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
htti2:/(h2o.enr.state.nc.us/su/bmp forms.htm9deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and Iisted
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Louise Slate
Consulting Firm: ,v1 ACTEC
Mailing Address:3301 Atlantic Avenue
City:Raleigh
Phone: (919__ ) 831-8006
Ema il:Ioslate®mactec.com
State:NC Zip:27604
Fax: (919 __ -_l _831-8136_
FFEB
�`E'VED
Form SWU-101 Version 07July2009 Page 5 of S ���1 :

IX. PROPERTY OWNER ALTEIORIZATION (if Contact Information, itent 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item Ia) with (print or type name of organization listed in
Contact Information, item Tb) 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 wilt be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date.:
I, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _-_, day of . _ and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Fora, SWIJ-101 Version 07July2009 Page 6 of 7
RF, CEIVED
F E B 2 8 2011
BY:

X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item 2) Commander Ronald Kram s Public Works Officer
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 stormier rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature:
Date: Z.!, F" /l
[,T IY I cam. lVOf 1- 4 S , , a Notary Public for the State of _�V Dr'1 ht,� v�, County of
Oft SAow do hereby certify that c d d F. 4- C Q rY1P_$ _ personally appeared
before me thiscZb ay of F-C.Dfl�l0.lf" V 011 and ackn wledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
[SYLVIA NDRRIS
NOTARY PUBLIC
ONSLOW COUNTY,
MYCOMMISSION EXPIRES
SEAL
My commission expires
Farm SWU-101 Version 071uly2009 1'a�e 7 of 7
RECEIVED
FEB 28Z0»
BY:

�r *;7

MCB Camp Lejeune
SoilEvaluation
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 1
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.
Boring
Number
Depth To Season High
Water Table inches BLS
SWB-A
90
SWB-B
s0
SWB-C
40
SWB-D
<12
SWB-E
40
SWB-H
29
SWB-I
<12
SWB-J
32
SWB-K
30
SWB-L
<12
Notes
1. 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.

T �
'w
�..' d
a•
NC®ENR
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
For DENR Use ONLY I
C - Submit: Z~'�ZY.I 1
Time:
confirm.
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma 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(cbncmail.net
• Fayetteville or Raleigh Regfon•DavfdLee 919.791-4203; david.tee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or Patrick. ra an ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lYn.hardison(r-ncmait.net
• Wilmington Region -Janet Russell 910-350-2004 or janetrusseltna.ncmaitnet
NOTE: Project application received alter 12 noon will be stamped in the following work day
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
C)ce_PVn
Project Name: NEW BASE ENTRY POINT AND ROAD County: ONSLOW
Applicant: CARL BAKER Company: US MARINE CORPS BASE C LEJEUNE
Address: PUBLIC WORKS DIVISION, 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: carl.h.ba [e-mail]
Physical Location:MCB CAMP LEJEUNE
Project Drains into waters - Water classification SC (tor classification see-http:f/h2o.enr.state.nc.uslbimstreyorts/reDortsWB.htmll
Project Located in WHITE OAK River Basin. is project draining to class ORW waters? N , within A 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 RAF C FTVED
Address; 3301 ATLANTIC AVENUE City: RALEIGH, State: NC Zip: 27604 I JAN 1 2011
Phone: 919-U1-8006, Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWO, ❑ DCM, ❑ DLR, ❑ OTHER:
BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: — # of stream calls - Please attach TOPO map marking the areas it? questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility, ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Ouiiet Swales ❑ Off -site (SW (Provide permit #)j
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD;® Major ❑ M+nor ❑ Plan Revision ❑ Redev. Exclusion SW 090630 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan vnth — acres to be disturbed.(CK # (for DENR use)),
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina 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: 0 Yes ❑ No 404 Application in Process wl US ACOE: ® Yes ❑ No Permit
Received from US ACOE [A Yes ❑ No
+«•»«rs«»r»•»ss»»»*s**»***»«*»:»»»*»»ssr«******•*t**»s*slot DENR use only:*r»•*«***»***»*»*rss**»ss«««rr♦ss*ssss*ss*s**ss»s»•*s»«r*s
Fee Split for multiplepermits: Check N Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance I❑ Mai; ❑ Min)
$
SW (0 HD, El LD, ❑ Gen) ,
$
401:
1
$
LQS
$
Stream Deter,_
/
$ t
NCDENR EXPRESS March 2009

Russell, Janet
From: Slate, Louise [[e-mail]]
Sent: Monday, January 31, 2011 12:14 PM
To: Russell, Janet
Cc: Lewis,Linda; Barker, Jesse
Subject: Permit mod request - Camp Leleune Base Entry Road
Attachments: Express Request Narrative - 1-31-11.pdf; EXPRESS Request 1-31-11.pdf
Janet,
Attached is the express permit review request for a permit modification for changes to the Rase Entry Road at Camp Lejeune. The
focus of the changes are in the detailed design section for Contract A. We would like to schedule a meeting with you and Linda
Lewis on February 23. An alternate date is February 22. Please let me know if this is suitable and I will notify the rest of the team.
The express request is filled out as a major modification based on the design changes at the gate that include a water quality pond.
The Brewster Boulevard interchange is designed as low density. Please let me know what the fee will be as this project is overall low
density with pockets of high density. Call -or email if you have any questions or need additional information.
Thanks for your help coordinating this meeting.
Louise
Louise O. Slate, PE, LEED AP I Senior Engineer I Environmental Department
MACTEC Engineering and Consulting, Inc.
3301 Atlantic Avenue I Raleigh, North Carolina
Office 919.876.0416 1 Direct 919.831.8006 1 Fax [phone]
Email Ioslate(&mactec.com I Web www.mactec.com

Request for Express Permit Review
Stormwater Narrative
FY10 MCON Project 1382, New Base Entry Point
Camp Lejeune, NC
January 31, 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. This modification focuses on
the gate area of the Base Entry Road (BER) and the Brewster Boulevard interchange which are included
in Contract A, the first of three phases. The overall permitting strategy continues to be low density with
pockets of high density. The gate area includes a high density pocket draining to a water quality pond.
Low density areas in the gate area include stormwater treatment in support of the Federal
government's green initiative. No credit is sought for the Stormwater measures in the low density areas.
The Brewster Boulevard interchange 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 VD Page 1
JAN 3 1 Z01t
1J
.w1 1

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 Creels and Bearhead Creels) 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

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'Sr•.,rgl �j r . -,;==- �. ti �•�) �, o a":'''� f -�: ,1 FY10 MOON PROJECT 1382
BASE ENTRY ROAD
�.4' USGS 7.5 MINUTE
Legend`' TOPOGRAPHIC QUADRANGLE
Od"'p���'•'��ei1tle1+' !' '.�';' - CAMPLEJELINE- JACKSONVILLE, ONSLOW COUNTY. NORTH CAROLINA
° — �•++� s, •4i°` 4;`. ry'! a • ;({ FIGURE 1 DECEMBER 2009

Permit Modification Request for SW8 090630
Stormwater Narrative
FY10 MCON Project 1382, New Base Entry Point
Camp Lejeune, NC
February 22, 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. This modification focuses on
the gate area of the Base Entry Road (BER) and the Brewster Boulevard interchange which are included
in Contract A, the first of three phases. The overall permitting strategy continues to be low density with
pockets of high density. The SER project boundary has expanded from the entry gate to the NC
Department of Transportation right-of-way at Route 24. The gate area includes a high density pocket
draining to a water quality pond. Low density areas abutting the gate area include stormwater
treatment in support of the Federal government's green initiative. No credit is sought for the
stormwater measures in the low density areas. The Brewster Boulevard interchange is also designed to
comply with low density requirements. As a result of the changes described above, percent impervious
of Contract A is now 23.95 percent. Overall percent impervious is 22.71 for the entire project corridor,
which is slightly less than 23.74 percent, which was the percent impervious area total for the first permit
modification.
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 project permit boundary is designed to achieve the Low Density stormwater permitting option
which includes 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

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 20D7 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. Stormwater BMPs will be located
outside the vegetated buffers 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 ensures compliance with fioodplain 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

Soil Map—Onsiow County. North Carolina
34' 44' 41"
CNEEIVIII
N
N
7`
Map Scale: 1 8,660 it prated an A size (85" M 11 ") sheet
N Meters
^� 0 100 200 400 600 ti
Feel
[I 450 900 1800 2.700
34' 44' 47'
34" 44' 3'
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/13/2010
Page 1 of 3

1,11YAW1Xr74`I91
Area of Interest (A01)
C
Area of Interest (AOI)
Solis
Soil Map Units
Special
Point Features
vi
Blowout
®
Borrow Pit
X
Clay Spot
Closed Depression
y
Gravel Pit
Gravelty Spot
®
Landfill
f�
Lava Fiow
Marsh or swamp
R
Mine or Quarry
®
Miscellaneous Water
Perennial Water
V
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
3)
Slide or Slip
pr
Sodic Spot
Spoil Area
Q
Stony Spot
Soil Map—Onslow County, North Carolina
(� Very Stony Spot
Wet Spot
Other
Special Line Features
Gully
Short Steep Slope
r , Other
Political Features
Cities
Water Features
Oceans
Streams and Canals
Transportation
Rails
ry Interstate Highways
US Routes
Major Roads
Local Roads
MAP INFORMATION
Map Scale: 178,660 if printed on A size (8.5" x 11") sheet.
The soil surveys that comprise your AOI were mapped at 124,000
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://websoilsurvey.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) aerial images were photographed: 6/19/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probab#y 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 6/13/2010
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map--Onslove County, North Carolina
Map Unit Legend
Onslow County, North Carolina (NC133)
Map Unit Symbol
Map Unit Name
Acres in AO1
Percent of AO1
SaB
Baymeade fine sand, 0 to 6 percent
slopes
66.6
22.0%
BmB
Baymeade-Urban land complex, 0 to 6
percent slopes
28.5
9.4%
CrC
Craven fine sandy loam, 4 to 8 percent
slopes
77.4
25.6%
Mk
Muckalee loam
20.7
6.8%
On
Onslow loamy fine sand
96.9
32.1%
Ur
Urban land
9.5
3.1%
W
Water
2.6
0.9%
Totals for Area of Interest
302.1
100.0%
USDA Natural Resources Web Soil Survey 6/13/2010
'ram Conservation Service National Cooperative Soil Survey Page 3 of 3

5C-0ee/
For DENR Use ONLY
Reviewer: LL
ANorth Carolina Department of Environment and
Natural Resources Timsube8—
u® v
NC®ENR Request for Express Permit Review Time: (�_ —�
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF filel 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(&ncmail.net
+ Fayetteville or Raleigh Region -David Lee 919-791.4203; david.leena
ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 [e-mail]
•
• Washington Region -Lyn Hardison 252-946-92f5 or lyn.hardison0ncmail.net
• Wilmington Region4anet Russell 910-350-2004 orianet-russell(ai)ncmail.not
NOTE: Project application received after 12 noon will be stamped in the following work day
Etter Related SW
Permits of request
SW
SW
SW
SW
SW
Ce-Af-�
Project Name: CAMP LEJEUNE SASE ENTRY POINT County: ONSLOW
Applicant: COMMANDING OFFER, ATTN: MR. JOHN T_D_ WNSON Company: MCB CAMP LELFUNE
Address: PSC BOX 20004 City: CAMP LEJEUNE, State: NC Zip: 28542.2 4
Phone: 919-451-, Fax: [phone] Email: [e-mail]
Physical Location:MCB CAMP LEJEUNE
Project Drains into SS waters - Water classification NSW (for classification see-htlp:/lh2o.enr.state.nc.us/bims/repgrtslreportsWB,html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within''/z mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: LOUISE-SLATE Company: MACTEC
Address: 3301 ATLANTIC AVENUE City: RALEIGH, State: NC Zip: 27604
Phone: [phone], Fax: [phone], Email: L [e-mail] P,lkfi 0 4 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
Sco in Meeting ONLY ®DWO DCM DLR, ❑ OTHER:
® p g 9 ,❑ ,❑ -
SECTION TWO: CHECK ONLY THE PROGRAM_(SS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: — # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (`linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑8khd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ElHigh Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention — # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit ay
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with — acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoDina and express meetina reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No 0 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 ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
+*«««+«#+*#t*s«+ss«ss*««+«**+*«*+«++«sr«s+«*«**+++«**«*FOfDI.NRuseOnly*ss««ss*«ss*+#+**++*ssss«*s+s+*++«*+*++sss«*++*++*++*++s+sss
Fee Split for multiple permits: (Check # . _ 1 Total Fee Amount $ _.
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
J
$
401:
1
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS March 2009

Russell, Janet
From: Slate, Louise [[e-mail]]
Sent: Wednesday, August 04, 2010 10.39 AM
To: Russell, Janet
Subject: Scoping meeting request
Attachments: Scoping meeting request Contract B and C.pdf
Janet,
I would like to request a Scoping meeting to present the detailed design of stormwater treatment on the Camp Lejeune Base Entry
Road (5W08- 090630) for Contracts B and C. We would like to incorporate feedback from this meeting into the design before
submitting the permit modification for Contract B, which will be the next step. If possible we would like to meet on either August 18
or 19. Thursday the 19`h is preferable if that day is still available on your end.
Hope all is well.
Louise
Louise 0. Slate, PE, LEED AP I Senior Engineer I Environmental Department
MACTEC Engineering and Consulting, Inc.
3301 Atlantic Avenue I Raleigh, North Carolina
Office 919.876.04161 Direct 919,831.8006 1 Fax 919,831.8136
Email IoslateCa7mactec.com I Web www.mactec.com

... ' " MEMORANDUM �DTZ
LISMC Camp Lejeune New Base Entry Road and Gate
Storm Water Scoping Meeting with DENR at Wilmington Regional Office
10:30 —11:30 pm, August 19, 2010
Attendees
DENR: Linda Lewis, Janet Russell
USMC Camp Lejeune: David Towler, Steven Whited, Jonathan Raynor, Orathai Buffer, Pete Wright
(NAVFAC/MIDLANT)
MACTEC/RK&K Joint Venture: Jesse Barker, Jeff Meador, Brad Boggs, Louise Slate
Meeting Minutes:
Jeff Meador (1M) presented the drainage design for the base entry road (BER) for Contracts B and C.
This includes the area from Brewster Boulevard to Sneads Ferry Road and the portion of the interchange
at Hwy 24 on Base.
Pre -formed scour holes (PSH) have been included in the design. Linda Lewis said they have been
removed from the design manual and they can't be used to meet drainage requirements to surface
waters or wetlands until they are reintroduced into the design manual. Consider using a level spreader
as an alternative. Pre -formed scour moles or riprap pads may be used in areas where discharges from
pipes are less than 2 fps and they don't discharge to surface waters or wetlands.
It is ok to use pre -formed scour holes in areas draining to uplands. No Operations & Maintenance
agreement is needed for PSH in this case. David Towler encouraged the use of PSH in upland areas.
Where curb and gutter is in place, use 5:1 side slopes on swales.
Raise median drain near Sta 212+00 to temporarily store stormwater and increase infiltration.
Check seasonal high water table elevations against designs for ponds on both sides of Wallace Creek
Bridge. Ponds have been moved to the south side of the road due to space and access requirements.
Need to coordinate the permit boundary near the Wallace Creek Road interchange. Currently the
permit boundary abuts edge of pavement at Wallace Creek Road. Drainage from this interchange does
drain to wetlands, therefore pre -formed scour holes may not be used in this area.
Jeff highlighted the fact that the ramp at Holcomb does not have enough fall to fit a BMP by the
cloverleaf. Some drainage from the existing Holcomb Blvd. drains into this system, but not much. This
drains to a ditch that runs —700 ft to a non -jurisdictional outfall.
In the area near Holcomb, some existing pavement will be removed, which will be accounted for in the
BUA calculations for the area within the permit boundary.
Some curb and gutter will be added along radii at side roads such as Louis Rd. Michael Rd. etc.
Some coordination of permit boundaries may be required around Piney Green Road.
In the gate area, the permit boundary will be redefined. It now extends up to the DOT right of way
(ROW). Linda indicated that we do not need to account for BUA in the DOT ROW on this particular
project. At the same time we cannot claim DOT ROW for permit density calculations.

MEMORANDUM
l�k
Jeff asked about reconfiguring the stormwater pond by the gate to take advantage of the proximity and
size of the borrow pit. Linda said that an outlet structure is required for the pond so it may make more
sense to use a cell of the borrow pit or leave the design as it is.
Jesse described how the phasing may change from the initial permit mod phasing presented to DWQ.
Linda is not concerned how the permit modifications are packaged as long as the entire area gets
accounted for and meets the stormwater requirements.