SW8080301_HISTORICAL FILE_20121106

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 C)a,03o 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2012 t 10IP
YYYYMMDD

",
Natural Resources
Beverly Eaves Perdue
Governor
November 6, 2012
Division of Water Quality
Charles Wakild, P. E.
Director
Commanding Officer
MCB Camp Lejeune
c/o Captain John Carson, Public Works Officer
Building 1005 Michael Road .
Camp Lejeune, NC 28547
Subject: Stormwater Permit No. SW8 080301
Special Operations Training Ground (S.O.T.G.) — Overhead Baffle at
High Density Commercial Infiltration Basin Project
Onslow County
Dear Capt. Carson:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete modified Stormwater Management Permit
Application for the Special Operations Training Ground (S.O.T.G.) on November 1, 2012. Staff
review of the plans and specifications has determined that the project, as proposed, will comply
with the Stormwater Regulations set forth in Session Law 2008-211, Session Law 2006-246 and
Title 15A NCAC 2H.1000, as applicable. We are forwarding Permit No. SW8 080301 dated
November 6, 2012, for the construction, operation, and maintenance of the subject project.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of Chapter 143 of
the General Statutes, which is current and valid at any point between January 1, 2008, and
December 31, 2010. The law extends the effective period of any stormwater permit that is set to
expire during this time frame to three (3) years from its current expiration date. On August 2,
2010, the Governor signed Session Law 2010-177 which grants an extra year for a total of four
(4) years extension.
Accordingly, this permit, which was set to expire on April 29, 2018, is now in effect until
December 29, 2021, 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.
The modifications covered by this permit include the following:
• The previously approved gravel lot within drainage area 6 was not constructed. The
plans for this drainage area have changed such that an existing small arms range will be
redeveloped in a way that a portion of the area will now be included within drainage area
6. This results in an increase in drainage area and reduction in impervious area for
drainage area 6.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 NorthCarolina
Internet: w .ncvvaterquality.org , 1�n//�
An Equal Opportunity 1 Affirmative Action Employer � � a'ia { Nal

State Stormwater Management Systems
Permit No. SW8 080301
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson at [phone].
Sincerely,
�� Charles Wakdd, P.E., Director
Division of Water Quality
GDS/can: S:\WQS\Stormwater\Permits 8 Projects\2008\080301 HD\2012 11 permit 080301
cc: Lee Pennypacker, NAVFAC - Mid Atlantic
Wilmington Regional Office
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 080301
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
Special Operations Training Ground (S.O. T. G.)
Dr. G. W Garner St., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of six (6) infiltration basin in compliance with
the provisions of Session Law 2008-211, Session Law 2006-246 and 15A NCAC 2H
.1000, as applicable, (hereafter referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until December 29, 2021, 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. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The six stormwater
controls, identified as infiltration basins 1A, 1B, 3, 4, 5, and 6, have been
designed to handle 12,447, 1,670, 12,933, 20,552, 18,775, and 7,848 square
feet of impervious area, respectively
3. These basins must be operated with a 50' vegetated filter, designed to pass the
peak flow from the 10 year storm in a diffuse and non -erosive manner.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
on page 3 of this permit, and as shown on the approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 080301
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
8. The following design criteria have been permitted for the infiltration basins and
must be provided and maintained at design condition:
Infiltration
Infiltration
Infiltration
Infiltration
Infiltration
Infiltration
Design Criteria
Basin #1A
Basin #1B
Basin #3
Basin #4
Basin #5
Basin #6
a. Drainage Area: acres
0.42
0.10
0.66
0.47
0.63
0.68
-Onsitesubjedto15ANCAC2H.1000,ft2:
18,455
4,470
28,740
20,552
27,327
15,472
-Onsite subject to SL 2008-211, It':
None
None
None
None
None
14,149
-Offsite, ft2:
None
None
None
None
None
None
b.Total Impervious Surfaces, ft :
12,447
1,670
12,933
20,552
18,775
7,848
-Buildings, ft2:
1,311
870
3,450
0
18,855
5,640
-Parking/Streets, ft2:
11,136
800
0
20,552
0
2,208
-Sidewalks/Concrete, ft2:
0
0
9,483
0
0
0
c. Design Storm, in.
3.68
3.68
3.68
3.68
1 3.68
3.68
d. Difference in the pre- and post -
development 1-yr, 24-hr runoff, ft3:
3,454
463
3,613
5,7L5,2332,143
-Pre-development 1-yr, 24-hr runoff, ft3:
285
69
443
317449
-Post-develo ment 1- r,24-hrrunoff,ft33,739
532
4,056
6,02,592
e. Basin De th, ft:
1.20
0.90
1.42
1.41.6
f. Bottom Elev., FMSL:
28.10
28.10
26.58
26.20.90
g. Bottom Surface Area, ft2:
4,556
664
3,173
5,12,435
h. B ass Weir Elevation, FMSL:
28.80
28.80
27.58
27.22.10
1. Permitted Storage Volume, ft3:
3,458
465
3,624
5,714
1 5,252
3,400
j. Pre -development 1-yr 24-hr discharge,
0.01
0.01
0.05
0.05
0.01
0.01
ft3/s7
k. Type of Soil:
Ba meade
Maryn
Ba meade
Ba meade
Ba meade
Ba meade
I. Expected Infiltration Rate, in/hr:
3.94
5.91
5.91
5.91
6.69
2.61
m.Seasonal High Water Table, FMSL:
26.08
26.10
24.10
24.10
23.00
18.80
n. Draw Down Time, hrs:
2.3
1.7
2.3
2.3
2.7
6.4
o. Receiving Stream / River Basin:
New River / White Oak
p. Stream Index Number:
19- 27
19-31
q. Water Body Classification:
"SC" -within ''/2 mi of and draining to SR / SA
„SA„
waters
It. SCHEDULE OF COMPLIANCE
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.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times, provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The signed and approved Operation and Maintenance Agreement
must be followed in its entirety and maintenance must occur at the scheduled
intervals.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 080301
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. 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.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
12. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 080301
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. 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.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and.Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 080301
Permit modified and reissued this the 61h day of November 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 080301
Camp Lejeune - Special Operations Training Ground (S.O.T.G.)
Stormwater Permit No. SW8 080301
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 080301
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 9 of 9

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
O - ,?'/ v
_Wal
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 fornt may be photocopied far use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
at
Special Operations Training Ground (S.O.T.G tone Bay JP-1425, Overhead Baffle at Small Arms Rangel
2. Location of Project (street address):
G W Carver Street; USMCB Camp Leleune
City:_ Jacksonville County: Onslow Zip: 28547
3. Directions to project (from nearest major intersection):
Traveling north on US 17 (Wilmington Hwy), turn right on to NC 210 and travel 1.8 miles Turn left on to
Rifle Ranee Road and enter MCB Camp Leleune. Show ID at Gate and then continue approximately 1 mile
Turn right and continue on Rifle Range Road for approximately 0.3 mile and unto right on to Booker T.
Washington Blvd. Continue approximately 0.5 mile and turn right on to Dr. GW Carver Street Continue
approximately 0.1 mile to the end of the street. Project site on the left.
4. Latitude: V' 35' 12.04" N Longitude: 077' 26' 31.82" W of the main entrance to the project.
H. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification . ❑ Renewal w/ Modificationt
tRenemals with nmdifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number SW080301 , its issue date (if known) 12/11 /2008 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
this application is being submitted as the result of a previously returned application or a letter from DWQ
questing a state stormwater management permit application, list the stormwater project number, if
signed, and the previous name of the project, if different than currently
al Project Requirements (check applicable blanks; information on required state permits can be
by contacting the Customer Service Center at 1-877-623-6748):
Major
Industrial Stormwater
®Sedimentation/Erosion Control: 1.37 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/ Permit Number,
issue date and the type of each permit: N/A
Form SWU-101 Version 06Aug2012
Page I of 6

5. Is the project located within 5 miles of a public airport? MNo "Yes
If yes, see S.L. 2012-200, Part Vl: http://portal.ncdenr.org/web/wq/ws/su/statesw/ru les laws
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: United States Marine Corps (USMQ
Signing Official & Title: 14T r�:� ("AT jro% C,nrso el
b.Contact information for person listed in item la above:
Street Address: Bldg 1005 Michael Road
City: Tacksonville State: NC Zip: 28547-2521
Mailing Address (if applicable): -9! p Public Works Officer; Bldg 1005 Michael Road
City: Jacksonville State: NC Zip: 28547-2521
Phone: ('90to ) 451-2213 Fax: ('991 1/0 ) 451-2927
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/i
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
State:
Mailing Address (if
Phone: ( ) Fax:
Email:
Zip:
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: Mr. David Towler / United States Marine Corps
Signing Official & Title: Storm Water Management Officer
b. Contact information for person listed in item 3a above:
Mailing Address: 1005 Michael Road
City: Jacksonville State: NC Zip: 28547
Phone: ( 910 ) 451-3238 ext3284
Email: david.towler©usmc.mil
4. Local jurisdiction for building permits:
Fax: ( 910 ) 451-2927
OCT 1 8 2012
Form SWU-101 Version 06Aug2012 Page 2 of 7

Point of Contact Lee Pennypacker Phone #: (757 ) 322-4056
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the slormwater runoff will be treated.
The modification is due to changes in the drainage area characteristics of Drainage Area No. 6.
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 Dale:
❑ Other: Dale:
b.If claiming vested rights, identify the regulations) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 2.96 acres 5. Total Coastal Wetlands Area: None acres
6. Total Surface Water Area: None acres
7. Total Properly Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area': 2.96 acres
` Total Project area shall he calculated to exclude the fiilhrwin the normal pool of imppounded structures, the area
between the hanks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward %(rrom the NHW (or MHI) line. The resultant project area is used to
calculate overall Percent built upon area (B L(A). Non -coastal wetlands landward of the NHW (or MHW) line may
he included in the total Project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 58 %
9. How many drainage areas does the project have? 6 (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.
NO 0 1 2012
Form SWU-101 Version 06Aug2012 Page 3 of 7

Basin Information
Drainage Area 6
Drainage Area 5
Drainage Area 4
Drainage Area 3
Receiving Stream Name
New River/
New River/
New River/
New River/
White Oak
White Oak
White Oak
White Oak
Stream Class
"SC" - within
"SC" - within
"SC" - within
"SC" - within
1/2 mi of and
1/2 mi of and
1/2 mi of and
1/2 mi of and
draining to
draining to
draining to
draining to
SR SA waters
SR SA water
SR of SA water
SR it SA water
Stream Index Number *
19-31
19-31
19-31
19-31
Total Drainage Area (so
29,621
27,327
20,552
28,740
On -site Drainage Area (so
29,621
27,327
20,552
28,740
Off -site Drainage Area (so
0
0
0
0
Proposed Impervious Area*" (so
7,848
18,775
20,552
12,933
% Impervious Area`* total
26
69
100
45
Impervious— Surface Area
Drainage Area 6
Drainage Area 5
Drainage Area 4
Drainage Area 3
On -site Buildings/ Lots (so
5,640
18,775
20,552
3,450
On -site Streets (so
2,208
0
0
0
On -site Parkin (so
0
0
0
0
On -site Sidewalks (so
0
0
0
0
Other on -site (so
0
0
0
9,483
Future (so
0
0
0
0
Off -site (SO
0
0
0
0
Existing BUA**" (so
0
0
0
0
Total (so:
7,848
18,775
20,552
12,933
*Stream Class and Index Number can be determined at: http.Vlportal.ncdenr.org/web/wg/ps/nu/dassi cations
Impervious 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 development. Do not report any existing BUA that
is to he removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Existing conditions
were determined by means of physical survey in conjuclion with project design. Areas were determined
using AutoDesk Civil Design 3D (2010) and computed using NCDENR form SWQ401-InfiltraLion Basin-Rev.1
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable stale slormwater 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 htt,2://12ortaI.ncdenr.org/web/w2/ws/su/bmp-manual.
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 fromhttp://12ortal.ncdenr.orp/web/wq/ws/su/statesw/forms does. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://porlal.ncdenr.org/web/wqtows/su/maw.)
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 fromhttp://portal.iicdenr.ore/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwaler Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)+�C�
Form SWU-101 Version 06Aug2012 Page 4 of 7 nod Q 1 Z��Z

Supplemental Information:
Addendum to Basin Descriptions for Storm Water Permit Modification Application SW8 080301
Basin Information
Drainage
Area 1A
Drainage
Area 16
Receiving Stream / River Basin
New River
New River
Water Body Classification
SA
SA
Stream Index Number *
19-27
19-27
Drainage Area (sf)
18,455
4,470
Existing Impervious Area (sf)
12,447
1,670
Proposed Impervious Area ** (sf)
0
0
%ImperviousArea(total)
67
37
Impervious* Surface Area
Drainage
Area 1A
Drainage
Area 1B
On -site Buildings / Lots (sf)
1,311
870
On -site Streets (sf)
0
0
On -site Parking (sf)
11,136
800
On -site Sidewalk (sf)
0
0
Other on -site (sf)
0
0
Future (sf)
0
0
Off -site (sf)
0
0
Existing BUA *** (sf)
0
0
Total (sf)
12,447
1,670
ocT 1 8 2012

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 _
http:/ /www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages). describing the stormwater treatment/management for /10
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the �Ip—
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy)..
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: T
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
in. 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 /v
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHINT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: N
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A 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.
hn / /www.secretary.state.nc.us/Corporations/CSearch.aspx
ti tom_' Y ED
OCT 1 8 2012
Form SWU-101 Version 06Aug2012 Page 5 of 7

VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http: / / portal.ncdenr.org/ web/ wq/ ws/su /statesw/ forms_ciocs. Download the latest versions for each
submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Lee Pennypacker
Consulting Firm: Naval Facilities Engineering Command, Mid -Atlantic
Mailing Address: 9482 Maryland Avenue
City: Norfolk State: VA Zip: 23505
Phone: ( 757 ) 452-4052
Email: [e-mail]
Fax: ( 757 ) 452-
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hype name of person listed in Contact Information, item 2a) , certify that
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item la) with (print or hjpe name of organization listed in
Contact Information, item to) 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.
i.- T yEND
OCT 1 8 2012
Form SWU-101 Version 06Aug2012 Page 6 of 7

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
.agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hype name of person listed in Contact Information, item 1a) Gar I P. Ya L' / Wh V W • C ' 1^
certify that the information included on this permit application form is, to the best of my knowl dge�d
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules uger 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Date: IS ocT2o1Z
I, / ( // a Notary Public for the State of Z419 /l l"'. County of
11 do h/ee��reby certify that ��ii � /�� 6% personally appeared
before me thisday of 0/ and ac��wle e due eexecuution of the application for
a stormwater permit. Witness my hand and official seal,
ETTEImi
ctyro 'naa>
SEAL
My commission expires
Form SWU-101 Version 06Aug2012 Page 7 of 7
R1�,C:1EgV]E;�
OCT 1 S 2012
BY:

MEMORY TRANSMISSION REPORT
FILE NO.
348
DATE
11.06
15:28
TO
: 8919104512927
DOCUMENT PAGES
10
START TIME
11.06
15:31
END TIME
11.06
15:34
PAGES SENT
10
STATUS
OK
*** SUCCESSFUL TX NOTICE
TIME :11-06-'12 15:34
FAX N0.1 :910-350-2018
NAME :DENR Wilmington
***
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Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date: _. -
To:
Fax:
Re
S;vF DfZ2ea/
1,1-i . 19
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]_ _
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] 9 An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :11-06-'12 15:31
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
347
DATE
11.06 15:28
TO
B 917574443364
DOCUMENT PAGES
10
START TIME
11.06 15:28
END TIME
11.06 15:31
PAGES SENT
10
STATUS
OK
*** SUCCESSFUL TX NOTICE
seaae 9r xorsa. ca.ausa
DeWNm�ea yr 8ovlroameat vva Nvaur�l Resource
- Wllmingioa Re01oa�1 ORIC�
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: // Z� —�v
To:
Co:
Fax:
Re:
No. Pages (excl. cover)
From: Jo Casmer
hone: [phone]
Fax: [phone]
G�ioU� d
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] . An Equal Opportunity Affirmative Action Employer

�t
November 1, 2012
To: North Carolina Department of
Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension,
Wilmington, North Carolina 28405
Reply: Request for Additional Information (dated October 24, 2012)
Stormwater Project No, SW8 080301
Special Operations framing Ground (SOTG) — Overhead Baffle at
Small Arms Range Modification
Onslow County
Dear Ms. Nelson,
Per your request, please find the attached document which contains the following information in
response to your query:
A. Revised Project Narrative describing the proposed renovation project at the Special Operations
Training Ground (S.O.T.G.), P-1425 Overhead Baffle at Small Arms Range, Square Bay. The
proposed "FUTURE" Additional Impervious Area was removed from paraggrap . 1.4. Although
initial calculations concluded additional storage capacity was present at Infiltration Basin No. 6, the
existing Level Spreader would not support any "FUTURE" Impervious Area.
B. Revised Stormwater Application.
C. Revised Infiltration Basin Supplement Form SW401 (Rev. 5, 11 Apr2011).
D. New Level Spreader— Vegetated Filter Strip (LS-VFS) Supplement SW401 — LS-VFS —
(29June2012 — Rev.10).
E. New Watershed / Pond Routing Calculations.
Responding to your itemized comments, I have attempted to answer each of your comments which is
located below each question, in BOLD font.
Please update the information presented in Section IV.1 of the application to be consistent
with the other application documents. Please be careful on the amount of information
presented in this section as too many specifics and numbers will require this page to be
updated when a number changes. This section is intended for only a brief description of
the project that usually covers the number and types of BMPs and possibly a sentence
describing the changes proposed with the modification.
Per recommendation, Section IVA has been revised.
2. Please verify the percent of impervious area presented in Section IV.8 of the application is
correct.
Percent Impervious area in Section IV.8 has been revised and confirmed.
Note: The previously identified "FUTURE" Impervious Area has been removed due to a lack
of capacity at the existing Level Spreader. Refer to LS-VSF for suppQrt'n�-dQ�cn
1\OV 0 1 2012
BY:- -- - z

't
3. Please verify the sum of the impervious areas presented in Section IV.10 of the
application and on various other application documents. The total BUA is presented as
12,385 sq. ft, however the sum of the BUA is 12,383 sq ft (5040 + 2208 + 5135).
All values checked, corrected and confirmed in Section IV10.
4. Please ensure the information presented on the supplement is consistent with the
information presented in the calculations. For instance, the bottom and top/storage surface
area for the infiltration basin is presented on the supplement as 2,450 and 2,848 sq. ft.,
respectively. However, the calculations appear to indicate that these same surface areas
(at the bottom and storage elevation) are 2,435 and 3,231 sq. ft., respectively.
All values checked, corrected and confirmed on Infiltration Basin Supplement Form.
Since the conditions of the drainage area to basin 6 are changing, please provide an
updated level spreader and filter strip supplement and associated calculations.
Please refer to the attached Level Spreader — Vegetated Filter Strip (LS-VFS)
Supplement Form and Pond Model Routing calculations as requested.
I hope everything meets to your satisfaction. Please don't hesitate to contact me should you
require additional information or clarification. Thank you for your understanding and allowing
us to answer your questions regarding our previous submittal.
Sincerely,
Lee Pennypacker
Civil Engineer
Naval Facilities Engineering Command
Mid -Atlantic
Norfolk, Virginia 23511

P1425 Overhead Baffle at Small Arms Range
in Square Bay
at the
Marine Corps Base Camp Lejeune
Jacksonville, NC
FY13 MILCON PROJICI' P1425
WO # - 1148518
Storm Water Permit SW8 080301
Modification Application
(Rev. 1)
November 1, 2012
1, Naval Facilities Eryjinccring Command
NAVFAC MID-A7'LAN'1'IC A
MCNC IN'r - 1 Ov 0 1 2012

Submittal includes:
• P-1425 Project: Narrative Stormwater Permit
Application
• NOAA Precipitation Frequency Charts, Stones Bay
• Existing Infiltration Basin (6) Supplement and
Calculations
• Proposed Infiltration Basin (6) Supplement and
Calculations
• Level Spreader — Vegetated Filter Strip (LS-VFS)
Supplement
• Watershed / Pond Routing Model

NARRATIVE
The purpose of FY-13 MILCON Project P-1425 is to upgrade the existing Small Arms Range at
the Special Operations Training Ground, MCB Camp LeJeune, NC with improved ballistic
capabilities and enhanced safety measures. The project is located at the end of Dr George
Washington Carver Street in the Stone Bay area of Camp Lejeune Marine Corps Base,
Jacksonville, North Carolina. Refer to P-1425 Storm Water & Erosion -Sedimentation Control
Plan, sheet G-001 for Vicinity and Location maps.
1.1 EXISTING CONDITIONS
The range site is approximately 0.68 acre (approx.) that is bordered by dense trees along the
western, southern and eastern boundaries. A large clear zone is present to the north east and
small buildings are located along the northern perimeter. Wetlands exist within five hundred feet
of the south eastern border.
The existing range construction consists of two timber containment walls, stabilized by steel
connecting plates, concrete foundations and steel tie -back system, into 10-foot high earthen
berms running along the outside of the north and south containment walls. The range floor is
comprised of gravel and there a steel "bullet trap" structure is located at the back end of the
range, resting on a concrete slab and foundation. The existing terrain is graded to channel storm
water runoff from the north and east sides of the range to swales leading to Infiltration Basin # 6
for treatment.
1.2 DEMOLITION
The existing facility will be demolished and properly disposed of in accordance with all Federal,
State and local guidelines. Prior to any demolition, construction entrances shall be installed in
accordance with NCDENR requirements. All steel, timber and concrete structures will be
completely demolished and hauled away. The earthen berm material will be excavated to the
appropriate local grade, transported and deposited to a nearby stock pile location. Refer to Refer
to P-1425 Storm Water & Erosion -Sedimentation Control Plan sheets for location and details.
1.3 NEW SITE WORK
The new range facility includes new concrete foundations, slabs and pavement corridor. The
corridor will be crowned with a +1% grade down the middle to shed storm water runoff to the
range walls on the north and south sides. A new Overhead Baffle System will be constructed
that includes: structural steel columns/frames, high velocity ballistic panels suspended from the
walls / ceiling and a new steel projectile containment / ventilation system will be constructed at
the back end of the range. Two steel canopies will be erected on either side of the range
entrance, to provide shelter for weapons loading and unloading. Drain ports (scuppers) will be
installed along the floor line of the ballistic paneled walls to accommodate storm water runoff.
The surrounding site will be positively graded such to allow for "sheet drain" (over -land flow)
runoff without causing erosion.
N�OV 0 1 2012

1.4 ENVIRONMENTAL PERMITTING
A field survey conducted by NAVFAC personnel in January 2012 concluded the total permitted
drainage area for Infiltration Basin #6 in Storm Water Permit SW8 080301 was in error.
NAVFAC contacted AECOMM (formerly EarthTech, the Engineer of Record) and their review
confirmed NAVFAC's findings.
Infiltration Basin #6 was designed to accommodate a future gravel lot to be constructed east of
the existing Small Arms Range. This lot was never constructed and NAVFAC is requesting a
portion of the proposed gravel lot's impervious area be re -allocated to the proposed new Small
Arms Range that is to be constructed next calendar year. The below table outlines our intent and
provides specific details for this request.
Nomenclature
2008 Design Data
2012 Re -Allocation Date
Total Drainage Area:
15,472
29,621
Proposed Impervious Area:
12,194
7,848
Available Future Imperious Area:
0
5,138
Total Impervious Area:
12,194
7,848
Proposed Percent Impervious:
79%
26%
Basin 6 Design Capacity (CF):
3,400
3,400
Proposed Capacity Used (CF):
3,383
1,996
Remaining Capacity (%):
> 1 %
—24%
Available Future Capacity (CF):
17
800
Impervious Treatment, Old Range (SF):
3,505
Impervious Treatment, New Range (SF):
4,946
The existing range was originally constructed in 1985/86 and complies with existing federal and
state storm water requirements. This proposed design uses approximately 76% of Infiltration
Basin No. 6's storage capacity and could accommodate some future Impervious expansion; however
the existing Level Spreader will not this. Please refer to the P-1425 Storm Water & Erosion -
Sedimentation Control Plan, the Infiltration Basin Supplement, Level Spreader Supplement and
associated stormwater calculations enclosed with this submittal.
RECEIVED
NOV 0 1 Z012
BY:-----

2.0 STORM DRAINAGE / STORMWATER MANAGEMENT
Refer to P-1425 Storm Water & Erosion -Sedimentation Control Plan sheets
2.1 SITE RUNOFF
All paved surfaces and grading will be constructed to prevent water pooling and encourage sheet
flow runoff. Final site grading along the northern wall will be at +1.0% (+/- 0.5%) and 2% to
3.5% along the east side and southern wall. The floor slab will be constructed with a +1.0%
crown down the middle to shed runoff to the walls and scuppers will be placed along the both
walls at floor level to transport runoff into rock -filled receiving basins to reduce flow velocities
and minimize erosion. Runoff from the north and east sides will sheet flow to the existing
swales and transported to Infiltration Basin #6 for treatment. Runoff from the south side will
sheet flow off site as before.
2.2 STORM DRAINAGE
Rainfall intensity values are taken from Regional IDF Curves (Sneads Ferry) as follows:
Time of Concentration = 5 min. (conservative)
Rainfall Intensity = 3.64"/hour 1-year 24-hour storm
Rational Runoff Coefficients (C) are taken from the North Carolina Department of
Environmental Resources as follows:
Asphalt: 0.95
Concrete: 0.95
Gravel: 0.95
Lawns, sandy soil 0.15
Wooded 0.15
2.3 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The existing BMP (Infiltration Basin 6) is designed to treat the first 1.5" of impervious runoff
within the watershed for a l-year, 24-hour storm event. It has a storage capacity of 3,400 cubic -
feet; of which the new range will produce an additional 2143 cubic -feet of runoff. Draw -down
time is calculated to be 6.4 hours.
NOV 0 1 2012

Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Sneads Ferry, North Carolina,
t US* 1�
Icy ; Coordinates: 34.5846,-77.4410
V� Elevation: Oft*
source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, S. Lin, T_ Parzybok, M.Yekta, and D. Riley
NOM, National Weather Service, Silver Spring, Maryland
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
1
2
5
10
25
50
100
200
500
1000
5.92
7.01
8.18
9.14
10.3
11.2
12.1 T
13.1
14.2
15.2
5-min
(5.50 6.41)
(6.50 7.57)
(7.57 8.82)
(8.44 9.85)
1 (9.48 11.1)
1 (10.3 12.1)
1 (11.1 13.1)
1 (11.8 14.1)
1 (12.7 15.4)
1 (13.5 16.5)
4.72
5.60
6.55
7.31
8.23
8.95
9.as
1o.3
11.3
12.0
10-min
(4.39 5.11)
1 (5.21 6,05)
1 (6.06 7.06)
1 (6.75 7.88)
1 (7.56 8.85)
1 (8.18 9.63) 11
(8.78 10.4)
1 (9.37 11.2)
1 (10.1 12.2)
(10.6 13.0)
3.94
4.70
5.52
6.16
6.96
7.66
8.13
8.70
9.44
10.0
15-min
(3.66 4.26)
1 (4.36 5.07)
1 (5.11 5.95)
1 (5.69 6.64)
1 (6.39 7.48)
1 (6.91 8.13)
1 (7.40 8.76)
1 (7.88 9.40)
1 (8.46 10.2)
1 (8.89 10.9)
2.70
3.24
3.92
4.47
5.15
5.69
6.23
6.77
7.51
8.10
30-min
(2.51 2.92)
(3.01 3.50)
(3.63 4.23)1
(4.12 4.81)
1 (4.73 5.54)
1 (5.20 6.12)
1 (5.67 6.71)
(6.13 7.31)
(6.73 8.13)
(7.20 8,80)
1.68
2.04
2.52
2.91
3.43
3.85
4.29
4.76
6.39
5.91
60-min
(1.56 1.82)
1 (1.89 2.20)
1 (2.33 2.71)
(2.69 3.13)
(3.15 3.69)
(3.53 4.15)
1 (3.91 4.62)
(4.30 5.13)
(4.83 5.83)
(5.25 6.42)
1.03
1.25
1.69
1.87
2.27
2.60
2.95
3.34
3.88
4.34
2-hr
(0.954 1.11)
1 (1.16 1.35)
1 (1.47 1.71)
1 (1.73 2.01)
1 (2.08 2.44)
1 (2.37 2,79)
1 (2.68 3.18)
(3.00 3.59)
(3.46 4.19)
(3.84 4.70)
0.738
0.898
1.16
1.36
1.67
1.93
2.22
2.54
3.01
3.41
3-hr
(0.686 0.798)
(0.835 0.973)
(1.06 1.24)
(1.25 1.47)
1 (1.53 1.80)
1 (1.76 2.08) 11
(2.01 2,40)
(2.27 2.74)
1 (2.66 3,25)
1 (2.98 3.70)
0.461
0.548
0.701
0.834
1.03
1.19
1.38
1.58
1.88
2.14
6-hr
(0.417 0.492)
(0.506 0.599)
(0.644 0.765)
(0.764 0.908)
(0.934 1.11)
1 (1.08 1.30)
1 (1.23 1.49)
1 (1.40 1.71)
1 (1.64 2.04)
0.264
0.321
0.413
0.493
0.611
0.715
0.830
0.959
1.15
1.32
12-hr
(0.242 0.292)
(0.293 0.354)
(0.376 0.454)
(0.447 0.543)
(0.550 0.671)
(0.639 0.782)
(0.736 0.907)
(0.840 1.05)
(0.994 1.26)
(1.12 1.45)
0.152
0.185
0.239
0.286
0.354
0.415
0.482
0.557
0.870
0.767
24-hr
(0.139 0.167)
(0.170 0.203)
(0.219 0.262)
(0.260 0.312)
(0.321 0.388)
(0.372 0.453)
(0.428 0.526)
(0.488 0.609)
(0.576 0.735)
(0.650 O.B47)
0.088
0.107
0.137
0.163
0.203
0.238
0.276
0.319
0.385
0.442
2-day
(0.080 0.098)
(0.097 0.118)
(0.124 0.152)
(0.147 0.181)
(0.182 0.224)
(0.211 0.263)
(0.243 0.305)
(0.277 0.354)
(0.327 0.429)
(0.369 0.495)
0.062
0.075
0.096
0.114
0.140
0.163
0.188
0.215
0.259
0.296
3-day
(0.057 0.069)
(0.069 0.083)
(0.087 0.106)
(0.103 0.125)
(0.126 0.154)
(0.145 0.179)
(0.166 0.207)
(0.188 0.238)
(0.221 0.287)
(0.249 0.331)
0.049
0.069
0.076
0.089
0.109
0.125
0.144
0.164
0.195
0.223
4•day
(0.D45 0.054)
(0.054 0.066)
(0.069 0.083)
(0.081 0.098)
(0.098 0.119)
(0.112 0.138)
(0.127 0.158)
(0.143 0.180)
(0.168 0.216)
(0.189 0.249)
0.032
0.0397F
0.049
0.067
0.069
0.080
0.090
0.102F
0.119
0.133
7-day
(0.030 0.036)
(0.036 0.043)
(0.045 0.054)
(0.052 0.063)
(0.063 0.076)
(0.072 0.087)
(0.081 0.099)
(0.090 0.112)
(0.104 0.131)
(0.115 0.148)
0.026
0.030
0.037
0.043
0.052
0.059
0.067
0.075
0.087
0.097
10-day
(0.023 0.028)
(0.028 0.033)
(0.034 0.041)
(0.040 0.047)
(0.047 0.057)
(0.054 0.065)
(0.060 0.073)
(0.067 0.082)
(0.076 0.096)
(0.084 0.107)
0.017
0.020
0.024
0.028
0.033
0.037
0.041
0.046
0.052
0.057
20-day
(0.015 0.018)
(0.018 0.021)
(0.022 0.026)
(0.026 0.030)
(0.030 0.035)
(0.034 0.040)
(0.037 0.045)
(0.041 0.050)
(0.046 0.057)
(0.050 0.063)
0.014
0.016
0.020
0.022 7F
0.026
0.029
0.032
0.035
0.039
0.042
30-day
(0.013 0.015)
(0.015 0.017)
(0.018 0.021)
(0.021 0.024)
(0.024 0.028)
(0.027 0.031)
(0.029 0.034)
(0.032 0.038)
(0.035 0.042)
(0.038 0.046)
0.011
0.014
0.016
0.018
0.021 IF
0.024
0.026
T 0.029
0.032
0.035
45-day
(0.011 0.012)
(0.013 0.015)
(0.015 0.018)
(0.017 0.020)
(0.020 0.023)
(0.022 0.026)
(0.024 0.028)
(0.026 0.031)
(0.029 0.035)
(0.031 0.039)
0.010
o.o12
o.014
0.016
O.o19
0.020
0.022
o.624
0.027
0.029
60-day
(0.010 0.011)
(0.012 0.013)
(0.014 0.016)
(0.015 0.017)
(0.017 0.020)
(0.019 0.022)
(0.021 0.024)
(0.022 0.026)
(0.024 0.029)
(0.026 0.931)
cipitation frequency (PF) estimates in this table are based on frequency analysis of partial duraton series (PDS).�aj
iTbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for as given
Fduratlon
and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at up or bgyOQ{ Iaryinol chi(44�,g,agains
http://hdse:nws.noaa.gov/hdse/pfds/pfds_printpage.html?Iat=34.5846&Ion=-77.4410&data=intensity&units=english&sores=pds[l l/1/2012 8;2

Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Sneads Ferry, North Carolina,"
US'
Coordinates: 34.5846,-77.4410
Elevation: Oft'''.;,
' source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Veda, and D. Riley
NOM, National Weather Service, Silver Spring, Maryland
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Duration
Average recurrence Interval(years)
1
2
5
10
25
50
100
����
200
500
1000
0.493
0.584
0.682
0.762
5-mIn
0.861
0.936
1.01
1.09
1.19
1.27
(0.458 0.534)
(0.542 0.631)
(0.631 0.735)
(0.703 0,821)
(0.790 0.926)
(0.857 1.01)
(0.922 1.09)
(0.985 1.18)
(1.06 1.28)
0.787
0.934
1.09
1.22
1.37
1.49
1.61
1.72
1.88
1.99
10-mIn
(0.732 0.852)
(0.868 1.01)
1 (1.01 1.18)
1 (1.13 1.31)
1 (1.26 1.48)
(1.36 1.61)
(1.46 1.73)
(1.Sfi 1.86)
(1.68 2.03)
(1.77 2.16)
0.984
1.17
1.38
1.54
1.74
1.89
2.03
2.18
2.36
2.60
15-mIn
(0.915 1.07)
1.35
1 (1.09 1.27)
1.62
1 (1.28 1.49)
1.96
1 (1.42 1.66)
2.23
1 (1.60 1.87)
2.58
1 (1.73 2.03)
2.84
(1.85 2.19)
3.12
(1.97 2.35)
3.39
(2.12 2.56)
3.76
(2.22 2.72)
4.05
30-mIn
(1.25 1.46)
(1.51 1.75)
(1.82 2.12)
(2.06 2.41)
(2.37 2.77)
(2.60 3.06)
(2.84 3.36)
(3.07 3.66)
(3.37 4.07)
(3.60 4.40)
1.68
2.04
2.52
2.91
3.43
3.86
4.29
4.75
5.39
5.91
60-min
(1.56 1.82)
(1.89 2.20)
(2.33 2.71)
(2.69 3.13)
(3.15 3.69)
(3.53 4.15)
(3.91 4.62)
(4.30 5.13)
(4.83 5.83)
(5.25 6.42)
2.06
2.60
3.17
3.74
4.53
5.20
5.91
6.67
7.76
8.69
2-hr
(1.91 2.21)
(2.32 2.70)
(2.94 3.42)
1 (4.16 4.88)
(4.74 5.59)
(5.35 6.36)
(6.00 7.18)
(6.92 8.37)
(7.68 9.40)
2'22
F 3.44
5.01
5.81
6.67
7.63
9.03
70.2
3-h7r
(2.06 2.40)
1 (3.19 3.72)
1 (4.59 5.40)
(5.28 6.26)
(6.03 7.19)
(6.83 8.22)
(7.98 9.76)
(8.95 11.1)
2.70
3.28
4.20
4.99
6.14
7.14
8.24
9.45
11.2
12.8
6-hr
(2.50 2.95)
(3.03 3.59)
(3.86 4.58)
(4.58 5.44)
(5.59 6.67)
(6.45 7.75)
(7.38 8.93)
(8.37 10.2)
(9.83 12.2)
(11.1 13.9)
3.18
3.87
4.97
6.95
7.37
8.62
10.0
11.6
13.9
16.9
12•hr
(2.91 3.51)
1 (3.53 4.27)
1 (4.53 5.47)
1 (5.39 6.54)
1 (6.63 8.08)
(7.70 9.43)
(8.86 10.9)
(10.1 12.6)
(12.0 15.2)
(13.5 17.4)
3.64
4.43
6.73
6.84
8.61
9.95
11.6
13.4
16.1
18.4
24-hr
(3.35 4.01)-
(4.07 4.88)
(5.26 6.29)
(6.25 7.50)
(7.70 9.30)
(8.92 10.9)
(10.3 12.6)
(11.7 14.6)
(13.8 17.6)
(15.6 20.3)
4.24
5.13
6.59
7.84
9.74
17.4
13.3
15.3
18.5
21.2
2-day
(3.86 4.69)
(4.67 5.68)
(5.97 7.29)
1 (8.72 10.8)
(10.1 12.6)
(11.7 14.7)
(13.3 17.0)
(15.7 20.6)
(17.7 23.8)
4.48
6.42
6.92
8.19
10.1
11.7
13.5
15.5
18.6
21.3
3-day
(4.08 4.95)
(4.93 5.99)
(6.28 7.64)
(7.40 9.03)
(9.05 11.1)
(10.4 12.9)
(11.9 14.9)
(13.5 17.2)
(15.9 20.7)
(17.9 23.8)
4.72
5.70
7.25
8.54
10.4
12.0
13.8
15.7
18.8
21.4
4-day
(4.30 5.20)
(5.20 6.30)
(6.59 7.99)
(7.73 9.40)
(9.38 11.4)
(10.8 13.2)
(12.2 15.2)
(13.8 17.3)
(16.2 20.8)
(18.2 23.9)
5.45
6.57
8.26
9.65
11.7
13.4
16.2
17.1
20.0
7 -day
22.4
(5.01 5.97)
1 (6.03 7.18)
(7.56 9.03)
1 (8.81 10.5)
1 (10.6 12.7)
(12.1 14.6)
(13.6 16.6)
(15.2 18.8)
(17.4 22.0)
6.05
7.26
8.99
10.4
12.6
14.2
16.1
18.0
20.9
23.2
10-day
(5.57 6.63)
1 (6.68 7.95)
1 (8.26 9.84)
1 (9.54 11.4)
1 (11.4 13.6)
(12.9 15.5)
(14.4 17.5)
(16.0 19.7)
(18.3 23.0)
(20.1 25.7)
8.01
9.63
11.6
13.3
15.7
17.7
19.8
22.0
25.1
27.6
20-da y
(7.43 8.67)
(8.84 10.3)
(10.7 12.6)
(12.3 14.4)
(14.4 16.9)
(16.1 19.1)
(17.9 21.4)
(19.7 23.8)
(22.2 27.4)
(24.1 30.3)
9.86
11.7
14.1
16.0
18.6
20.7
22.8
25.1
28.1
30.6
30-day
(9.22 10.6)
(11.0 12.6)
(13.2 15.1)
(14.9 17.1)
(17.3 20.0)
(19.1 22.2)
(21.0 24.6)
(22.9 27.0)
(25.4 30.5)
(27.3 33.2)
12.4
14.7
77.5
19.8
23.0
25.6
28.3
31.1
35.0
45-day
38.1
(11.5 13.4)
(13.7 15.9)
(16.3 18.9)
(18.4 21.4)
1 (21.2 25.0)
(23.6 27.8)
(25.9 30.8)
(28.2 33.8)
(31.3 38.2)
(33.7 41.8)
15.0
17.7
20.9
23.4
26.8
29.5
32.2
34.9
60-day
38.6
41.4
(14.1 16.1)
(16.6 19.0)
(19.5 22.3)
(21.9 25.0)
(24.9 28.7)
(27.4 31.5)
(29.7 34.5)
(32.1 37.5)
(35.1 41.7)
(37.4 45.0)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration sense (PDS).
77�"''``F�T'vED
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that preci itaB'Uortrfr�quencslltimates ((or a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Esti ates atlupper lloulds'melltot
h4://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=34.5946&Ion=-77.4410&data=depth&units=cnglish&series-pds[I I/I/2012 8: 9251)

Existing Infiltration Basin (6) Supplement and
Calculations
Submitted by Earth Tech:
"Special Operations Training Ground at Stone Bay, Marine Corps Base,
Camp LeJeune, North Carolina"
2008
N0V 0 1 zw

Permit
(to be provided by DWO)
��� �U4 W n rEH
STORMWATER MANAGEMENT PERMIT APPLICATION FORM a�E
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT'.INFORMATION
Project Name
USMCB Camp Lejeune- S.O.T.G.
Contact Person
Bryan M. Dick, PH
Phone Number
919-854-6252
Date
4/18/2008
Drainage Area Number
6
11. DESIGN INFORMATION
Site Characteristics
Drainage area
15,472.00
R'
Impervious area
12,194.00
gZ
Percent impervious
0.79
Design rainfall depth
3.7
in
Peak Flow Calculations
Is prelpost control of the l-yr 24-hr peak Bow required?
Y
(Y or N)
1-yr, 24-hr runoff depth
3.7
in
I-yr, 24-hr intensity
0.9
irdhr
Pre -development 1-yr, 24-hr runoff volume
Hi
ft'lsec
Post -development 1-yr, 24-hr runoff volume
0 09
ft'/sec
Pre/Post 1-yr, 24-hr peak Bow control
0.1
fl'Isec
Storage Volume: Non -SR Waters
Minimum design volume required
ft'
Design volume provided
fit,
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom SA
3.7 in
239 tt'
3622 tt'
3383 it
3,400 it
Baymeade
2.61 in/hr
1880 fmsl
0.27 days
4 1
2090 fmsl
22.10 fmsl
22.50 fmsl
67 It
36 It
2,435 fit'
OK
OK
OK
N0V 0 1 2012
Form SW401-InGttmtion Basin-Rev.1 Parts 1. a 11. Design Summary, Page 1 of 2

Additional Information
Total runoff volume captured by basin
0.93
ac-in
OK
Length of vegetative filter for overflow
50
it
OK
Distance to structure
122
it
OK
Distance from surface waters
80
it
OK
Distance from water supply well(s)
NA
it
OK
Separation from impervious soil layer
NA
it
OK
Naturally occuring soil above shwt
1.7
it
OK
Bottom covered with 4-ln of clean sand?
N
(Y or N)
OK
Recorded drainage easement provided?
NA
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Pretreatment device provided
Y
Permit No.
(to be provided by DWO)
Nov 0 1 2012
Form SW401-Infiltration Basin-Rev.1 Parts I. & II. Design Summary, Pape 2 of 2

Infiltration Basin 6
Dmin a Area (So
15472
Imp Area so 1
12194
A Drainage Area Ac
0.355198
(Is) Imp Fraction
0.79
(Ro)Rainfall Depth Per State SWP(in)
3.7
Designed By: BMD
Date: 4/18/2008
Step 1: Determine Runoff Volume
Simple Method
a.
Rv=.OS+.9(Ia)
=Rv(post)=05+.967
=
0.76
Rv(pre)=.05+.9.0
=
005
V=3630xRDxRpxA
b
Post
V=3630'37*0.76'.3552
V (Post) =
3622 of
Pre
V=3630'3.7'0.05'.3552
V (Pre)=
239 cf
Min. Treatment Vol Post - Pre=
3384d
Treatment Vol in Ac-in
0.93 ac-in
Step 2: Determine Surface Area- Min.
K Infiltration Rate
in/hr
2.61
T Intended Days to Infiltrate(days)
2
a.
= A=3384/(2'(3.66'2))
Mln SA of Basin =
324.1 sf
A =
a*<x*r)
Step 3. Determine Dimensions
Design Storage Elevation
22.10
Flow Spider - Inlet Elevation
22.30
Bottom Elevation
2090
Flow Splitter- Bypass Flow Oullel
21.60
Flow Splitter- Outlet to Basin Elev.
21.60
Top of Berm Elevation
22.50
Max Excavation Depth
-0.33 ' Must set invert to min of 0.4 above existing
Storage Depth
1.20
Surface Area Required (Avg of Top and
Bottom SA)
2820
Target Area
2820 sf
Top Width @ Storage Elev
43.6
Top Length @ Storage
14.1
Actual Area Top =
3231 sf
Bottom Width
36.4
Bottom Length
66.9
Actual Area Bottom =
2435 at
Avg Surface Area =
2833 sf
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
O from Infiltration: 'O is actually the Darcian Flow Rate Area (so (K) in/hr O (Infiltration) = 0.15 cfs
Q=A-(K)- Conversion = cfs 2435 261
Example Calculation of Q: Surface rea=4556 sf (K)=3.94in/hr
3.94in lfr Ihr
4556 sf --=0.42cfs
hr 12in 3600s
DraN Drawdown Time for Design Vol
Volume O Hours oays
Example Calculation: Q = 0.42cfs V = 3458cf 3400 0.16 9.a o.z7
V 3458fP Is Ihr
3 •=2.lhrs=.089days
Q l 0.42 fi 3600s
NOV 0 1 2012

Proposed Infiltration Basin (6) Supplement and
Calculations
Submitted by Naval Facilities Engineering Command, Mid -Atlantic
(NAVFAC MIDLANT):
P-1425 Overhead Baffle at Small Arms Range, Square Bay
Marine Corps Base Camp LeJeune, Jacksonville, NC"
2012
NGv 01 NQ

Infiltration Basin 6
Development
Pip Pnst
DrainfleArea S
29621
1 29621
CURRENT Imp Areas
4,558
1 7,84
FUTURE Imp Areas
0
A Drainage Area Ac
0.68
0.68
(IA) Imp Fraction
0.15
0.26
(Ro)Rainfall Depth Per State
SWP in
3.64
3.64
Step 1: Determine Runoff Volume
Simple Method
Designed By: GLP
Date: 10/17/2012
a. Runoff Coefficient Rv= 0.05+0.9'h
= 0.05+ Off '(0.284/0.680)
= 0.43
b. 1.5' Runoff Volume Vis.= 3630'Ro Rv'A
= 3630'1.5'0.05'.68
= 1576,87 cf
c Runoff Volume Rv=Rv(post)=.05+.9'Ip
= 0.29
Rv(pre)= 05+.9'h
= 0.19
cL \ Post V=3630'3.64'0.76'.68 V (Post) =
2592 cf
l Pre V=3630-3.64-0.05'.68 V (Pre) =
449 cf
Min. Treatment Vol(Post •Pre o
2143 c/
Treatment Vol in Ac-in
0.59 ac-m
Step 2: Determine Surface Area. Min,
K Infiltration Rate in/hr 261
IT Intended Days to Infiltrate (days) 2
a.
Step 3. Determine Dimensions
Elevation 22.10
i 20.90
= A=1959/(2'(3.66'2))
Flow Splifter- Inlet Elevation
Flow Splitter - Bypass Flow OuOi
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev 430 Top Length @ Storage Elev
Bottom Width 364 Bottom Length
4. Calculation of Volumetric Flow Rate of Infiltration and Drawtlown
O from infiltration: 'O is actually the Darcian Flow Rate
Drawdown Time for Treatment Volume
Avg Desired Width for Basin 40 ff Length=SAAvidth
Top SA
Adjustments for Top and Bottom z:1 = 3 Vert Distance = 0.6
T20
1.20
1785
74.1
66.9
Min SA of Basin= 205.2 sf
Target Area 1785 at
Actual Area Top = 3231 st
Actual Area Bottom = 2435 sf
Avg Surface Area = 2833 sf
Area (sf) (K)in/hr 0(infiltration)= 0.15 c/s
2435 2.61
Drawtlown Time for Design Vol
Volume c O Hours Da
3400 0.16 6.4 0.27
45 If
Offset in Horizontal =
CFIVED
NOV 0 1. 2012
1.8
3.6

Watershed / Pond Routing Model
NOV 0 1 2012

Hydraflow Table of Contents
Exist Basin 6.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Thursday, Nov 1, 2012
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport ......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post Development................................................................. 4
Hydrograph No. 2, Reservoir, Basin #6 Routing...................................................................... 5
Pond Report - Existing Infiltration Basin#6......................................................................... 6
2 - Year
SummaryReport ......................................................................................................................... 7
HydrographReports................................................................................................................... 8
Hydrograph No. 1, SCS Runoff, Post Development................................................................. 8
Hydrograph No. 2, Reservoir, Basin #6 Routing...................................................................... 9
10 -Year
SummaryReport ....................................................................................................................... 10
HydrographReports................................................................................................................. 11
Hydrograph No. 1, SCS Runoff, Post Development............................................................... 11
Hydrograph No. 2, Reservoir, Basin #6 Routing.................................................................... 12
100 - Year
SummaryReport ....................................................................................................................... 13
HydrographReports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, Post Development............................................................... 14
Hydrograph No. 2, Reservoir, Basin #6 Routing.................................................................... 15
OFReport.................................................................................................................. 16
M1_
NUV U 1 2012

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D02010 by Autodesk, Inc. v9.25
gyl origin Description
SCS Runoff Post Development
2 Reservoir Basin #6 Routing
1._
FIVED
LNOV 0 1 2012
13Y:----
Project: Exist Basin 6.gpw
Thursday, Nov 1, 2012

2
Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCAD @ Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow lets)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
0.760
1.153
-----
-------
2.498
---- --
--- ---
5.370
Post Development
2
Reservoir
1
0.025
0.120
---- --
-----
1.480
------
----
4.633
Basin #6 Routing
��.��VFD
NUV 0 2012
Proj. file: Exist Basin 6.gpw
Thursday, Nov 1, 2012

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.760
3
726
2,670
--
--
---
Post Development
2
Reservoir
0.025
3
1068
958
1
21.61
2,014
Basin #6 Routing
s s FD
NOV p 1 2012
gY:
Exist Basin 6.gpw
Return Period: 1 Year
Thursday, Nov 1, 2012

4
Hydrograph Report
HydraOow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Peak discharge
= 0.760 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 3 min
Hyd. volume
= 2,670 cuft
Drainage area
= 0.680 ac
Curve number
= 71*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 3.64 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.180 x 98) + (0.500 x 61)] / 0.680
0 180
Hyd No. 1
Post Development
Hyd. No. 1 -- 1 Year
360 540 720 900 1080
1260 1440
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1620
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Aulodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 2
Basin #6 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.025 cfs
Storm frequency
= 1 yrs
Time to peak
= 1068 min
Time interval
= 3, min
Hyd. volume
= 958 cuft
Inflow hyd. No.
= 1 - Post Development
Max. Elevation
= 21.61 ft
Reservoir name
= Existing Infiltration Basin #6
Max. Storage
= 2,014 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 180 360
Hyd No. 2
Basin #6 Routing
Hyd. No. 2 -- 1 Year
540 720 900
— Hyd No. 1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1080 1260 1440 1620 1800 1980 2160
® Total storage used = 2;0]4.cuft Time (min)
! Rr-! `x7' FIVED
NOV 0 1 2012
i
t3Y:

Pond Report s
Hydraflow Hydrographs Extension for AutoCAO® Civil 3DO 2010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Pond No. 1 - Existing Infiltration
Basin #6
Pond Data
Pond storage is based on user -defined
values.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 20.90
n/a
0
0
1.20 22.10
n/a
3,400
3,400
1.60 22.50
We
1,121
4,521
Culvert / Orifice Structures
Weir Structures
[A]
[Bl
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft)
= 2.92 0.00
0.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 21.60 0.00
0.00
0.00
No. Barrels = 0
0
0
0
Weir Coeff.
= 3.330.00 3.33
3.33
3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= Rect ---
---
---
Length (ft) = 0.00
0.00
0.00
0.00
Multistage
= No No
No
No
Slope (%) = 0.00
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 2.610.000 (by Wet area)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: CUNeNOMILe oualo are analyzed under Inlet (Ic) and outlet (w) control. Weir risers checked for onrice wnJitions (Ic) and submergence (a).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation CIvA
Ch,B CIvC PrfRsr WrA
WrB WrC WrD Exfil User
Total
ft
cult
ft cfs
cfs cfs cfs cfs
cfs cis cfs cfs cfs
cfs
0.00
0
20.90 ---
--- -- --- 0.00
--- - --- 0.000 --
0.000
1.20
3,400
22.10 --
--- --- --- 3.44
--- -- --- 0.000 ---
3.438
1.60
4,521
22.50 --
-- --- --- 8.30
- 0.000 ---
8.302
VED
evd N12

Hydrograph Summary Report HydraBow Hydrographs Extension for AutoCAD®Civil 3DO2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.153
3
726
3,925
----
----
-----
Post Development
2
Reservoir
0.120
3
798
2,212
1
21.64
2,106
Basin #6 Routing
I
NOV 0 1 2012
(:3Y:
Exist Basin 6.gpw
Return Period: 2 Year
Thursday, Nov 1, 2012

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DV 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 3 min
Drainage area
= 0.680 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.43 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.180 x 98) + (0.500 x 61)] / 0.680
Q (Cfs)
2.00
1.00
w
0 180 360
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Development
Hyd. No. 1 -- 2 Year
540 720 900 1080
Thursday, Nov 1, 2012
= 1.153 cfs
= 726 min
= 3,925 cult
= 71"
= 0 ft
= 7.00 min
= Type III
= 484
Q (cfs)
2.00
1.00
0.00
1260 1440 1620
i TVED min)
R
NOV 0 1 2012
BY:

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 2
Basin #6 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.120 cfs
Storm frequency
= 2 yrs
Time to peak
= 798 min
Time interval
= 3 min
Hyd. volume
= 2,212 cuft
Inflow hyd. No.
= 1 - Post Development
Max. Elevation
= 21.64 ft
Reservoir name
= Existing Infiltration Basin #6
Max. Storage
= 2,106 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Basin #6 Routing
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
2.00
2.00
1.00
1.00
k
000
nnn
0 180 360
Hyd No. 2
540 720 900 1080 1260 1440 1620 1800 1980 2160
— Hyd No! 1 ® Total storage used = 2,];
.06 Time (min)
�.c � 7ED
I NOV 0 2012

10
Hydrograph Summary Report Hydraflow, Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
2.498
3
726
8,306
-----
--
----
Post Development
2
Reservoir
1.480
3
735
6,593
1
21.89
2,786
Basin #6 Routing
"=r FTVED
NOV 0 1 2012
Exist Basin 6.gpw
Return Period: 10 Year
Thursday, Nov 1, 2012

11
Hydrograph Report
Hydraftow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 3 min
Hyd. volume
Drainage area
= 0.680 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.84 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(0.180 x 98) + (0.500 x 61)] 10.680
Q (Cfs)
3.00
` 11,7
1.00
Post Development
Hyd. No. 1 -- 10 Year
0.00 ' ' ' ' '
0 180 360 540 720 900 1080
Hyd No. 1
Thursday, Nov 1, 2012
= 2.498 cfs
= 726 min
= 8,306 tuft
= 71*
= Oft
= 7.00 min
= Type III
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
1260 1440 1620
r"'EIVE ime (min)
i NOV 6 1 2012
1BY:

Hydrograph
Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 2
Basin #6 Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.480 cfs
Storm frequency
= 10 yrs
Time to peak
= 735 min
Time interval
= 3 min
Hyd. volume
= 6,593 cuft
Inflow hyd. No.
= 1 - Post Development
Max. Elevation
= 21.89 ft
Reservoir name
= Existing Infiltration Basin #6
Max. Storage
= 2,786 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Basin #6 Routing
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
000
nnn
0
180 360
Hyd No. 2
540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 1 Total storage used = 2,786 cut ED
ivi; v ZO12

13
Hydrograph Summary Report Hydraflow, Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(CIS)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
slrge used
(curt)
Hydrograph
Description
1
SCS Runoff
5.370
3
726
18,098
-----
-----
-----
Post Development
2
Reservoir
4.633
3
729
16,386
1
22.21
3,708
Basin #6 Routing
F IVED
i
i NOV 0 1 2012
1i3y:
Exist Basin 6.gpw
Return Period: 100 Year
Thursday, Nov 1, 2012

14
Hydrograph Report
HydraBow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Peak discharge
= 5.370 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 3 min
Hyd. volume
= 18,098 cult
Drainage area
= 0.680 ac
Curve number
= 71*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 11.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.180 x 98) + (0.500 x 61)]10.680
Q (cfs)
6.00
4914
4.00
3.00
2.00
1.00
0.00
0 180
Hyd No. 1
Post Development
Hyd. No. 1 -- 100 Year
360 540 720
Q (Cfs)
6.00
5.00
4.00
[t;Id11
Fa417
MR1111
-- 0.00
900 1080 1260 1440 1620
____-4ime (min)
NOV 0 1 2012

Hydrograph
•
Report
15
Hydrallow, Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Thursday, Nov 1, 2012
Hyd. No. 2
Basin #6 Routing
Hydrograph type
= Reservoir
Peak discharge
= 4.633 cfs
Storm frequency
= 100 yrs
Time to peak
= 729 min
Time interval
= 3 min
Hyd. volume
= 16,386 cult
Inflow hyd. No.
= 1 - Post Development
Max. Elevation
= 22.21 ft
Reservoir name
= Existing Infiltration Basin #6
Max. Storage
= 3,708 cuff
Storage Indication method used. Exfltration extracted from Outflow
Basin #6 Routing
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
— Hyd No. 2 — Hyd No. 1 ® Total storage used--3=7Q8 ayft`�lJ a (min)
I
�I NOV � 1 20,12

Hydraflow Rainfall Report
16
Hydra0ow Hydrographs Extension for AutoCADG Civil 3D®2010 by Autodesk, Inc. v9.25 Thursday, Nov 1, 2012
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--
2
69.8703
13.1000
0.8658
----
3
0.0000
0.0000
0.0000
------
5
79.2597
14.6000
0.8369
-----
10
88.2351
15.5000
0.8279
----
25
102.6072
16.5000
0.8217
---
50
114.8193
17.2000
0.8199
---
100
127.1596
IT8000
0.8186
---
File name: Sneads Ferry Precip Table. OF
Intensity = B I (Tc + D)AE
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
Preci . file name: O:\NC IPT NUCLEUS\ICivihH dra6ow\IDF\Pl425 SOTG. c
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.64
4.43
0.00
0.00
6.84
0.00
0.00
11.60
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
NoV o ? 2012

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
October 24, 2012
Commanding Officer
MCB Camp Lejeune
c/o Captain John Carson, Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 080301
Special Operations Training Ground (SOTG) - Overhead Baffle at Small
Arms Range Modification
Onslow County
Dear Capt. Carson:
Dee Freeman
Secretary
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for the Special Operations Training Ground (SOTG) to modify the Overhead Baffle
at the Small Arms Range on October 18, 2012. A preliminary review of that information has
determined that the application is not complete. The following Information is needed to continue
the stormwater review:
✓1. Please update the information presented in Section IV.1 of the application to be
consistent with the other application documents. Please be careful on the amount of
information presented in this section as too many specifics and numbers will require this
page to be updated when a number changes. This section is intended for only a brief
description of the project that usually covers the number and types of BMPs and
possibly a sentence describing the changes proposed with the modification.
/2. Please verify the percent of impervious area presented in Section IV.8 of the application
is correct.
/. Please verify the sum of the impervious areas presented in Section IV.10 of the
application and on various other application documents. The total BUA is presented as
12,385 sq. ft, however the sum of the BUA is 12,383 sq ft (5040 + 2208 + 5135).
V 4 Please ensure the information presented on the supplement is consistent with the
Information presented in the calculations. For instance, the bottom and top/storage
surface area for the infiltration basin is presented on the supplement as 2,450 and 2,848
sq. ft., respectively. However, the calculations appear to indicate that these same
surface areas (at the bottom and storage elevation) are 2,435 and 3,231 sq. ft.,
respectively.
V'5. Since the conditions of the drainage area to basin 6 are changing, please provide an
updated level spreader and filter strip supplement and associated calculations.
/
,/ 6. Due to the minor nature of these comments, the express additional information fee has
been waived for this request for additional information.
7. Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
NorthCarojina
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
Internet v .nmaterquality.org _
Natf/r llf/

Captain John Carson
October 24, 2012
Stormwater Application No, SW8 080301
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to November 2, 2012, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
C, t -t.\_� �
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2008 \080301 HD\2012 10 addinfo 080301
cc: Lee Pennypacker, Naval Facilities Engineering Command, Mid -Atlantic
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Wednesday, October 24, 2012 10:58 AM
To:
Thomas Bradshaw ([e-mail]) , 'Cu Rant, MaryAnn V CIV NAVFAC
MIDLANT, IPTNC';'[e-mail]'
Cc:
Russell, Janet
Subject:
request for additional info - SOTG Overhead Baffle mod
Attachments:
2012 10 addinfo 080301.pdf
All,
I have attached a pdf of the request for additional information for the SOTG permit (SW8 080301) modification for the
small arms range area. Please let me know ASAP if you have any questions as I will be on vacation starting around noon
on Friday and will be returning to the office on Weds.
Copies of this letter will also be sent in the mail.
Thanks,
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone:[phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Nelson, Christine
From:
Pennypacker, Granville CIV NAVFAC MIDLANT, CI [[e-mail]]
Sent:
Wednesday, October 17, 2012 1:41 PM
To:
Nelson, Christine; [e-mail]; Towler CIV David W; Hall, Rhonda
Cc:
DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject:
Camp LeJeune, S.O.T.G Stone Bay SW and ES permit Express Review
Attachments:
P1425 PERMIT _DWGS_C-301.pdf; P1425 SW -Mod narrrative and calcs.pdf; SW Mod
supplement.docx; P-1425 SSW-SWU-101-Application-20120806-DWQ-SPU.docx
Good Afternoon All,
I appreciate the time you gave yesterday afternoon to meet with Mary Ann and I and go over
the Express Storm Water and E-S Permit Review. I apologize again for the problem with plan
sheet C-301 and am forwarding you the revised sheet (showing all point elevations). Also
attached are the changes we talked about regarding the SW submittal. I hope the attached
files meet with your satisfaction. Please let me know if I missed anything or you need
additional information. Thanks again for your time.
Regards,
Lee
Granville "Lee" Pennypacker
NAVFAC MIDLANT, Capital Improvements
Hydrographics Division, BMCI43
9080 Virginia Avenue, Bldg CEP-188
Norfolk, Virginia 23511
[phone]; FAX: [phone]
North Carolina IPT
Lafayette River Annex
Bldg C. Room 2024
Norfolk, Virginia 23511
[phone]
granville.pennypacke(@navy.mil
1

De8o3o t
North Carolina Department of Environment and
AGFWA.
Natural Resources
NCDENR Request for Express Permit Review
For DENR Use ONLY
ONLY
Reviewer `.3 ��,�p �-.{.�1� '' � ��" 4
Submit: 1 0 — `(0
Time: 2 . Oa
deem,: l
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF rile) and vicinity map (same items expected in the applicatioi
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(&,ncdenr.00v
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee mcdenr.eov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or Patrick.propan(p ncdenr.gov
• Washington Region -Lyn Hardison 252-948-3842 or Ivn.hardisont7p ncdenr oov
• Wilmington Region -Janet Russell 910-796-7302 or ianetrussell(e)ncdenr.00v
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weavenPricdenr oov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of Reauesl
SW _
SW _
SW_
SW
SW_
Project Name: P1425 OVERHEAD BAFFLE AT SMALL ARMS RANGE, SQUARE BAY County: ONSLOW I Cc o�l'1
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28542
Phone: [phone], Fax: [phone], Email: carl:[e-mail] �Lz Av1
Physical Location:END OF DR. G. W. CARVER ST., SPECIAL OPERATIONS TRAINING GROUND AT STONE BAY (SQUARE BAY)
Project Drains into SA waters — Water classification NSW (for classification see-hfto://h2o,enr,state.nc.usibims/reports/reportsWB.html
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? Y, within''/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: LEE PENNYPACKER Company: NAVFAC MIDLANT MCNC IPT�+ �F�V�' D
Address: 6506 HAMPTON BLVD, LRA BUILDING C City: NORFOLK, State: VA Zip: 23508-1278
Phone: [phone]. Fax: [phone], Email: [e-mail] OCT U 4 2012
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 in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 1 #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 SIN 080301 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 1_4 acres to be disturbed.(CK It (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process wl US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
DENR use
Fee Split for multiple permits: (Check# ) TotalFeeAmount
SUBMITTAL DATES
Fee
i
SUBMITTAL DATES
Fee
LAMA
$
Variance I[]Maj; El Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
I
$
401:
$
LQS
I
$
Stream Deter,_
$
NCDENR EXPRESS June 2011

Russell, Janet
From: Pennypacker, Granville CIV NAVFAC MIDLANT, Cl [[e-mail]]
Sent: Thursday, October 04, 2012 1:32 PM
To: Russell, Janet
Cc: DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: Express SW & E-S permit application
Attachments: P1425 REQUEST FOR EXPRESS SW PERMIT MOD.docx
Good Afternoon Ms. Russell,
MaryAnn Durant and I would like to meet with you and your staff regarding an Express Permit
application for a Storm Water modification and apply for a new Erosion & Sedimentation
Permits. The proposed project is located in the Stones Bay section of US Marine Corps Base
Camp Lejeune, NC. If possible we would like to meet with you the afternoon of October 16 or
October 17. Please advise if this is acceptable or if another date/time would be more
suitable.
Regards,
Lee
Granville "Lee" Pennypacker
NAVFAC MIDLANT, Capital Improvements
Hydrogr'aphics Division, BMCI43
9080 Virginia Avenue, Bldg CEP-188
Norfolk, Virginia 23511
[phone]; FAX: [phone]
North Carolina IPT
Lafayette River Annex
Bldg C. Room 2028
Norfolk, Virginia 23511
[phone]
Rranville.pennypacke(@navv.mil'

OQ0.�o3o Sco��
(J 1 For DENR Use ONLY
Reviewer:
AGR North Carolina Department of Environment and Submit:q, ^� to P�
Natural Resources o
NCDENR Request for Express Permit Review Tons: 1 �--
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF rile) and vicinity man (same items expected in the application
ap ckaae of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(abncdenr.pov Enter Related \`,
Permits of Request `�'N1A
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.lee(ci ncdenr.gov
• . Mooresville & Winston Salem Region - Patrick Grogan 704-235.2107 or Patrick.groaan(dr cdenr clov SW _ 3o or 3
• Washington Region -Lyn Hardison 252-948.3842 or Am.hardison(aDncdenroov SW — 'I or 6
• Wilmington Region -Janet Russell 910-796-7302or ianetrussell(aancdenrgov Sill
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weaveric0ccienroov SW _
NOTE: Project application received after 12 noon will be stamped in the following work day. — 5
Project Name' P1425 OVERHEAD BAFFLE AT SMALL ARMS RANGE. SQUARE BAY -County: ONSLOW
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28542-_ .T
Phone: 91OA51-2213, Fax: [phone], Email: [e-mail]
Physical Location:END OF DR. G. W. CARVER ST., SPECIAL OPERATIONS TRAINING GROUND AT STONE BAY (SQUARE BAY)
Project Drains into SA waters — Water classification NSW (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? Y, within''/z mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: LEE PENNYPACKER Company: NAVFAC MIDLANT MCNC IPT RECEIVED
Address: 6506 HAMPTON BLVD, LRA BUILDING C City: NORFOLK, State: VA Zip: 23508-1278
Phone:[phone], Fax:[phone], Email: [e-mail] JUL 2' G 201Z
SECTION ONE: REQUESTING A SCORING MEETING ONLY
KE coping Meeting ONLY E DWQ, ElDCM, E DLR. ❑ OTHER: _ BY
ACTION TWO: CHECK ONLY THE PROGRAM IS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
251$tate Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
1l�/10 Low Density ❑ Low Density -Curb & Gutter It Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _# Treatment Systems E High Density -Infiltration _#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / E MOD:❑ Major ❑ Minor E Plan Revision ❑ Redev. Exclusion SW 080301 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
Quality E Erosion and Sedimentation Control Plan with 1 acres to be disturbed.(CK # (for DENR use))
THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes E No
Wetlands Delineation has been completed: ❑ Yes E No
US ACOE Approval of Delineation completed: ❑ Yes E No
Received from US ACOE ❑ Yes E No
For DE;NR
Fee Split for multiple permits: (Check# 1
Buffer Impacts: E No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes E No
404 Application in Process w/ US ACOE: ❑ Yes E No Permit
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
Los
$
Stream Deter,_
$
NCDENR EXPRESS June 2011

F�
PRE -DEVELOPMENT CONDITIONS
GROUND COVER
DESCRIPTION
RUNOFF COEFFICIENT. C
LAWN
0.15
0.15
PWOODS
ASHPALT
0.95
CONCRETE
0.95
ROOFS
1.00
AREA / COMPOSITE C FACTOR
AREA
NO.
TOTAL AREA
(ACRES)
AREA (ACRES)
C = 0.15
AREA (ACRES)
C = 0.95
COMPOSITE
C
DA-1
0.20
0.20
0.00
0.15
DA-2
0.46
0.36
0.11
0.33
DA-3
0.14
0.00
0.14
0.95
RUNOFF COEFFICIENT (SIMPLE METHOD); IMPERVIOUS
AREA
NO.
AREA
(ACRES)
IMPERVIUOS
AREA (IA)
RUNOFF COEFFICIENT (RV).
FOR FIRST 1.5'
DA-1
0.20
0.00
0.00
DA-2
0.46
0.11
10.22
DA-3
0.14
0.14
10.95
RUNOFF VOLUME (SIMPLE METHOD); V=3630*RD+RV*A
AREA
N0.
AREA
(ACRES)
RUNOFF (RV)
FIRST 1.5' (RD)
VOLUME (CF)
DA-1
0.20
0.00
0
DA-2
0.46
0.22
543
DA-3
0.14
0.95
698
TOTAL
0.66
0.22
543
24-HR RUNOFF VOLUME 0 (CFS); O=CCI*A
AREA
NO.
1-YR
2-YR
10-YR
100-YR
INCHES
3.64
4.42
6.83
11.50
DA-1
0.11
0.13
0.20
0.34
DA-2
0.56
0.68
1.05
1.76
DA-3
0.47
0.57
0.88
1.47

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CIVIL BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project is located at the end of Dr George Washington Carver Street in the Stone Bay area of
Camp Lejeune Marine Corps Base, Jacksonville, North Carolina. The project consists of
demolishing the existing small arms range facility and erecting a new one that incorporates
improved safety features. The project consists of civil earth works, structural demolition and
construction and site grading for improved storm water management.
1.2 EXISTING CONDITIONS
The 0.69 acre (approx.) project site is bordered by dense trees to the western, southern and
eastern boundaries. A large clear zone is present to the north east and small buildings are located
along the northern perimeter. Wetlands exist within five hundred feet of the south eastern
border.
Two earthen berms, stabilized by parallel timber containment walls on concrete foundations and
incorporating a steel tic -back network, make up the range's firing corridor. The floor of the
corridor is comprised of gravel and a concrete slab near the bullet trap. A steel structure and
ventilation system supported on structural concrete slab/foundations make up the bullet trap
apparatus. The terrain is graded to channel all site runoff to swales and ditches that lead into an
existing BMP.
1.3 DEMOLITION
The existing facility shall be demolished and properly disposed of in accordance with all Federal,
State and local guidelines. Prior to any demolition, construction entrances shall be installed in
accordance with NCDENR requirements. The earthen berm material will be excavated to the
surrounding local grade, transported and deposited to a nearby stock pile location. All steel,
timber and concrete structures shall be completely demolished and hauled away.
1.4 NEW SITE WORK
Prior to the commencement of any new construction, all subgrade improvements shall be
properly installed in accordance with design parameters. The range facility includes new
concrete foundations, slabs and corridor pavement. The corridor will be crowned with a 1 %
grade down the middle to shed storm water runoff. New structural steel and concrete panels will
be erected along each side of the corridor to form the range walls. Adequate drainage ports will
be constructed along the bottom of the walls to release runoff and prevent ponding. An
Overhead Baffle System and Bullet Trap Apparatus will be constructed from structural steel and
ballistic impact panels to ensure stray projectiles remain inside the facility and to absorb 100% of
the projectile's energy. An exhaust ventilation system will be installed to evacuate smoke and
fumes during live firing. At the range entrance, two canopies will be erected on either side of the
corridor to provide shelter for weapons load/unloading events. Beyond the shelters and outside
the range walls there will be benches to accommodate personnel waiting their turn to enter the
range. The site surrounding the facility will be graded to direct runoff away from the range. The
grass swale/ditch on the north side shall be regarded to transport runoff from the northern half of
the new range. On the south side, the runoff shall be sheet -drained overland as existing. All
"C IV +`) 3 1 P a g c
JUL 2 G niz
BY:

disturbed soil will be adequately graded and over -seeded to ensure proper erosion control
measures are observed.
1.5 ENVIRONMENTAL PERMITTING
Existing Stormwater Management and Sediment & Erosion Control permits are in place but will
need to be modified. The existing BMP (Infiltration Basin 6), constructed in 2008 t
accommodate a never constructed grave of has am c treatment capacity to accommodate the
planned do ' not rom the new range. A request to modity the existing storm water permit
(SW8 080301) will be submitted to NUUNER for consideration by the 3"d week of July 2012 and
is anticipated to be approved. Under this permit, the existing range sheds approximately 6,100
square -feet of untreated impervious runoff to the south. The new range will reduce the untreated
runoff by 400 square -feet and use approximately 59% of the BMP's treatment capacity.
2.0 STORM DRAINAGE / STORMWATER MANAGEMENT
2.1 SITE RUNOFF
Final site grading will be such to encourage sheet flow where practicable. The floor slab will be
constructed with a crowned down the middle with a 1% slope to either wall. Scuppers will be
placed along the floor to transport runoff to the outside of the range walls. Runoff on the north
side shall sheet flow to the improved swale/ditch and transported to Basin 6 for treatment.
Runoff from the southern wall will sheet flow off site as before. All paved surfaces and grading
shall be constructed to prevent pending and encourage sheet flow.
2.2 STORM DRAINAGE
Rainfall intensity values are taken from Regional IDF Curves (Sneads Ferry) as follows:
Time of Concentration = 5 min. (conservative)
Rainfall Intensity = 3.64"/hour I -year 24-hour storm
Rational Runoff Coefficients (C) are taken from the North Carolina Department of
Environmental Resources as follows:
Asphalt: 0.95
Concrete: 0.95
Gravel: 0.95
Lawns, sandy soil 0.15
Wooded 0.15
2.3 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The existing BMP (Infiltration Basin 6) is designed to treat the first 1.5" of impervious runoff
within the watershed for a 1-year, 24-hour storm event. It has a storage capacity of 3,400 cubic -
feet; of which the new range will produce 1959 cubic -feet of runoff. Draw -down time is
calculated to be 6.7 hours. Since the BMP's associated Level -Spreader is designed to hold the
discharged flow rate below 1 cubic feet per second (cfs), for a volume 70% greater than what is
being delivered by the range, it is anticipated it will be sufficient to meet this requirement will
not require additional enhancements. This will be confirmed and documented prior to
NCDNER's permit modification review.
- -.- REC +"IVED 4Page
JUL 2 0 2012
BY:�_