SW8110715_HISTORICAL FILE_20110812

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \ \0-115
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
L HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ZO11 U S 12
YYYYMMDD

Q��
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
August 12. 2011
Carl Baker, Deputy Public Works Officer
USMCB Camp Lejeune
Building 1005 Michael Road
MCB Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8110715
USMCB Camp Lejeune, Electric Supply Substation
High Density Commercial infiltration Basin Project
Onslow County
Dear Mr.Baker
Natural Resources
Dee Freeman
Secretary
The Wilmington Regional Office received a complete State Stormwater Management Permit Application for USMCB Camp Lejeune,
Electric Supply Substation on August 2, 2011. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 110715 dated August 12, 2011, for the construction, operation and maintenance of the BMP's and built -
upon area associated with the subject project.
This permit shall be effective from the date of issuance until August 12, 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.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an adjudicatory
hearing by filing a petition with the Office of Administrative Hearings (OAH). The petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of this permit. A petition is considered filed
when it is received in the Office of Administrative Hearings during normal office hours. The OAH accepts filings Monday through Friday
between the hours of 8:00 a.m. and 5:00 p.m., except for official state holidays. The petition may be filed by facsimile (fax) or
electronic mail by an attached file (with restrictions) - provided the signed original, one (1) copy and a filing fee (if a filing fee is required
by NCGS §1506-23.2) is received in the OAH within seven (7) business days following the faxed or electronic transmission. Unless
such demands are made this permit shall be final and binding. You should contact the OAH with all questions regarding the filing fee
and/or the details of the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings are:
6714 Mail Service Center, Raleigh, NC 27699-6714. Telephone [phone]. FAX [phone].
If you have any questions, or need additional information concerning this matter, please contact Chris Baker, at [phone].
Sincerely,
For Coleen Sullins, Director
Division of Water Quality
GDS/csb: S:1WQS1StormwatehPermits & ProjectsQ01 1\1 10715 Q011 08 permit 110715
cc: Michael L. Hoover, P. E., AECOM Technical Services, Inc.
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
NorthCarolina
Phone: [phone] FAX: [phone] Customer Service: 1-877 523-6748
Internet: vrxr,.nmaterquality,org Na u ral&

State Stormwater Management Systems
Permit No. SW8 110715
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
USMCB Camp Lejeune, Electric Supply Substation
McHugh Blvd., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 2 infiltration basins in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter collectively
and separately referred to as the "stormwater rules') and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 12, 2021, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 95,621 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Section 1.7
on page 3 of this permit, and as shown on the approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The project shall provide a 50' wide vegetated buffer adjacent surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers, and the mean high
water line of tidal waters.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 110715
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 following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
Infiltration Basin #1
Infiltration Basin #2
a.
Drainage Area, acres:
Onsite, ftZ:
Offsite, ftZ
2.67
116.305
N/A
1.59
69,260
N/A
b.
Total Impervious Surfaces, ft:
Onsite, ftZ:
Offsite ftZ
50,210
50,210
N/A
45,411
45,411
N/A
C.
Design Storm, inches:
3.7
3.7
d.
Basin Depth, feet:
4
3
e.
Bottom Elevation, FMSL:
25
28
f.
Bottom Surface Area, ft :
2,520
3,300
Bypass Weir Elevation, FMLS:
29
31
h.
Permitted Storage Volume ft :
16,704
14,166
i.
Pre-dev. 1 r-24 hr. discharge rate, cfs:
0.04
0.02
j.
Post-dev. 1 r-24 hr. discharge rate, cfs:
4.02
4.45
k.
Type of Soil:
Ba meade
Ba meade
I.
Expected Infiltration rate:
2.74
1.76
M.
Seasonal High Water Table, FMSL:
22
25.33
n.
Time to Draw Down, hours
29
29
o.
Receiving Stream/River Basin:
Cowhead Creek/White Oak
P.
Stream Index Number:
19-24-2
q.
Classification of Water Body:
SQNSW
II. 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.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 110715
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.
6. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
7. 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.
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 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 development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
2. The pernnittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
in whole or in part, nor the conveyance of common area to a third party shall
constitute an approved transfer request.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 110715
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the project or of the permittee or a mailing address change, the
permittee shall submit a completed and signed Name/Ownership Change form to
the Division of Water Quality, accompanied by the appropriate documentation as
listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
4. 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.
5. 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.
6. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
7. The 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.
8. 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.
9. 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.
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 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 12th day of August, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 110715
USMCB Camp Lejeune, Electric Supply Substation
Stormwater Permit No. SW8 110715
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 6 of 7

State Stormwater Management Systems
Permit No. SW8 110715
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 7 of 7

- -. DWQ USE ONLY
Date Received
5 Fec Paid
Permit Number
�z�o o� 15_�
Applicable Rules:
❑ Coastal SW -1995 ❑ Coa, al SW - 2008 ❑ Ph II - Post Construction
(select all that apply)
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
USMCB Camp Leieune, Electrical Supply
2. Location of Project (street address):
Intersection of Sneads Ferry Rd. and McHugh Blvd.
City:USMCB Camp Leieune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
In Jacksonville go east on NC24 (Lcjeune Blvd) to Camp Lejeunc main gate. Continue on Holcomb Blvd, turn
Left onto Sneads Ferry Rd. Continue to intersection of McHugh Blvd.
4. Latitude:340 39' 4.398" N Longitude:77° 18' 47.198" W of the main entrance to the project.
if. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 5.6 ac of Disturbed Area
❑NPDES Industrial Stormwater 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:
RECEIVED
AUG 0 2 2011
Fonn SWU-101 Version 07Jun2010 Page I of
By:�-1

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 proiect):
Applicant/Organization:Commandine Officer, Marine Corps Base Camp Leieune
Signing Official & Title:Carl Baker, Deputy Public Works Officer
b. Contact information for person listed in item I above:
Street Address:Bldg 1005 Michael Rd.
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if
City: State: Zip:
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/I
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
City: State:
Phone: ( ) Fax:
Email:
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:Andrew B. Wilson, EIT, AECOM
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:701 Corporate Center Drive - Suite 475
City: Raleigh
Phone: (919 ) 854-6225
Email:[e-mail]
4. Local jurisdiction for building permits:
State:NC Zip:27607
Fax: (919 ) 854-6259
Point of Contact: Phone #:
Form SWU-101 Version 07Jun20I0 Page 2 of 7
RF. CEIVED
AUG 0 2 2011
IBY:

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Additional Stormwater from construction of the Electric Supply Substation will be routed via a combination
of pTassed swales and cross pipes from impervious areas to two infiltration basins. The infiltration basins
meet DWO requirements for drawdown time and is sized for 2.5 times the required treatment volume This
project is not located within 1/2 mile of SA waters or within 575 It of ORW waters.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 5.6 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:5.6 acres
* Total project area shall be calculated to exclude the following the nornm/ pool of imppounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 39.7
9. How many drainage areas does the project have?2 (For high density, count I 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.
Form SWU-101 Version 07.1un2010 Page 3 of 7
RECEIVEa
AUG 0 2 2011
BY:

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area _
Drainage Area _
Receiving Stream Name
Cowhead Creek
Cowhead Creek
Stream Class *
SC; NSW
SC; NSW
Stream Index Number *
19-24-2
19-24-2
Total Drainage Area (so
116305
69260
On -site Drainage Area (so
Off -site Drainage Area (sf)
0
0
Proposed Impervious Area** (so
50210
45411
Impervious Area total
43.1
65.5
Impervious— Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
33657
29544
On -site Streets (so
16553
15867
On -site Parking (so
0
0
On -site Sidewalks (sf)
0
0
Other on -site (so
0
0
Future (sf)
0
0
Off -site (sf)
0
0
Existing BUA*** (sf)
0
0
Total (so:
1 50210
45411
Stream Class and Index Number can be determined at: http:/{portal.nedenr.or webfwq[ps/csu/classifications
** 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 BLIA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/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 from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. Thecomplete
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://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from ham://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
I 'ti s
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
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.) rZ.FICEIVE.-�'
Form SWU-101 Version 07Jun2010 Page 4 of 7 AUG 0 2 2011
BY: -

5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'/2 mile of the site boundary, include the'h
mile radius the map.
7. Sealed, signed
and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage casements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with 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 fir DWQ to verify the SHWP prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 2H.1003(c). 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.
http://www.secretarv.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. 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.
-T'r`FT.VEL
Form SWU-101 Version 07Jun2010 Page 5 of 7 AUG 0 2 2011
BY:

VILL CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Andrew B. Wilson, EIT
Consulting Firm: AECOM Technical Services Inc.
Mailing Address:701 Corporate Center Drive - Suite 475
City:Raleigh StateNC Zip:27607
Phone: (919 ) 854-6225 Fax: (919 ) 854-6259
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1 a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item'1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
FonnSWU-101 Version 07Jun2010
SEAL
My commission expires
RFf -CFIVEL
Page 6of7 AUG 0 2 2011
BY:

X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, itern la) y av �akev,Ouiv ti�ublte- (.�oikS OF��
ccrtifv that the information included on this permit application form is, to the best o my amw edge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormyTter rules undue 15A NCAC 21-1.1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Date: G —aa —/ i
itV 1q— 1 V O r r 1 S , a Notary Public for the State of N�\6r0� I /� County of
�V1 S' 0-TJ , do hereby certify that CeC( � I) (k1 em personally appeared
�l Y12 �bl
before me this day of ( and ackn fledge the due'
e/x�ecution of the application for
a stormwater permit. Witness my hand and official seal, ) /�t4/1.7LCe)
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY
MY COMMISSION EXPIRES
SEAL
My commission expires v Sly"-' ©�_ 1
Form SWU-101 Version 07Jun2010 Page 7 of 7
RECEIVE
AUG0 2 2011
1

MEMORY TRANSMISSION REPORT
FILE NO.
844
DATE
08.12
13:23
TO
: R 919104512927
DOCUMENT PAGES
8
START TIME
08.12
13:23
END TIME
08.12
13:25
PAGES SENT
8
STATUS
OR
0
*** SUCCESSFUL TX NOTICE
TIME :08-12-11 13:25
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
***
' Slv tp of Nnrth Cs rolipm
Dept/ r<man<ul 8p�<rnn mvp<apU 1Va vIR®aurces
wumlpQ<an Re¢mpml omce ,
Bovrh Eevwa Prrdve. Gnveroor FAX COVFR SiiF E'T' Dea Frarn.n.e� S�ea/retry
(9101796-7336
C9101350-2UUA
__—
� id 33' //0 7 iSl
12> Ce�d in el Oeive Ex�en xln n• Wllm In 0.�a n. NC 2va n3 a (Olp)'Ie6�>215 a An Equnl OPP^n anlN Ahi rn•nllve Ae�ion I?mploYer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET DeeFreeman, Secretary
Date:
Co:
Fax:
Re: �����i ;� AG ���J�✓o
S
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Oppalunity ARirnmtivc Action Employer

� /,P 0
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�. dY,. � s��.f d'�q'��,��F y.-C �d.'��• .��ft',r�/�ir-'.- _�• .,7�t^h'�",x`g.� ���� FrF
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�� oGT ,o,F, # �,. �.` nM �ti� .�. � t � :5�5. -�• ae1•i.ea�z. i•� T. .
'BREWSTER BOULE RD. ' Y O f0`r�tl �0,� a! .1 i\l.' , rt ➢"r _ _ -
x _ i NCY'Si'I `� t . ,? +� ��. .t.PfP tqJ. ji q. u '
_ '. ,Nm� f r m Ao` �'•Y w� f -� Cam\ � ROUTFy� 7�' c t"�
ti i />. � � V m D'J � �'� OC f{(y� '�� • Altr—d ' .� Sri• .� rrjj')1 kf�� l 6C.' y�� F�',y_
Lejeune Main Gate
e
.,. 'eaf'; �L. � u Se`itr w `�. � 7 `� :s . �{'• e = �. 2 :ar 4�T : �� �`-:
1 A R1
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,: s� .� p r—� ;. o�,e /r r; a ,,,, /;r• `•. � '� 7 G
Project Location
r � "`�' ! .2� "' �l4oa• �O� i if.-1`,{�'l� �6�p{y`ti. s �r ti'
X.
!G• ��, \xii.{, 1 �( i'+ f l
1
Y�}r+ i4% a•s- /' �,�d./�'� 5"K </� ! �,,�+i1 �?r�tgr� � �i". 4�y` � ' �.�..:.A"���� •i- PC x
,Oi
.yc+ Itiw:
��,��--`��Y)r�,t?�Fa'
Camp Lejeune South Gates ' T'
, Nil"
f q __ J
rp.tOa5�4 irC OH 1`M 1 M1 Gi o P.ROJECT`FSITE::t/
•Y K s Z �`'�i'-N N% l�'�aa t s ,. 1 �� i �' � �—�^"^�'�' �'� �m •Ir (�'i _,;}.
M1jCM1 �� 112a Iv' .Li i cl ,i A_.rs,. ir-..:T'_- u•~ 'j, �`
e 6
Legend
— PAVED Topographic Map
---- UNPAVED 0 0.5 t 2
USA Topo Maps M�leS /"�o�O� Electric Supply Substation
Camp Lejeune MCB
RECEIVED Onslow County, NC
AUG 0 2 2011

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
USMCB Camp Lejeune, Electrical Supply
Date: 07-29-11
AECOM
701 Corporate Center Dr.,
Suite 475
Raleigh, NC 27607
919-854-6200
Prepared By:
Andrew Wilson, EIT
Checked By:
Bryan M. Dick, PE, PH
RECEIVES
AUG 0 2 2011
$Y:

Proiect Description
This document is to serve as a stormwater management plan for the USMCB
Camp Lejeune — Electric Supply Substation Project. The proposed Electric Supply
Substation is located near the Hadnot Point Cantonment Area of Marine Corps Base
Camp Lejeune in Onslow County, North Carolina. The proposed project involves the
construction of a new substation and associated access road surrounding the site. The
project limits are currently comprised of wooded area adjacent to Sneads Ferry Rd and
McHugh Blvd.
Contact Information
AECOM Technical Services Inc.
Attn: Bryan M. Dick, PE, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Project Involvement
The proposed project is located in the White Oak River Basin. The project drains
to Cowhead Creek (NCDWQ Index Number 19-24-2), which has an NCDWQ Stream
Classification of SC, NSW.
The Electric Supply Substation project will result in an increase in BUA of
approximately 95,621 sf. The proposed project stormwater plan will meet the
requirements of retaining the runoff volume the 1.5 inch rainfall event per the
requirements by the stat as referenced from the DWQ Stormwater Manual, July 2007.
Two infiltration basins are being used to treat two drainage areas. This project is not
within 0.5 miles of SA waters, or 575 feet of ORW waters, and infiltration devices are not
required by DWQ.
Stormwater Design Parameters
The infiltration basins are based on the following parameters or objectives:
Provide 85% TSS removal
• 1.5" rainfall for basin storage sizing
• Protect the value of the receiving water resource
Bottom of basin is a minimum of 2' above elevation of the Seasonal High Water
Table (SHWT)
• Soil must have a minimum infiltration rate of 0.52 in/hr.
Basins were sized to store 2.5 times the required treatment volume and infiltrate
that volume within 5 days using an infiltration rate of one-half the infiltration rate
RECEIVED
AUG 0 2 2011
BY:

in the soils report, in order to waive both the offline bypass and vegetated filter
strip requirements.
Discussion of Treatment Measures
The proposed treatment is to utilize 2 separate infiltration basins to meet the TSS
and Peak Flow requirements set forth by DWQ. The soils of the project site are
appropriate soils for infiltration and the season high water table at each basin will allow
construction of these basins, with at least a 2' clearance for each basin. Each basin is
designed to store 2.5 times the required treatment volume and infiltrate within 5 days
using one-half the infiltration rate found from the LSS, so neither offline bypass' nor
vegetated filter strips are required.
Phase II requirements are met by using a grassed swale to collect sheet flow
from the impervious areas and by the infiltration and storage volume provided in each
basin.
Conclusion
This Stormwater Management Plan represents an environmentally sensitive and
effective plan for utilizing the proposed stormwater treatments to accommodate the
increased runoff of the proposed site development.
j.CEIVED
l
AUG 0 2 2011
iBY:� -

110a z 0 gnd
QaAI2Z)22J
60162841 Electrical Supply - Infiltration Basin 1
Drainge Area (Sir)
116305
Imp Area (s01
50210
1A) Drainage Area (Ac)
2.669995
(h)Imp Fraction
743
(RolRainful Depth Per Stale SWP(in)
1.5
Step 1: Determine Runoff Volume
Simple Method
a.
6 V=3630xR.xR,,xA
Post
Step 2: Determine Surface Area -Min.
Designed By: ABW
Date: 72812011
=Rv(post)=.05+.9'.4 = 044
Rv(pre)= A6..9'0 = 0.05
V=3630'3.7'0.66 -.4237 V (post)= 6376 n
(K) Infiltration Rate (Whr) 1 2,741
T Intended Days to Infiltrate taii 1 5
a. {� A = = A=34541(2"(3.94'2))
2*(K *T)
Step 3. Determine Dimensions
Min. Treatment Vol Post - Pre= 6376 cf
Treatment Vol in Actin
1.]6 ac-in
2.5-Min. Treatment Vol 15939 cr
Min SA of Basin = 233 at
Basin Volume
Depth to Exist greunt to SHW7(9)
1.00
Esisting Ground Elevation
29.00
Bypass Weir Elevation
NA
Design Storage Elevation
29.00
Flow Splitter- Inlet Elevation
NA
Bottom Elevation
2500
Flow Splitter- Bypass Flow Outlet Elev
NA
Flow S Utter- Outlet to Basin Elev.
NA
Top of Berm Elevation
29.00
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev,
Bottom Width
Actual Width Used at Storage Elm,
Actual Width Used at Bottom Elev
4.00
3985
Target Area
3985 sf
54 Top Length @ Storage Elm,
106.9
Area Top of Storage =
5832 sf
30 Bottom Length
82.9
Area Bottom or Storage =
2520 sr
S4 Actual Length Used at Storage Elev
108
Avg Surface Area
d1]6 sf
30 Actual Length Used at Bottom Elm,
84
Volume of Basin (Depth'SA) •
16704 of
4. Calculation of Volumetric Flow Rate of Infitretion and Drawdown
0 from infiltration: 'D is actually the Darcian Flow Rate
Q=A (K) Conversion=eJ,e
FsnmpleCalculalinn of Q: Surfrse Area=4556.,j (K)=3.94in/hr
394in Iff Ihr
4556sf =0.42 cr,
hr 12m 3600,
Drawdown Time for Treatment Volume
I
xampleCalada(im: Q=0.42cfs V=3458cf=T 3458ft IsIhr _2.Ihn=.089dais
I 0.42 ff 1 3600s
Area cf) (K)inlhr 0(infiltration)• 0.16 cfs
2520 2.741
Drawdown Time for Design Voll
Volume cf O I I Houre I Days
167Oa 1 0.16 1 1 29.0 1 1.21

60162841 Electrical Supply - Infiltration Basin 2
Dramas Area (Si)
69260
Imp Area (sQ
45411
(A) Drainage Area (Art
1.589991
(h) Imp Fraction
0.66
(RD)Ralnfall Depth Per State SWP(In)
1.5
Step 1: Determine Runoff Volume
Simple Method
a.
h V=3630xR.xR,,xA
Post
Step 2: Determine Surface Area -Min.
Designed By: ABW
Data 61312011
=Rv(post)=.05+.9-.4 = 0.64
Rv(pact =.05+.9-0 = 0.05
V=3630 37'0 66 t4237 V (post)= 5542 d
K) Infiltration Rate (iWhq 1361
1) Intended Dave to Intiltiate (days) 5
a. V = A A=34541(2'(3.94'2))
=
2*(K *T)
Step 3. Determine Dimensions
Depth W Exist ground to SHWT (6)
5S7
Existing Ground Elevation
31.00
Bypass Weir Elevation
Design Storage Elevation
31.00
Flow Solider - Inlet Elevation
Bottom Elevation
28.00
Flaw Soldier - Bypass Flow Outlet Elm,
Flow Spliger- Outlet to Basin Elev,
NA
Top of Berm Elevation
Storage Depth
Surface Area Required (Avg of Top and
Bottom SA)
Top Width Q Storage Elev
48
Top Length ® Storage Elev
Bottom Width
30
Bottom Length
Actual WdN Used at Storage Elev
48
Actual Length Used at Storage Elm,
Actual Width Used at Bottom Elov
30
Actual Length Used at Bottom Elev
4. Calculation of Volumetric Flow Rate of Inftration and Drewdown
0 from infiltration: 'O is actually the Darcian Flow Rate
Q=A (K) Conversion=cjs
Example Calculation of Q: Surface Area=4556sf (K)=3.94 inl hr
3.94in Ift Ihr
4556sj =0.42 cfs
hr Lin 3600s
Drawdown Time for Treatment Volume
FTFxample Cakw1atiin: Q=0.42cfs V=3458cf
3458jt' Is' Ihr
.'.=2.Ihrc=.089days
1 0.42 ft' 3600s
Min. Treatment Vol Poet - Pre)- 5542 cf
Treatment Vol in Aoin
1.53 ao-in
2.5-Min. Treatment Vol = 13854 cf
Min SA of Basin= 315 at
3.00
4618
Target Area
4618 at
1274
Area Top of Storage a
6144 sf
109.4
Area Bottom of Storage =
330e sf
128
Avg Surface Area •
4222 sf
110
Volume of Basin (Depth -SA) •
14166 of
Area (at) (K)inmr O(infiltration)
3300 1.261
0.13 cis
Drewdown Time for Design Vol
Volumed G Hoare Da s
14166 1 0.13 29.3 1.22
ro-4X' EIVED
AUG 0 2 2011
9Y:

Basin 1 Drainage Area
Subcat Reach on Llnk
RECEIVED
AUG 0 2 2011
BY:

Electric Supply Basin 1 - Pre Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by (enter your company name here} Printed 5/6/2011
HydroCAD@ 9.10 s/n 03561 @ 2010 Hydr2CAD Software Solutions LLC Paae 2
Summary for Subcatchment 1S: Basin 1 Drainage Area
Runoff = 0.04 cfs @ 12.97 hrs, Volume= 0.026 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
116,305 45 Woodlands
116,305 100.00% Pervious Area
Tc Length Slope
min) (feet) (tuft)
13.4 200 0.0240
Velocity Capacity Description
0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 4.48"
Subcatchment 1S: Basin 1 Drainage Area
Hydrograph
_F_7_I__� _'r_7_i__'i__ -r_i_ 'i__r 1_�__�__'r-T-;-
0.042'
— 0.04 cfs - —'
0.04
'
T ;- . , - Type II-24-hri1;y_r_-
0.038
-_- -- -i -
0.036_
- -'-----Rainfall 3.7�0"--
a
,�'Runoff;-Area=116;305�sf-
0.032
___ _�_T0.034
0.03:
!__ L_lL_1_J_J____ a______
0.028,
-------- - - - ---- ---' -; -; /ice/'off-Volume=0:02&af-
0.026�L
t o.024'
� � � - — --r_,-;__,__, _ Hoff Depth, 0�.1 ,--
_ 2"
0.022-
-------------------�----{--------I ----------
0.02
gth=200j
0.018-
'
-_ _ -
! 1-
0.016-
-- ' -Slo 0.02
—-r-T
0.012;
.134min--
00
1
l �TTI r -r-T-T r -Tl rl
-M- ---- - --
0.002-
,
0
0 t 2 3 4 5 6 7 8 9 10 1) 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
O RunoH
RECEIVED
AUG 0 2 2011
BY:

1S
Basin 1 Drainage Area
2P
Infiltration Basin 1
Subcat Reach on Elflk
Drainage Diagram for Electric Supply Basin 1 - Post
Prepared by {enter your company name here}, Printed 6/6/2011
HydroCAD® 9.10 s/n 03561 © 2010 HydroCAD Software Solutions LLC
Wl
AUG 0 2 2011

Electric Supply Basin 1 - Post Type II 24-hr 1 yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 6/6/2011
HydroCAD® 9.10 s/n 03561 ©2010 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Basin 1 Drainage Area
Runoff = 4,02 cfs @ 12.02 hrs, Volume= 0.227 af, Depth= 1.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
51,044 98 Impervious Area
116,305 68 Weighted Average
65,261 56.11 % Pervious Area
51,044 43.89% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fUft)
(ft/sec)
(cfs)
2.2
100
0.0030
0.76
Sheet Flow,
Smooth surfaces n= 0.011 P2= 4.48"
7.2
354
0.0030
0.82
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
9.4 454 Total
Subcatchment 1S: Basin 1 Drainage Area
Hydrograph
Typei11:24-hri1iyr
Rainfall=3.70"
-,,-r-;-Runoff,-Area=11�6i305',,sf-
jRunoff;V,ol'ume=;0 227!of
Runoff De, pth=1.02"
Flow Length=454'
S16pe=0.0030, /;
- ;-Tc=9:4;rriin-
CN=68
Time (hours)
rzh�CEIV
AUG 0 22011
BY:_---

Electric Supply Basin 1 - Post Type 11 24-hr f yr Rainfall=3.70"
Prepared by {enter your company name here) Printed 6/6/2011
HydroCADO 9.10 s/n 03561 © 2010 HydroCAD Software Solutions LLC Page 3
Summary for Pond 2P: Infiltration Basin 1
Inflow Area = 2.670 ac, 43.89% Impervious, Inflow Depth = 1.02" for 1 yr event
Inflow = 4.02 cfs @ 12.02 hrs, Volume= 0.227 of
Outflow = 0.30 cfs @ 13.15 hrs, Volume= 0.227 af, Atten= 92%, Lag= 67.7 min
Discarded = 0.30 cfs @ 13.15 hrs, Volume= 0.227 of
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 26.33' @ 13.15 hrs Surf.Area= 0.080 ac Storage= 0.091 of
Plug -Flow detention time= 145.8 min calculated for 0.226 of (100% of inflow)
Center -of -Mass det. time= 145.6 min ( 1,017.5 - 871.9 )
Volume Invert Avail.Storage Storage Description
#1 25.00' 0.375 of 30.00'W x 84.001 x 4.00'H Prismatoid Z=3.0
Device Routing Invert Outlet Devices
#1 Discarded 25.00' 2.740 inlhr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 22.00'
ecarded OutFlow Max=0.30 cfs @ 13.15 hrs HW=26.33' (Free Discharge)
1=Exfiltration ( Controls 0.30 cfs)
Pond 2P: Infiltration Basin 1
Hydrograph
I I I I I I
I I I I I I I I I I I I I I I I I I I I
i___ 4.02cfs -r-r- r
4-
3-
0 I ;
LL 2 I I
I I I
-
r-l--I -I I'-1-i-1
I I I
I l i I
U,
Infl;ow;Ar6&2:670 ac
Peak IElev=26'.33'
I
'-Storage=0'I.691-af -
I I
I I I I I I I I I
I 1 I I I I I I
I I I I I I
I
r_r_r_r__I__r _r _r_r_I_r______r_r_r_
I I I I I I ;s
Lem
f '• •. '• • ,. ,.. ,. ,. '. .,....,.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 20 21
Time (hours)
® Inflow
® Discarded
RECEIVED
AUG 0 2 2011
BY:

Basin 2 Drainage Area
Subcat Reach on Link
Drainage Diagram for Electric Supply Basin 2 - Pre
fired by {enter your company name here}, Printed 6/6/2011
CAD®9.10 s/n 03561 O 2010 HydroCAD Soflware_$Qfutl0us_LLCi
AUG 0 2 2011

Electric Supply Basin 2 - Pre Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 6/6/2011
HydroCADO 9.10 s/n 03561 @ 2010 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Basin 2 Drainage Area
Runoff = 0.02 cfs @ 13.02 hrs, Volume= 0.015 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
' 69,260 45 Woodland
69,260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.0 300 0.0300 0.29 Sheet Flow,
Grass: Short n= 0.150 P2= 4.48"
Subcatchment 1S: Basin 2 Drainage Area
Hydrograph
0.026-
0.024-
r r r l l l l l l l
0.022-
r r
0.02-
---r-----
r-- -
-t- - - - --
0.018-
-- r
------
0.016
i
-------; - ---�- -1--;- -
-
0.014-
_
0.012
LL
0.01-
`
0.008-'
0.006-
'
r_T_rl
0.002-
r
O Runoff
I I I
-; -,-- -:--Type II 24-hr:i:yr--
I
�- --; Rainfall=3.70"-
--Runoff-Area=69-.260''sf-
_,Volume=, -01.5 of -
off Depth=0.12"
I
Siop r.0,.030-0' 0' -
� � I
r ; ; -+
8 9 10 11 12 13 14 15 16
Time (hours)
I
1-7_:O;min-
- C N=45
I I i I
rth:C_`,EIVE
AUG 0 2 2011
uv:

is
Basin 2 Dr inage Area
Nt7
Infiltration Basin 2
Subcat Reach on Link
�FCEIVE
IAUG 0 2 2011
,8Y,

Electric Supply Basin 2 - Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by tenter your company name here} Printed 6/6/2011
HydroCAD® 9.10 s/n 03561 @ 2010 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Basin 2 Drainage Area
Runoff = 4.45 cfs @ 12.01 hrs, Volume= 0.238 af, Depth= 1.80"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf)
CN
Description
23,849
45
Woodland
45,411
98
Impervious
69,260
80
Weighted Average
23.849
34.43% Pervious Area
45,411
65.57% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.2
100
0.0030
0.76
Sheet Flow,
Smooth surfaces n= 0.011 P2= 4.48"
7.1
350
0.0030
0.82
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
9.3 450 Total
Subcatchment 1S: Basin 2 Drainage Area
Hydrograph
❑ RunoH
4.45 cfs
I ,
I
VI
I I
I
O
LL
-I
Z
I� III�II
Type 11 '24-hr;1 lye
Rai nfa l 1=3.70"
j Runof ` Area=69,1260', sf
Ru no Volume=;0:238; of
Runoff Depth=1.80"
I I I I I
- , -Flow-Length=450'-
Slope 0.0030,
-
Tc 9.3; min
,- - --------------
CN=80
I I I I. I I I
Time (hours)
c� Hi CFIVE"
AUG 0 2 2011
3Y:

Electric Supply Basin 2 - Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by (enter your company name here) Printed 6/6/2011
HydroCADO 9.10 s/n 03561 @ 2010 HydroCAD Software Solutions LLC Page 3
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 1.590 ac, 65.57% Impervious, Inflow Depth = 1.80" for 1 yr event
Inflow = 4.45 cfs @ 12.01 hrs, Volume= 0.238 of
Outflow = 0.25 cfs @ 13.25 hrs, Volume= 0.238 af, Atten= 94%, Lag= 74.2 min
Discarded = 0.25 cfs @ 13.25 hrs, Volume= 0.238 of
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 29.29' @ 13.25 hrs Surf.Area= 0.102 ac Storage= 0.114 of
Plug -Flow detention time= 218.2 min calculated for 0.238 of (100% of inflow)
Center -of -Mass det. time= 218.0 min ( 1,053.4 - 835.4 )
Volume Invert Avail.Storage Storage Description
#1 28.00' 0.321 of 30.00'W x 110.001 x 3.00'H Prismatoid 2=3.0
Device Routing Invert Outlet Devices
#1 Discarded 28.00' 1.760 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 25.33'
Qiscarded OutFlow Max=0.25 cfs @ 13.25 hrs HW=29.29' (Free Discharge)
1=Exfiltration ( Controls 0.25 cfs)
Pond 2P: Infiltration Basin 2
Hydrograph
p Inflow
4.45 cfs Lq-
n
__IIIIII-III_I
;
_.IIIIIIII
_,.IIIIIIIII
-
p Discarded
.'590 ac
4 eak Elev=2929'
togage=0.114 of
3
O
11 12 13 14 15 16 17 18 19 20
Time (hours)
1
-4'CEIVEA-%
AUG 0 2 2011
I
' gY:

SEASONAL HIGH WATER TABLE DETERMINATION AND
INFILTRATION TESTING
Camp Lejeune 13 Testing
Onslow County, North Carolina
TCG Job # 7478
Prepared For:
Daniel K. Schaefer, P.E.
Freehling & Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
Thee
Catena�
The Catena Group, Inc.
410-B Millstone Drive
Hillsborough, NC 27278
Tel [phone] Fax [phone]
April 4, 2011
)t G
hn C. Robei
RECEIVE
AUG 0 2 2011
BY:

INTRODUCTION
Freehling & Robertson, Inc. (F&R) is investigating the construction of infiltration basins for
construction projects located on Camp Lejeune in Jacksonville, Onslow County, North Carolina.
Stormwater infiltration basins are being considered to collect and infiltrate runoff from adjacent
impervious surfaces. As part of the application process, a soils investigation detailing soil type,
depth to seasonal high water table, and saturated hydraulic conductivity is required. The Catena
Group, Inc (TCG) has been retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an
overview of the possible soil series located within the study area. There are three mapped soils;
Baymeade fine sand, Baymeade-Urban land complex, and Marvyn fine sand (Table 1). A copy
of the Natural Resource Conservation Service (NRCS) soil map is appended.
Table 1 - Soil Series, Map Unit Svmbol, and Taxonomic Classification
Map Unit
Soil Series
Taxonomic Class
Symbol
BaB
Baymeade fine sand
loamy, siliccous, semiactive, thermic
arenic ha ludults
BmB
Baymeade-Urban land
loamy, siliceous, semiactive, thermic
Complex
arenic ha ludults
MaC
Marvyn loamy fine sand
fine, loamy, kaolinitic, thermic typic
kanhapludults
The field investigation was performed on March 30 and April I, 2011. Soil borings were
advanced with a hand -turned auger at the predetermined locations shown on the attached map.
Observations of the landscape (slope, drainage patterns, past use, etc.) as well as soil properties
(depth, texture, structure, seasonal wetness, restrictive horizons, etc.) were recorded. Soil color
was determined with a Munsell Soil Color Chart.
The rate of water entry into a soil is referred to as the infiltration rate. The infiltration rate into a
soil decreases with time mainly due to an increase in the soil water content and a decrease in the
hydraulic gradient. As infiltration continues, the rate of water entry into the soil reaches a
constant value (steady state condition), which is considered to be the same as the saturated
hydraulic conductivity (KSAT) of the soil. The KSAT was measured in the field and used to
characterize the infiltration rate for the proposed infiltration basin. KSAT measurements were
performed at the proposed infiltration basin using a constant -head permeameter (Amoozemeter).
An Amoozemeter was used in the place of a double ring infiltrometer because of the need to
conduct the test below current grade.
Lejcune 13 Testing RECEIVEi: April4, 2011
TCG Job #7478 1
AUG 0 2 2011
BY:

RESULTS
Soil Type
The majority of soil areas tested was in a natural state and was fairly consistent across the site in
relation to texture and structure. Table 2 presents each boring with a soil series determination.
Determination of soil series was made through a comparison of soil boring descriptions to the
NRCS Official Series Description (OSD). A significant amount of fill material, ranging from 25
to 58 inches, was observed at locations 10 — 12. Full soil profile descriptions are appended. The
observed profile sequence generally matched one of the three mapped NRCS soil series, as noted
in Table 2.
Table 2 - Soil Series Determination and Death to SHWT
AECOM #
TCG Boring #
Soil Series Determination
SHWT Determination
inches below surface
I
B3
Marvyn loamy fine sand
52
2
B I
Baymeade-Urban land Complex
50
3
B2
Baymeade-Urban land Complex
23
4
B4
Baymeade fine sand
46
5
B5
Baymeade fine sand
60
6
B6
Baymeade fine sand
44
7
B7
Baymeade fine sand
87
8
B8
Baymeade fine sand
68
9
B9
Baymeade fine sand
84
10
1310
Baymeade fine sand
16
11
B I I
Baymeade fine sand
>84
12
B12
Baymeade fine sand
64
13
B 13
Baymeade fine sand
56
14
B 14
Baymeade-Urban land Complex
34
Depth to Seasonal High Water Table
The preliminary design has the bottom of the BMP approximately 48" (4 feet) below grade. As
such, the borings were advanced to a depth of 7" or to the depth of the seasonal high water table
(SHWT), whichever is deeper. The depth to the SHWT was noted at each boring based on
redoximorphic features, the presence of saturated soil, evidence of organic staining and best
professional judgment.
Infiltration Rate
One saturated hydraulic conductivity test was performed at each predetermined point and the
results of each test are shown below in Table 3. Since soil is inherently non -homogeneous, field
tests can often misrepresent the aerial hydraulic conductivity of a soil. In particular, field tests
typically underestimate the saturated hydraulic conductivity of clayey soil and overestimate it in
sandy soils. As a result of this misrepresentation, a "moderation factor" is suggested to convert
point saturated hydraulic conductivity to aerial saturated hydraulic conductivity for each
proposed infiltration basin. Since the soil tested contained a significant amount of sand, a
moderation factor of 0.75 was used to correct for the potential of over -estimating the infiltration
rate.
Lejeune 13 Testing RECEIVE._* April 4, 2011
TCc%b #7478 AUG 0 2 2011
BY:

Table 3 - Results of Saturated Hvdraulic Conductivitv Tests
AECOM Test
Location
Test Depth
in
Texture
Measured
KSAT in/hr
75% of Measured
KSAT in/hr
1
31.5
loamy sand
7.168
5.376
2
23
loamy sand
2.750
2.063
4
22
sandy loam
2.411
1.808
5
36
sandy loam/sandy
clay loam
0.141
0.106
6
20
loamy sand
1.847
1.386
7
61
loamy sand
24.381
18.286
8
41
loamy sand
2.349
1.761
9
60
sandy loam
3.654
2.741
11
25
loamy sand
0.369
0.276
12
23
loamy sand fill
0.983
0.737
13
21
loamy sand
1.515
1.137
Saturated hydraulic tests were not performed at locations 3 and 14 due to a SHWT within 36
inches of the soil surface. A saturated hydraulic test was not performed at location 10 due to the
appearance of a SHWT at 16 inches and the presence of structurcless expansive clan and sandy
clay textured fill material within 44 inches of the surface. With exception of tests performed at
locations 5, 11, and 12, calculated KSAT values were above 1.0 in/hr. Lower KSAT values
generated at locations I I and 12 are attributed to the presence of fill material. Location 5 had the
lowest measured rate and is attributed a soil moisture content within the test zone just below field
capacity.
CONCLUSIONS
The findings presented herein represent TCG's professional opinion based on our site and soils
evaluation. Our soil evaluation revealed a SHWT that ranged from 16 ->84 inches below the
soil surface throughout the study area. Saturated hydraulic conductivities were conducted in the
soil material two feet above the SHWT. This report is provided to assist in the application for an
infiltration basin by providing the soil information. North Carolina DWQ must issue the final
permit. Any concurrence with the findings in this report would be made at that time.
Lejeune 13 Testing
TCG Job #7478
RECEIVED April 4.2011
3
AUG 0 2 2011
BY:

-14
eaeWo
N
BaB
AUI& 4 p LSti[
BaB
13Y: Mk
1
BaB On
23 i�
BMP Location
Bab - Baymeade fine sand BaB
BmB
BaB 5 6
BmB - Baymeade-Urban land complex
-4
7
-
KuB - Kureb fine sand
Ln - Leon fine sand
- MaC - Marvy loamy sand
,= Mk - Muckalee loam
On
NfC - Newhan fine sand
On - Onslow loamy sand
10
Ba
- To - Torhunta fine sandy loam
MM Ud - Udorthents
BaB
Ur - Urban landAV
Ln
#. Wo - woodington loamy fine sand
12 11
-
Bms
w - water
Figure
Client:
Date:
_
The
t_eJeune BMP Locations
April2011
Catena
Froehling & Robertson, Inc.
310 Hubert Street
USDA-NRCS Soils Map
so le soo Feel
Group
Raleigh, NC 27603
'
fat Nu. 7478
Onslow County, North Carolina

BMP 14:
b13 and Ksat13
y
J
,y�
BMP 2:
sa b3 and Kt2
�•+
���'�f bl and Ksalt
y
•.`
7
r ��.. "�,�}:�
�l11♦ —.,.� b4 and Ksat4
BMP 6:
Cg
�� �
�'t 'a
'�
•r�rr�� ct � r r
b8 and KsatB
"y
b9 and Ksa19
ts'
BMP a:
b8 and Ksata
�
BMP 7:
b7 and Kset7
/
GOMOK ♦
BMP 10:
b10 and Ksat-
.'•` r."}
y
IFtS
,
® and Soil Boring
BMP 12:
kqF 2i
ndKsKsat
D71 BaMndP K1s1a: ttt
f�M
O Soil Boring Only
_
The
Catena
tions
Figure
Client:
Froehling & Robertson, Inc.
Date:
April 2o„
Srle
310 Hubert Street
; '
o soo
t.000 FeetLj
GroupRaleigh,
NC 27603
t
Job No.
7478
!�islow
Coin, NorthjCrolina

INFILTRATION BASIN ANALYSIS
FILENAME: S:\WQS\INBASIN\110715.WK1
PROJECT NUMBER: SW8
11'715
DATE: 12-Aug-11
PROJECT NAME:
USMCB Electrical Supply
DRAINAGE BASIN:
White Oak
REVIEWER: C. Baker
RECEIVING STREAM:
ICow Head Creek
CLASS: SC;NSW
Index No.:
19-24-2
If ORW, is site within the 575' AEC?
SITE AREAi
IMPERVIOUS AREA
BUILDINGS
CONCRETE
OTHER
% IMPERVIOUS, 1=
SOILS INFORMATION
ELEVATION OF SEASONAL
SOIL TYPE
REPORTED INFILTRATION
SURFACE AREAS / ELEVAI
Elev.
BOTTOM
TOP
VOLUME/DEPTH/
TATIN 0111l\ litq
►AMOX1161*1
X-1Sfl1JA31141a
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches / hour
Qr-CiA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches / hour
Volume for 10 yr. 10 min. event =
RV=
Rational C
0.10 CFS
0.16 CFS
1147.10 CF <
COMMENTS
Volume and drawdown are (not) within Design Requirements.
[U1KI81-1W2
.44
Must be > Or
16704 CF

t�es:n A:t--1.
INFILTRATION BASIN ANALYSIS
FILENAME: S:\WQS\INBASIN\110715.WK1
PROJECT NUMBER: SW8
110715
DATE: 12-Aug-11
PROJECT NAME:
USMCB Electrical Supply
DRAINAGE BASIN:
White ­Oak—j
REVIEWER: C. Baker
RECEIVING STREAM:
Cow Head Creek
CLASS: SC;NSW
Index No.:
19-24-2 I
If ORW, is site within the 575' AEC?
SITE AREA:
IMPERVIOUS AREA CAL
BUILDINGS
PARKING/A;
CONCRETE
OTHER
% IMPERVIOUS, 1=
SOILS INFORMATION
ITOTAL 1 454111 C 0.071
1Place a' 1" here if Rational 4
65.6% RV= .OS+.009 (I) = I 0.6
ELEVATION OF SEASONAL HIGH WATER
SOIL TYPE _
REPORTED INFILTRATION RATE E
SURFACE AREAS / ELEVATIONS / VOLUMES
BOTTOM
TOP
I Mly I I i! [a] .1 * 01 190IN
�il�." �iLL1�bY�Yas!`IrkY7�
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
3.7
DESIGN VOLUME
13669
ICUB
TOTAL VOLUME AVAILABLE
14166
CUB
DEPTH OF RUNOFF
3.00
FEE
TIME TO DRAWDOWN
29.3
IHOU
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches / hour
Qr= C i A =
0.04
CFS
Qp through the bottom of the basin=
0.13
CFS
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches / hour
Volume for 10 yr. 10 min. event =
413.91
CF <
COMMENTS
Volume and drawdown are (not) within Design Requirements.
IC FEET
<1
Must be > Or
14166 CF

N)EAJ swe> * i/a 1 i5
©MWA North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
For DENR Use ONLY
Ravi,' p�-B
ubmi 8 — 2
i e:
Confirm: �Z
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan fPDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(nlncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(aDncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(ilincmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(@ncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or ianet✓usself0mcmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day
11
Project Name:ELECTRIC SUPPLY SUBSTATION County: ONSLOW
Applicant: COMMANDING OFFICER MARINE CORPS BASE Company: CAMP LEGEUNE. NC
Address: 1005 MICHAEL ROAD City: CAMP LEGEUNE, State: NC Zip: 28547-_
Phone: 9104L1-5950, Fax: _ _ _, Email:
Physical Localion:MCB CAMP LEJEUNE
Project Drains into SEE ATTACHMENT waters — Water classification see attachment (for classification see-
hfti):flh2o.enr.state.nc.us/bims/reports/reportsWB.html)
SW
SW
SW
SW
SW
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y: mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: ANDREW WILSON, EIT Company: AECOM L_�FJUL
C 0.ri4VODAddress: 701 CORPORATE CENTER DRIVE SUITE 475 City: RALEIGH, State: NC Zip: 27607-Phone: [phone], Fax: [phone], Email: [e-mail] 2SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:��
SECTION 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 ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
ip State Stormwater i ❑ 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 2 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopinq and express meeting request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ® No
•n•.... .0•""For DENR use only**.*****.******n...r....rr.♦.♦waarunnnu�nn♦
Fee Split for multiple permits: (Check # 1 Total Fee Amount It
SUBMITTAL DATES
Fee
1
1 SUBMITTALDATES
Fee
CAMA
$
I Variance (❑ III ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
4W
$
LDS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
USMCB Camp Lejeune, Electric Supply Substation
Date: 04-06-11
AECOM
701 Corporate Center Dr.,
Suite 475
Raleigh, NC 27607
919-854-6200
Prepared By:
Andrew Wilson, EIT
Checked By:
Bryan M. Dick, PE, PH
' ~ ;�/LLVF,D
JUL 2 0 2011

Project Description
This document is to serve as a stormwater management plan for the USMCB
Camp Lejeune — Electric Supply Substation Project. The proposed Electric Supply
Substation is located near the Hadnot Point Cantonment Area of Marine Corps Base
Camp Lejeune in Onslow, County, North Carolina. The proposed project involves the
construction of a new substation and associated access road surrounding the site. The
project limits are currently comprised of wooded area adjacent to Sneads Ferry Rd and
McHugh Blvd.
Contact Information
AECOM Technical Services Inc.
Attn: Bryan M. Dick, PE, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Proiect Involvement
The proposed project is located in the White Oak River Basin. The project drains
to Cowhead Creek (NCDWQ Index Number 19-24-2), which has an NCDWQ Stream
Classification of SC, NSW.
The Electric Supply Substation project will result in an increase in BUA of
approximately 96,455 sf. The proposed project stormwater plan will meet the
requirements of retaining the runoff volume the 1.5 inch rainfall event per the
requirements by the stat as referenced from the DWQ Stormwater Manual, July 2007.
Two infiltration basins are being used to treat two drainage areas. This project is not
within 0.5 miles of SA waters, or 575 feet of ORW waters, and infiltration devices are not
required by DWQ.
Stormwater Design Parameters
The infiltration basins are based on the following parameters or objectives:
• Provide 85% TSS removal
• 1.5" rainfall for basin storage sizing
• Protect the value of the receiving water resource
• Bottom of basin is a minimum of 2' above elevation of the Seasonal High Water
Table (SHWT)
• Soil must have a minimum infiltration rate of 0.52 in/hr.
• Basins were sized to store 2.5 times the required treatment volume and infiltrate
that volume within 5 days using an infiltration rate of one-half the infiltration rate
RECIT VED
JUL 2 0 2011

in the soils report, in order to waive both the offline bypass and vegetated filter
strip requirements.
Discussion of Treatment Measures
The proposed treatment is to utilize 2 separate infiltration basins to meet the TSS
and Peak Flow requirements set forth by DWQ. The soils of the project site are
appropriate soils for infiltration and the season high water table at each basin will allow
construction of these basins, with at least a 2' clearance for each basin. Each basin is
designed to store 2.5 times the required treatment volume and infiltrate within 5 days
using one-half the infiltration rate found from the LSS, so neither offline bypass' nor
vegetated filter strips are required.
Phase II requirements are met by using a grassed swale to collect sheet flow
from the impervious areas and by the infiltration and storage volume provided in each
basin.
Conclusion
This Stormwater Management Plan represents an environmentally sensitive and
effective plan for utilizing the proposed stormwater treatments to accommodate the
increased runoff of the proposed site development.
I
JUL 2 0 2011

DIVISION OF WATER QUALITY I MAY 2 6 2011
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. Lewis @ncmail. not. If there are more than 7 areas to be
a second sheet.
State Soil Scientist Confirmation Visit date/time:
Project Name: USMC Camp Leleune Electric Supply Substation County: Onslow
Street Address: Latitude: 34039'4.398"N Longitude: 77018'47.198"W
Directions from the nearest intersection of two major roads:
The site is located In the Southwestern corner of the Sneads Ferry Rd and
McHugh Blvd Intersection on Camp Leleune MCB.
>1 acre being disturbed? &YES ONO CAMA Major required? MYES ❑NO
Consultant Name: Andrew Wilson Phone: [phone]
Consultant Firm Name: AECOM
Bore Number
1
2
3
4
5
a Existing Ground Elevation
29
31
b Proposed Bottom Elevation
25
28
c Difference a minus b
4
3
d Add 2 ft. Min. Bore Depth)
6
5
e Hardpan Depth?
NA
NA
f Approx. Elev. Of SHWT
22
25.33
Max. lowest bottom elev.
24
27.33
h Infiltration Rate OK? *
i Confirmation of SHWT
_
For projects requiring more than 5 hbnd borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
"State Soil Scientist Use ONLY
Comments "Bore Number 1" is represented on the attached map as point "9" and is the
"TCG Boring # 139" in the attached soils report. "Bore Number 2" is represented on the
attached map as point "8" and is the "TCG Boring # 88" in the attached soils report. These
were the most Southwest borings that Vincent Lewis and Ron Johnson (AECOM) walked to
at the McHucih Blvd and Sneads Ferry Rd intersection. 1 7i
Required Attachments: occ f Q4r! o Y ' /V,, I I,-
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take

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Camp Lejeune MCB
Onslow County, NC

i
SEASONAL HIGH WATER TABLE DETERMINATION AND
INFILTRATION TESTING
Camp Lejeune 13 Testing
Onslow County, North Carolina
TCG Job # 7478
Prepared For:
Daniel K. Schaefer, P.G.
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
SOtEr1C1
L
Group
The Catena Group, Inc.
410-13 Millstone Drive
I-lillsborough, NC 27278
Tel [phone] Fax [phone]
April 4, 2611

INTRODUCTION
Froehling & Robertson, Inc. (FSR) is investigating the construction of infiltration basins for
construction projects located on Camp Lejeune in Jacksonville, Onslow County, North Carolina
Stonnwatcr infiltration basins are being considered to collect and infiltrate runoff from adjacent
impervious surfaces. As part of the application process, a soils investigation detailing soil type,
depth to seasonal high water table, and saturated hydraulic conductivity is required. The Catena
Group, Inc (TCG) has been retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an
overview of the possible soil series located within the study area. There are three mapped soils;
Baymcade tine sand, Baymcade-Urban land complex, and Marvyn fine sand (Table 1). A copy
of the Natural Resource Conservation Service (NRCS) soil map is appended.
Table I - Soil Series, Map Unit Symbol, and Taxonomic Classification
Map Unit
Soil Series
Taxonomic Class
Symbol
BaB
Baynncade fine sand
loamy, siliceous, scnniactive, thermic
arenic ha ludults
13aymeade-Urban land
loamy, siliceous, semiactive, thermic
BmB
Comdex
arenicha ludults
MaC
Marvyn loamy fine sand
fine, loamy, kaolinitic, thermic typic
kanhapludults
The field investigation was performed on March 30 and April 1, 2011. Soil borings were
advanced with a hand -turned auger at the predetermined locations shown on the attached map.
Observations of the landscape (slope, drainage patterns, past use, etc.) as well as soil properties
(depth, texture, structure, seasonal wetness, restrictive horizons, etc.) were recorded. Soil color
was determined with a Munsell Soil Color Chart.
The rate of water entry into a soil is referred to as the infiltration rate. The infiltration rate into a
soil decreases with time mainly due to an increase in the soil water content and a decrease in the
hydraulic gradient. As infiltration continues, the rate of water entry into the soil reaches a
constant value (steady state condition), which is considered to be the same as the saturated
hydraulic conductivity (KSA) of the soil. The KSAT was measured in the field and used to
characterize the infiltration rate for the proposed infiltration basin. KsAr measurements were
performed at the proposed infiltration basin using a constant -head permeameter (Amoozemeter).
An Amoozenneter was used in the place of a double ring infiltrometer because of the need to
conduct the test below current grade.
Lejeune 13 Testing April4, 20/l
TCG./ob #7478 /

RESULTS
Soil Type
The majority of soil areas tested was in a natural state and was fairly consistent across the site in
relation to texture and structure. "fable 2 presents each boring with a soil series determination.
Determination of soil series was made through a comparison of soil boring descriptions to the
NRCS Official Series Description (OSD). A significant amount of fill material, ranging from 25
to 58 inches, was observed at locations 10 — 12. Full soil profile descriptions are appended. The
observed profile sequence generally matched one of the three mapped NRCS soil series, as noted
in Table 2.
'fable 2 - Soil Series Determination and DCDtl1 to SHWT
AECOM #
TCC Boring #
Soil Series Determination
SH WT Determination
inehes below surface
1
B3
Marvyn loamy fine sand
52
2
B I
Baymeade-Urban land Complex
50
3
B2
Baymeade-Urban land Complex
23
4
B4
Baymeade fine sand
46
5
B5
Baymeade fine sand
60
6
136
Baymeade fine sand
44
7
B7
Baymeade fine sand
87
8
B8
Baymeade fine sand
68
9
B9
Baymeade fine sand
84
10
B I O
Baymeade fine sand
16
11
B 1 I
Baymeade fine sand
>84
12
B12
Baymeade fine sand
64
13
B13
Baymeade fine sand
56
14
B 14
Baymeade-Urban land Complex
34
Depth to Seasonal High Water Table
The preliminary design has the bottom of the BMP approximately 48" (4 feet) below grade. As
such, the borings were advanced to a depth of 7" or to the depth of the seasonal high water table
(SHWT), whichever is deeper. The depth to the SHWT was noted at each boring based on
redoximorphic features, the presence of saturated soil, evidence of organic staining and best
professional judgment.
Infiltration Rate
One saturated hydraulic conductivity test was performed at each predetermined point and the
results of each test are shown below in Table 3. Since soil is inherently non -homogeneous, field
tests can often misrepresent the aerial hydraulic conductivity of soil. In particular, field tests
typically underestimate the saturated hydraulic conductivity of clayey soil and overestimate it in
sandy soils. As a result of this misrepresentation, a "moderation factor" is suggested to convert
point saturated hydraulic conductivity to aerial saturated hydraulic conductivity for each
proposed infiltration basin. Since the soil tested contained a significant amount of sand, a
moderation factor of 0.75 was used to correct for the potential of over -estimating the infiltration
rate.
Lejeune 13 Testing April 4, 2011
TCC Job #7478 2

Table 3 - Results of Saturated Hydraulic Conductivitv Tests
AECOAl Test
Location
Test Depth
in
'Texture
Measured
KsIT in/hr
75%. of Measured
KSIT in/hr
1
31.5
louny sand
7.168
5.376
2
23
loainy sand
2.750
2.063
4
22
saudy loam
2.411
1.808
5
36
sandy loam/sandy
cla loam
0.141
0.106
6
20
loamy sand
1.847 -
1.386
7
61
loiniy sand
24.381
18.286
8
1 41
1 loainy sand
1 2.349
1 1.761
9
60
sandy loam
3.654
2,741
11
25
loiniy sand
0.369
0.276
12
23
loamy sand fill
0.983
0.737
13
21
loamy sand
1.515
1.137
Saturated hydraulic tests were not performed at locations 3 and 14 due to a SIIWT within 36
inches of the soil surface. A saturated hydraulic test was not performed at location 10 due to the
appearance of a SFIWT at 16 inches and the presence of structureless expansive clan and sandy
clay textured fill material within 44 inches of the surface. With exception of tests performed at
locations 5, 11, and 12, calculated KSAT values were above 1.0 in/hr. Lower KSAT values
generated at locations I 1 and 12 are attributed to the presence of fill material. Location 5 had the
lowest measured rate and is attributed a soil moisture content within the test zone just below field
capacity.
CONCLUSIONS
The findings presented herein represent TCG's professional opinion based on our site and soils
evaluation. Our soil evaluation revealed a SH WT that ranged from 16 - >84 inches below the
soil surface throughout the study area. Saturated hydraulic conductivities were conducted in the
soil material two feet above the SHWT. This report is provided to assist in the application for an
infiltration basin by providing the soil information. North Carolina DWQ must issue the final
pemrit. Any concurrence with the findings in this report would be made at that time.
Lejeune 13 Testing April 4, 2011
TCG.1ob P7478 3

14 IN
�N
OEM
BmB 13 Kue k
MA
BaBOn
x
MAC' �c
,3 u
;y
��
Q
BMP Location __
F Bab "'�"�J
z= BaB - Baymeade fine sand ram."-,. sue: �' Bae 45
BmB 6
0 BmB -Baymeade-Urban land complex ©' 7
- g
Ku6 - Kureb fine sand '�w - •<: 8 •
MaC
0 Ln - Leon fine sand
i Mac - Marvy loamy sand Mac^ -
On p
0 Mk - Muckalee loam
'- NfC - Newhan fine sand
)10
On- Onslow loamy sand Ba6
To - Torhuma fine sandy loam
Ud - UdorthentsBaB 1 -
0 Ur - Urban land
�✓
12 11
Wo - Woodington loamy fine sand
® •, Arc BmB
0 w-water - Ma
w
Figure
The
Client:
LeJeune BMP Locations
Date:
April 2017
Catena
Froehling & Robertson, Inc.
310 Hubert Street
USDA-NRCS Soils Map
w
I'
scale:
0 500 1,000 Feel
GroupRaleigh,
NC 27603
t
-
Onslow County, North Carolina
Job No.:
7478

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Client: '
Date:
The
LeJeune BMP Locations
April 2011
Catena
Froe310 & Robertson, Inc.
^
scale:
_
310 Hubert Street
o sou 1,000 Feet
c`' - GrOUP
Raleigh, NC 27603
t
L
Job No.: 7478
Onslow County, North Carolina