SW8110702_HISTORICAL FILE_20110802

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 00-1 02
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 2 011 D S 0 2
YYYYM M DD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
August 2, 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. SW8110702
Gonzalez Boulevard Extension
High Density Commercial infiltration Basin Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete State Stormwater Management Permit Application for Gonzalez Boulevard
Extension on July 28, 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
110702 dated August 2, 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 2,2021, 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 fling 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§150B-23.2)is received in the OAH within seven (7) business days following the faxed or electronic transmission. Unless
such demands are made this permit shall be final and binding.You should contact the OAH with all questions regarding the filing fee
and/or the details of the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings are:
6714 Mail Service Center, Raleigh, NC 27699-6714, Telephone [phone]. FAX [phone].
If you have any questions,or need additional information concerning this matter, please contact Chris Baker, at(910) 796-7215.
Sincerely,
YID
For Colleen Sullins, Director
Division of Water Quality
GDS/csb: S:1WQS1Stormwater\Permits& ProjectsQ01 1\1 10702 HD Q011 08 permit 110702
cc: Bryan Dick, P. E.,AECOM
Wilmington Regional Office Stormwater File
Wilmington Regional Office One
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 NorthCarolina
Phone:[phone] FAX:[phone] Customer service:1-877-623-6748 �ry •' arol in
Internet:w .ncwaterquality.org KFti[[IL

State Stormwater Management Systems
Permit No. SW8 110702
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
Gonzalez Boulevard Extension
Gonzalez Boulevard, 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 2, 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 1.7 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 48,861 square feet of
impervious area.
3. 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.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 110702
6. 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.
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: 1.0 0.83
Onsite, ftZ: 43,639 35,948
Offsite ftZ N/A None
b. Total Impervious Surfaces, ft : 12,913 35,948
Onsite, ftZ: 12,913 35,948
Offsite, ftZ N/A N/A
C. Design Storm, inches: 1.5 1.5
d. Basin Depth, feet: 3 2
e. Bottom Elevation, FMSL: 7 11
f. Bottom Surface Area, ft : 900 4,550
9. Bypass Weir Elevation, FMLS: 10 13
h. Permitted Storage Volume, ft : 4,806 10,864
i. Type of Soil: Ba meade Mary n
j. Expected Infiltration rate: 2.06 5.37
k. Seasonal High Water Table, FMSL: 5 8.5
I. Time to Draw Down, hours 31 5.3
m. Receiving Stream/River Basin: Co dels Creek/White Oak
n. Stream Index Number: 19-23
o. Classification of Water Body: SQNSW
II. SCHEDULE OF COMPLIANCE
1. 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 110702
5. 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.
111. GENERAL CONDITIONS
1. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 110702
2. 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.
3. The permittee 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.
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 21-1.1000, 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 2nd day of August, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
-Kfor Goleea7H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 110702
Gonzalez Boulevard Extension
Stormwater Permit No. SW8 110702
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:
SEAL
Signature
Registration Number
Date
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 110702
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

[Applicable
t - DWQ:USEiONLy Dat Receiv d Fee Paid Permit Number
Rules: ❑Coastal SW-79 5 ElCoastal SW-2008 ❑ Ph II-Post Construction
elect 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 171UI
STORMWATER MANAGEMENT PERMIT APPLICATION FORM 2 S 2011
This form may be photocopied for use as an original
EY:____
-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 Lejeune,Gonzalez Boulevard Extensions
2. Location of Project(street address):
Gonzalez Blvd
City:USMCB Camp Lejeune County:Onslow Zip:28547
3. Directions to project(from nearest major intersection):
In Jacksonville go east on NC24(Leieune Blvd) to Camp Leieune main gate.Turn Left onto Sneads Ferry Rd
Approximately 1.4 miles on Right.
4. Latitude:34°39'40.42" N Longitude:77°19'37.45" W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit 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:32.16 ac of Disturbed Area
❑NPDES Industrial Stormwater E404/401 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:
FonnSWU-I01 Version07Jun2010 Page I of

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:Commanding Officer,Marine Corps Base Camp Leieune
Signing Official &Title:Carl Baker, Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:Bldg 1005 Michael Rd.
City:MCB Camp Lejeune State:NC Zip28547
Mailing Address(if applicable):
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/Organization:
Signing Official &Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
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:Andrew B.Wilson,EIT,AECOM
Signing Official &Title:
b.Contact information for person listed in item 3a above:
Mailing Address:701 Corporate Center Drive
City:Raleigh State:NC Zip:27607
Phone: (919 ) 854-6225 Fax: (919 ) 854-6259
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of Contact: Phone#: ( )
FonnSWU-101 Version 07Jun2010 Page 2of7 JUL 2 8 2011
3`',

IV., PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
The low density areas will utilize grassed swales.Additional Stormwater from construction of the Codgels
Creek Pump Station and the Gonzalez Road Bridge will be routed via a combination of grassed swales and
pipe 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 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❑ -Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area:149.9 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+:149.9 acres
Total project area shall be calculated to exclude the followin the normal yool of irnpounded structures, the area
between the banks of streams and rivers, the area below theormal High Water(N 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 =9.67
9. How many drainage areas does the project have?3(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.
-
1. .�I_D
JUL 2 8 2011
Form SWU-101 Version 07Jun2010 Page 3 of 7

Basin Information Draina a Area 1 Draina e Area 2 DrainaizeArea3 Draina e Area_
Receiving Stream Name Cogdels Creek Cogdels Creek Cogdels Creek
Stream Class * SC; NSW SC; NSW SC; NSW
Stream Index Number* 19-23 19-23 19-23
Total Drainage Area (so 6529644 43639 35948
On-site Drainage Area (so 0 43639 35948
Off-site Drainage Area (so 0 0 0
Proposed Impervious Area (so 631701 12913 35948
% Impervious Area** total 9.67 30 100
Impervious'Surface Area Drainage Area 1 Drainage Area 2 Drainage Area 3 Drainage Area_
On-site Buildings/Lots (so 0 9000 0
On-site Streets (so 462670 3913 35948
On-site Parking (so 0 0 0 p —
On-site Sidewalks (so 20596 0 0 j;�
Other on-site (so 0 0 0 �i )
Future(so 0 0 0
Off-site (sf) 0 0 0 ��
Existing BUA***(so 148435 0 0
Total (sf): 631707 12913 35948 11 CE
Stream Class and Index Number can be determined at: http.Vlportal.ncdenr.or web/wq[ps/csu/classiflcations j
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 be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined?Provide documentation. NA
Proieets 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://12ortal.ncdenr.org/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://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 http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initia
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://wv,,w.envhclp.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.)
Fonn SWU-101 Version 07Jun2010 Page 4 of 7

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 1/2 mile of the site boundary, include the 1/2
mile radius on the map. ��
7. Sealed,signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed,signed, &dated),including: AW
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of 1�
impounded structures,the banks of streams and rivers, the MHW or NHW line of tidal v
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. p
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned. W S
k. Existing contours,proposed contours,spot elevations,finished floor elevations. rN `
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 easements,pipe sizes,runoff calculations.
o. Drainage areas delineated (included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x1l" 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 SHWT prior
to submittal, [phone].) N�
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 IVA —AX
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 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.
http://www.secretary.state.nc.US/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://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.
Form SWU-101 Version 07Jun2010 Page 5 of 7

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.Andrew Wilson,FIT
Consulting Firm:AECOM Technical Services Inc.
Mailing Address:701 Corporate Center Drive-Suite 475
City:Raleigh State:NC Zip:27513
Phone: (919 ) 854-6200 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 1a) 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.
Signature: Date:
I, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this_day of and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
JUL 2 8 2011
3y:
Form SWU-101 Version 07Jun2010 Page 6 of 7

X. , APPLICANT'S CERTIFICATION
], (print or type name of person listed in Contact Information, item la) C4Y KZ'r
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stor/m/yy�ater rules un *r 15A NCAC 2H .1000,SL 2006-246 (Ph. II -Post Construction)or SL 2008-211.
Signature: \ il.� S=�r2�t/K-�-� Date:�"'�(i
a Notary Public for the State ofN�1 '1.(ICCA iH County of
nS�(oly do hereby certify that�Lf l f�k uP personally appeared
i �p
before me this�O'�day of olbl( ,and ackn wledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY, (n
MY COMMISSION EXPIRES My commission expires 3 qa' ' 5
A 2 g 2011
Form SWU-101 Version 07Jun2010 Page 7 of 7

MEMORY TRANSMISSION REPORT
TIME :08-02-'ll 15:06
-FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO. 789
DATE 08.02 15:04
TO : R 919198546259
DOCUMENT PAGES 8
START TIME 08.02 15:04
END TIME 08.02 15:06
PAGES SENT 8
STATUS OR
SUCCESSFUL TX NOTICE
Ststy of Nortb Cmrolivm
flspv etmenr of Envlronmmvt mna Nuturml Resvureee
WIImIV Qren RnQlvvrl!}Tar
aena.{y Evvas Po�ro us�Govervor FAX COVRR SE'IL•]ET Dre Frcrwtvrt� Gacrvrvry
Dare: �/�J'/� No.Pages(axcl. cover): /
(9101796-7336
f9101350-2004
Ra: �0.✓_3-/�G_ � a �G (/� Ex BEN s �r. .-•_l —_—..
-�✓-dam //O 70 Z� ---
i 2'1 Cur[nnnl��i+a Fx[anpinn, Wiimi�Q[nn,NC 2P9(1.5 a(9111)'r95-'1215 a An Equnl♦JPP^rtnniN A�ttnetiva Action EmPloYat '

i State of North Carof =
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Pep-due, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: No. Pages (excl. cover):
To: L S o From: Jo Calmer
Cc: /7 ��'�, ` Phone: [phone]
Fax: �Zp�9 / /Fax: [phone]
.
Re: C9OaZA � �Z 7� Gf/l/. �X7EJ5 :D �/
��� .- � �_ ss �� � _ `jam ��✓ ��y �'�
127 Cardinal Drive Extension, Wilmington,NC 28405 e(910)796-7215 o An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :08-02-'11 15:08
- FAX NO.1 : 910-350-2018
NAME :DENR Wilmington
FILE NO. 790
DATE 08.02 15:04
TO : 8 919104512927
DOCUMENT PAGES 8
START TIME 08.02 15:06
END TIME 08.02 15:08
PAGES SENT 8
STATUS ON
* SUCCESSFUL TX NOTICE
Smta of lVortb Cu rolonn
OrP�rtmant o!Envlronmant and Nvtur�l Rmourcra
W\Im*oytnn Rryloonl Q(T4fa
B�.Kr/y Euws Ps//rd e.��Covoreor FAX COVEA SFiE6T Daa F.�ea�nna� .rperetrry
Dntr SL�,/�� No.Pages(exo\. covcr): _L,__Co: /J IP/i'ia G_ Co Yo-.i '�9S L_ Pltonr. (9101 796-0336
Y�C/m � "f i�.�S as c/ — //� i ✓ ��1/ i '.✓ ice- -A� -�_
\27 Cartl\na\Llrlvn F:xfanxlnn. W�IminII<on.N!:'2A9n5 m(91(1)7glr'l7\G a An Egvsl JPP^rtuniry phirme[ivo Amnion L1npinye.

State of North Care9ina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: S/ No. Pages(excl. cover):
To: ���G �A�P From: Jo Casmer
Co: �'lai CoYps AS Phone: [phone]
Fax: Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington,NC 28405 0(910)796-7215 o An Equal Opportunity Affirmative Action Employer '

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
USMCB Camp Lejeune, Gonzalez Boulevard Extensions
Date: 07-22-11
CARO,
20 .oFESSipy;fy
a SEAL 9�
035724
/�•"i B/V r'N C aya�
R RANI IM;
7/��zoll
AECOM JUL 2 g 2011
701 Corporate Center Dr.,
Suite 475 gy_
Raleigh, NC 27607 �-
919-854-6200
Prepared By:
Andrew Wilson, EIT
Checked By:
Bryan M. Dick, PE, PH

Project Description
This document is to serve as a stormwater management plan for the MCB Camp
Lejeune — Gonzalez Blvd Extensions Project. The proposed Gonzalez Blvd. Extension
project (hereinafter "Gonzalez Blvd.") is located near the Hadnot Point Cantonment Area
of Marine Corps Base Camp Lejeune in Onslow County, North Carolina. The proposed
project involves new road construction, including a proposed bridge over Cogdels Creek,
and construction of new sections of tank trail. The project limits are currently comprised
of wooded areas and a wetland adjacent to Cogdel's Creek. The Gonzalez Blvd. site is
not located within one half mile of SA waters.
Contact Information
AECOM Technical Services Inc.
Attn: Bryan M. Dick, PE, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
JUL 2 8 2011
Telephone: [phone]
Fax: [phone]
Identify Proiect Involvement
The proposed project is located in the White Oak River Basin. The project drains
to Cogdels Creek (NCDWQ Index Number 19-23), which has an NCDWQ Stream
Classification of SC, NSW.
The Gonzalez Blvd. project will result in an increase in BUA of approximately
497,293.2 sf, which comprises less than 24% of the total project area, and thus qualifies
as Low-Density per the Coastal Rules.
According to the Coastal Rules, sites that qualify as low-density must treat
stormwater primarily through the use of grassed swales and maintain a 50' vegetated
buffer from surface waters. To meet this requirement, the stormwater runoff from the
proposed roadway will be collected in vegetated swales along the proposed roadway or
allowed to flow diffusely off the road surface. As required by the stormwater regulations,
these swales are designed to meet the following criteria:
• Side slopes of 3:1 or less
• Slope no greater than 5%
• Designed to carry the 10-year storm at a non-erosive velocity.
For the proposed bridge, a scoping meeting was held with DWQ and attended by
both AECOM and MCBCL personnel, at which DWQ asked that the bridge be treated as
a "pocket" of high density within the otherwise low-density permit, and that the
stormwater runoff from the bridge be controlled prior to being discharged into the
wetlands. Based on this requirement, the drainage system of the bridge has been

designed such that stormwater will be conveyed into two proposed infiltration basins,
one on the northeastern end of the bridge and one on the southeastern end.
Stormwater Design Parameters
The infiltration basins are based on the following parameters or objectives:
• Provide 85% TSS removal
• 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
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.
1� C �VIH:D
JUL 2 S 2011
BY:

MCH1000R.L5T
****** HYCHL ****** (Version 6.1) ****** Date 03-14-2011
Commands Read From File: C:\HYCHL\MCH1000R.CHL
JOB MCHUGH BLVD. DITCH STA. 10+00 TO STA. 14+00 RT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH) j
CHL 0.0122 4.91
VSH 3 4
** V-SHAPE RIGHT Z1 = 3.0 AND LEFT Z2 = 4.0 i
END �......
***************END OF COMMAND FILE************ --`""
MCHUGH BLVD. DITCH STA. 10+00 TO STA. 14+00 RT. JUL 2 8 2p11
INPUT REVIEW
�''---��
------------
DESIGN PARAMETERS:
DESIGN DISCHARGE (ftA3/s): 4.91
CHANNEL SHAPE: VSHAPED
CHANNEL SLOPE (ft/ft): .012
RESULTS
SHEAR STRESS(psf) Len of Super ---DESIGN--
--------------- Protect Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .41 .00 0. UNSTAB .37 .3 .54 .014
JUTE NET .45 .52 .00 0. UNSTAB .86 3.2 .69 .026
FIBERGLASS SINGLE .60 .52 .00 0. STABLE 1.16 7.6 .68 .026
FIBERGLASS DOUBLE .85 .53 .00 0. STABLE 1.60 19.1 .70 .028
STRAW WITH NET 1.45 .65 .00 0. STABLE 2.25 58.1 .85 .046
CURLED WOOD MAT 1.55 .65 .00 0. STABLE 2.37 66.5 .86 .048
SYNTHETIC MAT 2.00 .56 .00 0. STABLE 3.57 194.5 .74 .032
P6Rt4.N6N''
i
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE A 3.70 1.77 .00 0. STABLE 2.09 225.1 2.33 .568
VEGETATIVE B 2.10 1.18 .00 0. STABLE 1.78 56.1 1.55 .230
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE C 1.00 .90 .00 0. STABLE 1.11 7.3 1.-19_.113J
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE D .60 .80 .00 0. UNSTAB .75 1.6 1.05 .082
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 .74 .00 0. UNSTAB .47 .2 .97 .067
RIGID
CONCRETE ******* .42 .00 0. STABLE ****** .0 . 55 .014
GROUTED RIPRAP ******* .55 .00 0. STABLE ****** .0 .72 .030
Page 1

MCH1600L.L5T
****** HYCHL ****** (Version 6.1) ****** Date 03-14-2011
I
Commands Read From File: C:\HYCHL\MCH1600L.CHL
JOB MCHUGH BLVD. DITCH STA. 16+00 TO STA. 19+50 LT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0262 1.95
VSH 2 6
** V-SHAPE RIGHT Z1 = 2.0 AND LEFT Z2 = 6.0
END EJJ
_ _ "***************END OF COMMAND FILE************ "-`"-"MCHUGH BLVD. DITCH STA. 16+00 TO STA. 19+50 LT. 2 g Zp�� 1
------------
INPUT-REVIEW I
��
DESIGN PARAMETERS:
DESIGN DISCHARGE (ftA3/s): 1.95
CHANNEL SHAPE: VSHAPED
CHANNEL SLOPE (ft/ft): .026
RESULTS
SHEAR STRESS(psf) Len of Super ---DESIGN--
-------------
-- Protect Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (CfS) (ft) n
---- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .52 .00 0. UNSTAB .29 .1 .32 .014
JUTE NET .45 .69 .00 0. UNSTAB .65 .5 .42 .030
FIBERGLASS SINGLE .60 .68 .00 0. UNSTAB .88 1.3 .42 .029
FIBERGLASS DOUBLE .85 .71 .00 0. STABLE 1.21 3.4 .43 .032
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
STRAW WITH NET 1.45 90 .00 0. STABLE 1.61 9.5 .55 .062
EtlRtrEo-iie^eB MUkT 2.00 .75 00
cre Rl F 1_7Z.__11.2. .55 .062
SYNTHETIC MAT 2.00 .75 .00 0. STABLE 2.65 36.9 .4
I
PERMANENT (FLEXIBLE) t
VEGETATIVE A 3.70 2.40 .00 0. STABLE 1.54 21.8 1.47 .840
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE B 2.10 1.88 .00 0. STABLE 1.12 5.6 1.15_416
VEGETATIVE C 1.00 1.27 .00 0. UNSTAB .79 .5 .77 153
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE D .60 1.07 .00 0. UNSTAB .56 .1 .66 .101
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 1.00 .00 0. UNSTAB .35 .0 .61 .081
RIGID
CONCRETE ******* .53 .00 0. STABLE ****** .0 .32 .015
GROUTED RIPRAP ******* .77 .00 0. STABLE ****** .0 .47 .040
Page 1

MCH1600R.L5T
****** HYCHL **z*** (Version 6.1) ****** Date 03-14-2011
Commands Read From File: C:\HYCHL\mcHl600R.CHL
I
JOB MCHUGH BLVD. DITCH STA. 16+00 TO STA. 19+50 RT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0104 3.40
VSH 4 3
** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 3.0
END
***************END OF COMMAND FILE************
I
MCHUGH BLVD. DITCH STA. 16+00 TO STA. 19+50 RT.
------------
INPUT REVIEW FL
�-- ----- i.dDESIGN PARAMETERS:DESIGN DISCHARGE (ftA3/s): 3.408 2011
CHANNEL SHAPE: VSHAPEDCHANNEL SLOPE (ft/ft): .010
RESULTS
SHEAR STRESS(psf) Len of Super
---DESIGN-- �
------------
-- ProteCt Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---------------- ------- ------- ------ ----- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .31 .00 0. UNSTAB .48 .4 .48 .014
JUTE NET .45 .40 .00 0. STABLE 1.11 4.7 .62 .027
FIBERGLASS SINGLE .60 .40 .00 0. STABLE 1.50 11.0 .62 .026
FIBERGLASS DOUBLE .85 .41 .00 0. STABLE 2.07 27.9 .63 .028
STRAW WITH NET 1.45 .50 .00 0. STABLE 2.88 85.6 .78 .049
CURLED WOOD MAT 1.55 .51 .00 0. STABLE 3.05 97.6 .78 .050
SYNTHETIC MAT 2.00 .43 .00 0. STABLE 4.60 280.9 .67 .033
PEWWiEHT EFEEx;66r5)
*trz WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE i
WITH MOST RECENT VALUE
VEGETATIVE A 3.70 1.49 .00 0. STABLE 2.48 349.2 2.30 .878
VEGETATIVE B 2.10 .98 .00 0. STABLE 2.14 86.8 1.51 .288
VEGETATIVE C 1.00 .73 .00 0. STABLE 1.37 11.6 41:.13 131'
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE D .60 .64 .00 0. UNSTAB .93 2.7 .99 .092
VEGETATIVE E .35 .59 .00 0. UNSTAB .59 .4 .91 .074
RIGID
CONCRETE ******* .32 .00 0. STABLE *****z .0 .50 .015
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
GROUTED RIPRAP ******* .42 .00 0. STABLE ****** .0 .65 .031
ztr* WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
Page 1

GON1600L.L5T
****** HYCHL ****** (Version 6.1) ****** Date 03-14-2011
Commands Read From File: C:\HYCHL\GON1600L.CHL
JOB GONZALEZ BLVD. DITCH STA. 16+00 TO STA. 20+00 LT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0202 1.23
VSH 3 4
** V-SHAPE RIGHT Z1 = 3.0 AND LEFT Z2 = 4.0
END
***************END OF COMMAND FILE************
GONZALEZ BLVD. DITCH STA. 16+00 TO STA. 20+00 LT.
INPUT REVIEWJUL 2 8 2011
DESIGN PARAMETERS: '� I
DESIGN DISCHARGE (ftA3/s) : 1.23
CHANNEL SHAPE: VSHAPED
CHANNEL SLOPE (ft/ft): .020
RESULTS
SHEAR STRESS(psf) Len of Super ---DESIGN--
--------------- Protect Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---------------- ------- ------- ------ ----- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .37 .00 0. UNSTAB .40 .1 .30 .014
JUTE NET .45 .50 .00 0. UNSTAB .90 .9 .40 .031
FIBERGLASS SINGLE .60 .49 .00 0. STABLE 1.22 2.2 .39 .030
FIBERGLASS DOUBLE .85 .51 .00 0. STABLE 1.67 5.7 .40 .033
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
STRAW WITH NET 1.45 .66 .00 0. STABLE 2.21 16.4 .52 .065 i
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE i
WITH MOST RECENT VALUE
CURLED WOOD MAT 1.55 .66 .00 0. STABLE 2.36 19.1 .52 .065
SYNTHETIC MAT 2.00 .55 .00 0. STABLE 3.66 59.9 .43 .040
PERMANENT (FLEXIBLE) j
VEGETATIVE A 3.70 1.72 .00 0. STABLE 2.15 49.0 1.37 .851
i
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE B 2.10 1.25 .00 0. STABLE 1.69 12.4 .99_.387
VEGETATIVE C 1.00 .97 .00 0. STABLE 1.03 1.4 .77 .185
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE D .60 .83 .00 0. UNSTAB .72 .2 .66 . 120
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 .74 .00 0. UNSTAB .47 .0 .59 . 090
RIGID
Page 1

GON1800A.L5T
****** HYCHL ****** (Version 6.1) ****** Date 02-21-2011
Commands Read From File: C:\HYCHL\GON1800A.CHL
JOB GONZALEZ BLVD. DITCH STA, 18+00 TO STA. 26+00 RT. BETW. RD. & PATH
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0157 4.28
VSH 4 4
** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 4.0
END
***************END OF COMMAND FILE************
GONZALEZ BLVD. DITCH STA. 18+00 TO STA. 26+00 RT. BETW. RD. & PATH 1'�' ------
------------
INPUT REVIEW JUL 2 8 2011
------------
DESIGN PARAMETERS:
DESIGN DISCHARGE (ftA3/s): 4.28 ------_
CHANNEL SHAPE: VSHAPED
CHANNEL SLOPE (ft/ft): .016
RESULTS
SHEAR STRESS(psf) Len of Super ---DESIGN--
-------------
-- Protect Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---------------- ------- ------- ------ ----- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .45 .00 0. UNSTAB .33 .2 .46 .014 1
JUTE NET .45 .59 .00 0. UNSTAB .77 2.0 .60 .027
FIBERGLASS SINGLE .60 .58 .00 0. STABLE 1.04 4.7 .59 .026
FIBERGLASS DOUBLE .85 .60 .00 0. STABLE 1.43 12.1 .61 .029
STRAW WITH NET 1.45 .73 .00 0. STABLE 1.98 35.9 .75 .049 j
CURLED WOOD MAT 1.55 .74 .00 0. STABLE 2.10 41.4 .75 .051
SYNTHETIC MAT 2.00 .63 .00 0. STABLE 3.17 124.8 .64 .033
RSR�N1hISIJT CFO gXTQ1 r
I
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE I
VEGETATIVE A 3.70 1.97 .00 0. STABLE 1.88 126.3 2.01 .761
VEGETATIVE B 2.10 1.35 .00 0. STABLE 1.56 31.7 1.38 .252
VEGETATIVE C 1.00 1.02 .00 0. UNSTAB .98 4.0 C1:.04=119)
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE '
WITH MOST RECENT VALUE
VEGETATIVE D .60 .90 .00 0. UNSTAB .67 .8 .92 .085
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 .83 .00 0. UNSTAB .42 .1 .85 .069
RIGID
CONCRETE ******* .47 .00 0. STABLE ****** .0 .48 .015
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
GROUTED RIPRAP ******* .62 .00 0. STABLE ****** .0 .63 .032
Page 1

GON4450B.L5T
****** HYCHL ****** (version 6.1) ****** Date 02-21-2011
Commands Read From File: C:\HYCHL\GON44506.CHL
JOB GONZALEZ BLVD. DITCH STA. 37+00 TO STA. 44+50 RT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0030 2.74
VSH 4 4
** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 4.0
END
***************END OF COMMAND FILE************
GONZALEZ BLVD. DITCH STA. 37+00 TO STA. 44+50 RT. ''�=
INPUT REVIEWJUL 2 8 2011
DESIGN PARAMETERS:
DESIGN DISCHARGE (ftA3/s): 2.74
CHANNEL SHAPE: VSHAPED I
CHANNEL SLOPE (ft/ft): .003
RESULTS
SHEAR STRESS(p5f) Len of Super ---DESIGN--
-------------
-- Protect Elev Stab. Max Q Depth Mann
Lining Type Permiss Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---------------- ------- ------- ------ ----- ------ ------ ------- ------
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .10 .00 0. STABLE 1.50 8.3 .53 .014
JUTE NET .45 .13 .00 0. STABLE 3.53 98.5 .68 .026
FIBERGLASS SINGLE .60 .13 .00 0. STABLE 4.76 221.6 .67 .026
FIBERGLASS DOUBLE .85 .13 .00 0. STABLE 6.56 550.4 .69 .028 I
STRAW WITH NET 1.45 .16 .00 0. STABLE 9.21 1797.9 .84 .046
CURLED WOOD MAT 1.55 .16 .00 0. STABLE 9.73 2006.6 .85 .048
SYNTHETIC MAT 2.00 .14 .00 0. STABLE 14.63 5306.3 .73 .032
I
-PERM06r*-'rr66e186Q --
VEGETATIVE A 3.70 .49 .00 0. STABLE 7.62 9112.0 2.59 .931
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE '
VEGETATIVE B 2.10 .41 .00 0. STABLE 5.17 2239.1 2.17 .5,32
VEGETATIVE C 1.00 .26 .00 0. STABLE 3.83 322.9139 178�
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE D .60 .22 .00 0. STABLE 2.69 82.4 1.19 .119
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 .20 .00 0. STABLE 1.73 17.7 1.08 .091
RIGID
CONCRETE ******* .10 .00 0. STABLE ****** .0 .54 .014
GROUTED RIPRAP ******* .13 .00 0. STABLE ****** .0 .71 .030
STONE MASONRY ******* .14 .00 0. STABLE ****** .0 .73 .032
SOIL CEMENT ******* .12 .00 0. STABLE ****** .0 .64 .022
ASPHALT ******* .11 .00 0. STABLE ****** .0 .58 .017
Page 1

GON4450A.L5T
k kRRRR HYCHL ****** (Version 6.1) ****** Date 02-21-2011
Commands Read From File: C:\HYCHL\GON4450A.CHL
JOB GONZALEZ BLVD. DITCH STA. 44+50 TO STA. 48+00 RT.
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL 0.0058 0.85
VSH 4 4
** V-SHAPE RIGHT Z1 = 4.0 AND LEFT Z2 = 4.0
END
***************END.OF COMMAND FILE************ j
GONZALEZ BLVD. DITCH STA. 44+50 TO STA. 48+00 RT.
------------
INPUT REVIEW FJU
------------
DESIGN PARAMETERS: 8 2011 IDESIGN DISCHARGE (ftA3/s): .85
CHANNEL SHAPE: VSHAPED JCHANNEL SLOPE (ft/ft) : .006 _��_
i
RESULTS
SHEAR STRESS(pSf) Len of Super ---DESIGN-- !
--------------- Protect Elev Stab. Max Q Depth Mann
Lining Type PermisS Bottom (ft) (ft) Remark Factor (cfs) (ft) n
---------------- ------- ------- ------ ----- ------ ------ ------- ------ ----
TEMPORARY (FLEXIBLE)
WOVEN PAPER NET .15 .11 .00 0. STABLE 1.34 1.9 .31 .014
JUTE NET .45 .15 .00 0. STABLE 3.03 21.6 .41 .031
FIBERGLASS SINGLE .60 .15 .00 0. STABLE 4.09 49.5 .41 .030
FIBERGLASS DOUBLE .85 .15 .00 0. STABLE 5.60 123.9 .42 .032
I
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
STRAW WITH NET 1.45 .19 .00 0. STABLE 7.47 394.3 .54 .062
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
CURLED WOOD MAT 1.55 .19 .00 0. STABLE 7.95 443.9 .54 .063
SYNTHETIC MAT 2.00 .16 .00 0. STABLE 12.31 1218.4 .45 .039
I
PERMANENT (FLEXIBLE)
VEGETATIVE A 3.70 .53 .00 0. STABLE 7.00 1835.4 1.46 .903
VEGETATIVE B 2.10 .51 .00 0. STABLE 4.12 452.8 1.41 .818
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE C 1.00 .35 .00 0. STABLE 2.89 63.5 .96_:294J
VEGETATIVE D .60 .28 .00 0. STABLE 2.12 15.7 .78 .172
*** WARNING: DEPTH DID NOT CONVERGE. PROGRAM WILL CONTINUE
WITH MOST RECENT VALUE
VEGETATIVE E .35 .25 .00 0. STABLE 1.39 3.1 .70 .123
RIGID
CONCRETE ******* .11 .00 0. STABLE ****** .0 .31 .015
GROUTED RIPRAP ******* .16 .00 0. STABLE ****** .0 .45 .040
Page 1

60162641 Gonzalez Road-Infiltration Basin 1
D2inge Area(Sf) 43639 Designed By: ABW
Imp Area(sQ1 12913 Date: V3012011
(A)Drainage Area(Ac) 1.001814
(I.)Imp Fraction 0.30
(Rc)Rainfall Depth Per State SWP(in) 1.5
Step 1: Determine Runoff Volume
Simple Method
a' RV =.05+.9(/A) =Rv(post)=.05t.9'.4 = 0.32
Rv(pre)=.05-.9.0 0.05
n V=3630xR,xRvxA
Post V=3630'37'0.66 t4237 V(post)= 1725 cf
Min.Treatment Vol(Post-Pre- t]26 cf
Treatment Vol in Ac-in 0,48 awn
Step 2: Determine Surface Ama�Min,
2.V Min.Treatment Vol= 4314 cf
(K)InLltration Rate(iNhq 2.063
(T)Intended Days to Infiltrate(days) 5
a. A V =A=34541(2'(3.94-2)) Min SA of Basin= Bd of
=
2 * (K * T)
Step 3.Determine Dimensions
Basin Volume 55
Depth to Exist gmunt to SRWT(ft) 500
Ex'Istng Ground Elevation 903 Bypass Weir Elevation NA
Design Sto2ge Elevation 10.00 Flow Splitter- Inlet Elevation NA
Bottom Elevation 7.00 Flow Splinter Bypass Flow Outlet Elev NA
Flow Splitter-Outlet to Basin Elev. NA Top of Berm Elevamh 10.00
Storage Depth 3.00
Surface Area Reguired(Avg of Top and Bottom SA) 1438
Target Area 1438 sl
Top Width Q Sbmge Elev 39 Tap Length Q Storage Elev 56,9 Area Top of Storage= 23U sf
Bottom Width 21 Bottom Length 38.9 Area Bottom of Storage= 900 st
Actual Width Used at Storage Elev 48 Actual Length Used at Storage Elev 48 Avg Surface Area = 1602 if
Actual Width Used at Bottom Elev 30 Actual Length Used at Bottom Elev 30
Volume of Basin(Depth-SA)= U06 cf
4.Calculation of Volumetric Flow Rate of InOtration and Drawdown
0 from inOle.tion: -0 is actually to Darcian Flow Rate Area(sf) (K)one 0(infiltratlon)= 0.04 cls
Q=A (K) Conversion=efs 900 2.063
Example Calculation of Q:Since Area=4556sf (K)=3.94inlhr
3.94in If Ihr
4556sf 0.42cJs
hr 12(n 3600s
Drawdown Time for Treatment Volume Dmwdown Time for Design Vol
Ewm le Caludalim: 0.42es V=3458c Volume cf o Ronre Da s
P Q— f f 48a6 1 0.04 31.1 1.29
V 3458ft' Is Ihr
—=T .'. =2.Ihrs=.089days
Q 1 0.42f' 3600s
JUL 2 8 2011

60162841 Gonzalez Road•Infiltration Basin 2
Dainge Area(So 35948 Designed By: ABW
Imp Area(at) 35948 Dale: 4/4/2011
(A)Drainage Area(Act 0.829253
0I Imp Fraction 1.00
(RalRainfall Depth Per State SWPdn) 1.5
Step 1: Determine Runoff Volume
Simple Method
a. =,05},9([A) =Rv(pcs)=.05-.9.4 = 0,95
Rv(pro)=05t.9-0 = 0,05
l V=3630xRoxR,,xA
Post V=363037'066'.4237 V(post)= 4269 of
Min.Treatment Vol post-Prep 4269 d
Treatment Vol in Ac-in 1.18 atom
Step 2: Determine Surface Area.Min. 11
2.5-Min.Treatment Vol= 106]2 cf
K Infiltration Rate(ml 5.373
(I intended Days to Infiltrate Ida sl 5
a. V =A A=3454/(2'(3.942)) Min SA of Basin= 79 sf
=
2 * (K * T)
Step 3.Determine Dimensions
Basin Volume
Depth to Exist grount to SHWT(0) 4.00
Existing Ground Elevation 13.00 Bypass Weir Elevation NA
Desgn Storage Elevation 13.00 Flow Splitter- Inlet Elevation NA
Bottom Elevation 11.00 Flow Splitter-Bypass Flow Outlet Elev NA
Flaw Splitter-Outlet to Basin Elev. NA Top of Be.Elevation 13.00
Storage Depth 2.00
Surface Area Required(Avg of Top and Bottom SA) 5336
Target Area 5336 5f
Top Width @ Storage Elev 76 Top Length @ Storage Elev 82.2 Area Top of Storage= 1314 of
Bottom Width 64 Bottom Length 70.2 Area Bottom of Storage= 45"of
Actual Width Used at Storage Elev 17 Actual Length Used at Storage Elev 82 Avg Surface Area = 5432 e1
Actual Width Used at Bottom Elev 65 Actual Length Used at Bottom Elev 70
Volume of Basin(De th'SAI= 108"of
4.Calculation of Volumetric Flow Rate of Initiation and Drawdown
Q from infiltration: 'O is actually the Darcian Flaw Rate Area(s0 (K)in/hr Q(infiltration)= 0.57 eta
Q=A (K) Conversion=cfs 4550 5,373
Crumple Calculation of Q:Sur@ce Area=4556sf (K)=3.94in/hr
3.94in Ift Ihr
4556 sr =0.42cfs
hr [ in 3600s
Drowdown Time for Treatment Volume Drawdown Time for Design Vol
Exam le Calailaticn: 0.42cs V=3458c Volumed G Houre oa a
P Q- f ✓ 10864 1 0.57 15.3 O.z2
V_l, 3458/1 is lhr —21hrs=.089dgvs
Q 1 0.42 ft' 3600s
JUL 2 8 2011
V.

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.
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
The,
Catenal
G oup
The Catena Group, Inc.
410-B Millstone Drive
Hillsborough, NC 27278
Tel [phone] Fax [phone]
April 4, 2011
J G D
>p a• a 9
G �Aki�A
hn C. Roberts
1292 '
—r i
JUL 2 8 2011
_,

INTRODUCTION
Froehling & Robertson, Inc. (F&R) is investigating the construction of infiltration basins for
construction projects located on Camp Lejeunc 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 (MRCS) soil map is appended.
Table t - Soil Series, Map Unit S mbol, and Taxonomic Classification
Map Unit Soil Series Taxonomic Class
Symbol
BaB Baymeade fine sand loamy, siliceous, 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 1, 2011. Soil borings were
advanced with a hand-tumed 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.
EJUL 2011
Lejeune 13 Testing April 4, 2011
TCG Job#7478 1

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 Depth to SHWT
AECOM# TCG Boring# Soil Series Determination SHWT Determination
inches below surface
1 133 Marvyn loamy fine sand 52
2 B 1 Baymeade-Urban land Complex 50
3 132 Baymeade-Urban land Complex 23
4 134 Baymeade fine sand 46
5 135 Baymeade fine sand 60
6 B6 Baymeade fine sand 44
7 B7 Baymeade fine sand 87
8 138 Baymeade fine sand 68
9 139 Baymeade fine sand 84
10 1310 Baymeade fine sand 16
11 1311 Baymeade fine sand >84
12 1312 Baymeade fine sand 64
13 1313 Baymeade fine sand 56
14 1314 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 JUL 2 8 2011 I April 4, 2011
TCG Job 47478 _1 2

Table 3-Results of Saturated Hydraulic Conductivity Tests
AECOM Test Test Depth Texture Measured 75% of Measured
Location in KSAT in/hr 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 0.141 0.106
clay loam
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
II 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 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 11 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.
JUL 2 8 2011
Lejeune 13 Testing April4, 2011
TCG Job#7478 3

i
RECEIVED
MAY 2 6 2011
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent.Lewis®ncmail,net It there are more than 7areas to be tested,
attach a second sheet. SS
State Soil Scientist Confirmation Visit date/time: Z J
Project Name: USMC Camp Leieune Gonzalez Boulevard Ext. County: Onslow
Street Address: Latitude: 34°39'40.42"N Longitude: 77°19'37.45"W
Directions from the nearest intersection of two major roads:
In Jacksonville go East on NC24 (Leieune Blvd) to Camp Leieune main gate. Turn
Left onto Sneads Ferry Rd. Approximately 1.4 miles on Right.
>1 acre being disturbed? KYES ONO CAMA Major required?JKYES ONO
Consultant Name: Andrew Wilson Phone: [phone]
Consultant Firm Name: AECOM
Bore Number 1 2 3 4 5
a Existing Ground Elevation 13 9
b Proposed Bottom Elevation 11 7
c Difference a minus b 2 2
cl Add 2 ft. Min. Bore Depth) 4 5
e Hardpan Depth? NA NA
f Approx. Elev. Of SHWT 9 5
Max. lowest bottom elev. 11 7
h Infiltration Rate OK? '
I Confirmation of SHWT " 1,96
For projects requiring more than 5 hand 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 1" and is the
"TCG Borinq # 83" in the attached soils report. This is the first borinq that Vincent Lewis
and Ron Johnson(AECOM)walked to from the barracks construction site."Bore Number 2"
is represented on the attached map as point "2" and is the "TCG Boring # B1" in the
attached soils report. This is the second boring that Vincent Lewis and Ron Johnson
walked to from the Tank Trail iust South of the proposed bridge location.
Required Attachments:
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

ADDENDUM
POINT 14 INFILTRATION TESTING
Camp Lejeune 13 Testing
Onslow County,North Carolina
TCG Job# 7478
Prepared For:
Daniel K. Schaefer, P.E.
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh,NC 27603
Prepared By:
The
� Catena,
The Catena Group, Inc.
410-B Millstone Drive
Flillsborough, NC 27278
Tel [phone] Fax [phone]
April 12, 2011
Sort
JG N G. Rpe�`
Gm29^_ 1292
.John C. Roberts

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.
Stonnwater 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. This report is submitted as
an addendum to the initial TCG report dated April 4, 2011.
INVESTIGATION METHODOLOGY
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 r) 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).
RESULTS
Soil Investigation
A description of the soil and methodology for the investigation is detailed in the April 4, 2011
Seasonal High Water"fable Determination and Infiltration Testing report.
Infiltration Rate
The KsAT measurement for AECOM point 14 was performed on April 8, 2011. Table 1
summarizes the results of the KsAT test and the worksheet is attached.
'fable 1 - Results of Saturated Hydraulic Conductivity Tests
AECOM "Pest Test Depth Texture Measured 75%, of Measured
i Ks�Tin/ r / rLocation `rh 14 1 8 1 loirny sand 5.636 4.227
CONCLUSIONS
The findings presented herein represent TCG's professional opinion based on our site and soils
evaluation. 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.

HYDRAULIC CONDUCTIVITY STUDY
Le'eune Testin
Date: 4MI2011 Weather Cord1ll4n: Sunny
AECOM Location: 14 Temperature IF): 70
Number: 14
Hodson: A Icm inches
Depth(inches): 8.0 SET UP Target Water Level:15.2 60
cm inches Beginning Water Level: 15.2 6.0
Hale Depth(cm): 2 .3 '6. Ending Water Leval: 15.2 6.0
Reference(cm):
1
+ 1 .4 k4.5'
Head(cm): - 15.2 16.0 _
CHT Tube(s)setting: = 16.5 6.5, Hole diameter(cm):`6.O7 1
Hole radiu a(r):2.5 cm
Valve Setting: r- 'xr� coefficient A: 0.001136
1-ON 2-ON.
NOTE:Readings based on Ending Water Level
Goversim Factor(C.F.): 105.0
Water change in Chamber clock Elapsed Time O K K
Reading water level O.F. time(min) (min) (hr) (cm3Ru) (cm/nr) (n/hr)
38 ( 0.0 105.0 '0.0,,
34. .� 4.0 106.0 �2.0 2.00 0.033 12600.0 14.3165 5.6364
90` I 4.0 105.0 4t0 2.00 0.033 12600.0 14.3165 5.6364
'. 26, ! 4.0 105.0 6.0.' 2.00 0.033 12600.0 14.3165 &6364
40 105.0 '8.0. 2.00 0.033 12600,0 142165 5.6364
! 18 .I 4.0 105.0 .10.0 2.00 0,033 12600.0 14.3165 5.6364
Flnal Ksat 14.316 5,636

SEASONAL HIGH WATER TABLE DETERMINATION AND
INFILTRATION TESTING
Piney Green Infiltration Basin Testing
Onslow County, North Carolina
TCG Job# 7480
Prepared For:
Daniel K. Schaefer, P.G.
Froehling& Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
The
COIC
� Group
110
The Catena Group, Inc.
410-B Millstone Drive
Hillsborough, NC 27278
Tel [phone] Fax [phone]
April 11, 2011
S01i S�+/
JG r� c'R049
F
�.nn
Iohn C. Roberts ) qz
�'�Rt?RIH

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 (SHWT), and saturated hydraulic conductivity (KSAT) is
required. The Catena Group, hic (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. The soil series mapped within
the study area are the Onslow line loamy sand and Urban land (Table 1). A copy of the Natural
Resource Conservation Service (NRCS) soil map is attached(Figure 1).
Table I - Soil Series, Map Unit Symbol, and Taxonomic Classification
Map Unit Soil Series Taxonomic Class
Svtnbol
On Onslow fine loamy sand Fine loamy, siliceous, thermic S podic Paleudults
Ur Urban land n/a
The field investigation was per on April 7 and 8, 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 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.
RESULTS
Soil Type
The majority of soil 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). Full soil profile descriptions are attached.
Piney Green Inf. Basin Testing April ll, 2011
TCG Job#7480 1

Table 2 - Soil Series Determination and Depth to SHWT
Point# Soil Series Determination SHNJ'T Determination
inches below surface
1 Onslow tine loamy sand 28
2 Onslow fine loamy sand <12
3 Onslow fine loamy sand 50
4 Onslow tine loamy sand <12
5 Onslow fine loamy sand 25
6 Onslow fine loamy sand <12
Depth to Seasonal high Water Table
The preliminary design has the bottom of the infiltration basin approximately 48" (4 feet) below
grade. As such, the borings were advanced to a depth of T or to the depth of the SHWT,
whichever is deeper. "file 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. A SHWT depth less than (<) 12 inches from the soil surface was determined for
points 2,4, and 6. Although soil characteristics depict the SHWT at or near the surface, existing
ditches near these points has likely altered the hydrologic regime. In order to estimate the altered
regime, additional soil testing including KsAT testing and modeling would required.
Infiltration Rate
One KsAT test was performed at each predetermined point where the SFI WT was greater than 12
inches from the surface (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 KsnT 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.
Table 3 - Results of Saturated Hydraulic Conductivity Tests
Point# 'rest Depth Texture Measured 75%, of Measured
in Ks,.,. in/hr Ksnr in/hr
1 6 sandy loam 2.027 1.52
3 14 sandy loam 0.860 0.645
5 8 sandy loam 6.265 4.70
Saturated hydraulic tests were not performed at locations 2, 4,and 6 due to a SHWT within 12
inches of the soil surface. All tests were performed in sandy loam textured soil horizons near the
surface and the worksheets are attached. The I{SAT value measured at point 3 was the lowest
measurement of the three tests. This is likely due to a "heavier" sandy loam, indicating an
increase in clay/silt content, than what was observed in other sandy loam horizons., This increase
in fine-sized soil particles likely accounts for the lowest infiltration rate. Values for
measurements taken at points t and 5 are within the expected range for sandy loam textured
surface soils. It should be noted that KsAT measurements only represent the infiltration rate within the
tested soil horizon and cannot be extrapolated throughout the soil profile.
Piney Green Inf. Basin Testing April 11, 2011
TCG Job #7480 2

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 <12 - 50 inches below the
soil surface at points 1, 3, and 5. KSAT were conducted in the soil material two feet above the
SHWT or shallow when needed. 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.
Piney Green Inf. Basin Testing - April 11, 2011
TCG Job P7480 3

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Soil Boring and Ksat Location
SHWT Determination Dote; Figure
The nPm zon
and Infiltration Testing
Catena Piney Green Road soie ,ou zoo Feet
Group
Onslow County, North Carolina 7480

SOIL/SITE EVALUATION sneer _-f G
(ConrinuoGon Sheer)
DEPARTMENT OF BNVIIZONMIiNT � 1�
PROPERTY ID#c�.N,yf,rlirr
AND NATURAL RESOURCES I., DATEOFEVALUATION: %7--/J
DIVISION OF ENVIRONMENTAL HEALTH COUNTY:Qn y/
P Q
R SOIL MORPHOLOGY OTHER
F (.1941) PROFILE FACTORS
L
.1940
E LANDSCAPE HORI7
ON .1942
POSITION/ .1941 .1.941 SOIL .1943 .19.56 .1944 PROFILE
0 SLOPE% STRUCTURE/ CONSISTENCE/ WETNESS) SOIL SAPRO RES'rR CLASS
DEPTI{ ' TEXTURE MINERALOGY COLOR
(Iq•1
{ DEPTH CLASS IIORI'!. G MAR
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(Continualion Sheel) -
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AND NATURAL RESOURCES DATE OF EVALUATION:
DIVISION OP ENVIRONvrENTAI.HEALTil COUNTY:"
R SOIL MORPHOLOGY OTHER
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1940
E LANDSCAPE HORI7 .1942
POSITION/ .1941 .I931 SOIL .1943 .1956 .1944 PROFILE
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A

HYDRAULIC CONDUCTIVITY STUDY
Le eune Testing
Date: 4r/2011 Weather Condition: Sunny
AECCM Loce6on: 1 Temperature(F): 65
Number: 1
Horimn: A lion inches
Depth(inches): 6.0 SET UP Target Water Level: 12.7 5.0
an inches Beginning Water Level: 12.7 5.0
Hole Depth(cm): 15.2 f6A Ending Water Level 12.7 5.0
Reference(cm): ♦ 165 )65
Head(crm - 127 50�
t �..._...�_�
CHT Tube(s)setting: = 191 7.5, Hole diameter(cm)
_ Hole radios(r):2.5 cm
Valve Setting: { - ��'z' coefficient A: 0.001486
1-0N 2-ON
NOTE: Readings based on Ending Water Level
Coversiou Factor(C.F.): 105.0
Water change in Chamber clock Elapsed Time O K K
Reading water level C.F. time(min) (min) (hp (cm3fir) (cm/nr) (in/hr)
39 0.0 105.0 :0.0
37.8 1 1.2 105.0 .�2.0 2,00 0.033 3700.0 5.6161 2.2111
363 t IA 105.0 4.0 2,00 0.033 3465.0 5.1481 2,0268
35.6 7.1 105.0 ,6.0 2.00 0033 3465.0 5.1481 2.0268
34.5 1.1 105.0 30 2.00 0.033 3465.0 5.14BI 2.0268
Final Ksat 5.148 2.027
HYDRAULIC CONDUCTIVITY STUDY
Le'eune Testin
Date: 4(7/2011 Weather Condition: Sunny
AECOM Location: 3 Temperature(F): 65
(dumber: 3
Horizon: A icm inches
Depth(mches): 14.0 SET UP Target Water Level: 17.8 7.0
cm inches Beginning Water Level: 12.7 50
Hole Depth(orm: 35.6 31410 Ending Water Level: 12.7 5.0
Reference(cm): a 12.7
I
Head(cm): - 17.B 'i7.0` -( _
CHT Tube(s)setting: =30.5 71t12-0„ J H.I.diameter(cm):
Hole radius(N:2.5 cm
Valve Setting: � :X, coefficient A: 0,001486
1-ON 2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor(C.F.): 105.0
Water change in Chamber clock Elapsed Time O K K
Reading water level C.F. time(min) (min) (hr) (cmWhr) (cm/hr) (in/h0
42 0.0 105.0 00
415 0,5 105.0 20 2.00 0.033 1575.0 2.3400 0.9213
41 0.5 105.0 40' +`{ 2.00 0.033 1575.0 2.3400 0.9213
405 0.5 - 105.0 60 $ 2.00 0.033 1575.0 2,3400 0.9213
40.1, OA 105.0 -8.0 l 2.00 0.033 1260.0 1,8720 0.7370
Fnal Ksat 2.184 0.860

2 6 2011
DIVISION OF WATER OUALITY .MAY
INFILTRATION SYSTEM INVESTIGATION BY
Complete and email this form to Vincent.Lewis @ncmail.net. If there are more than 7 areas to be tested,
attach a second sheet. SS
State Soil Scientist Confirmation Visit date/time: 1 �/
Project Name: USMC Camp Leieune Gonzalez Boulevard Ext. County: Onslow
Street Address: Latitude: 34039'40.42"N Longitude: 77019'37.45"W
Directions from the nearest intersection of two major roads:
In Jacksonville go East on NC24 (Leieune Blvd) to Camp Leieune main gate Turn
Left onto Sneads Ferry Rd. Approximately 1.4 miles on Right
i>lsacre being disturbed? YES ❑NO ,. CAMA Major-required?X.YES ❑NO
Consultant._Name: Andrew Wilson Phone [phone]
Consultant Firm Name: AECOM
=Dethh'>
er 1 2 3 4 5
round Elevation 13 9
Bottom Elevation 11 7
a minus b 2 2
Min. Bore Depth) 4 5
De th? NA NA
f Approx. Elev. Of SHWT 9 5
Max. lowest bottom elev. 11 7
h Infiltration Rate OK? "
i Confirmation of SHWT ' ✓O S
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
'State Soil Scientist Use ONLY Ii
Comments "Bore Number 1" is represented on the attached map as point "1" and is the
"TCG Boring # B3" in the attached soils report This is the first boring that Vincent Lewis
and Ron Johnson(AECOM) walked to from the barracks construction site `Bore Number 2" 3
is represented on the attached map as point "2" and is the "TCG Boring # 131" in the !
attached soils report This is the second boring that Vincent Lewis and Ron Johnson 111
walked to from the Tank Trail lust South of the proposed bridoe location
Required Attachments: - —
1. Legible vicinity map. JUL 2 S 2011
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site {Mns_should.. 1
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
i

Si 7
For DE Use ONLY
R ewer �i
AR A.
Carolina Department of Environment and
'�I Natural Resources Submit.
NCDENR Request for Express Permit Review rime: I e: L+S
Coafrm: �—r
FILL-IN all the information below and CHECK the Permit(s)you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative.site plan(PDF file)and vicinity map(same items expected in the application package
of the project location.Please include this form in the application package.
• Asheville Region-Alison Davidson 828-296-4698;alison.davidson(o)ncmail.net Enter Related SW
Permits of repuest
• Fayetteville orRaleigh Region-David Lee 919-791.4203;david.lee(oDncmail.net
• Mooresville&-Patrick Grogan 704-663.3772 or patrick.grogan(�ncmaili SW
• Washington Region-Lyn Hardison 252-946.9215 or Iyn.hardisonGDncmail.net SW
Wilmington Region-Janet Russell910-350-2004 orianet.russell(dncmail.net SW
SW
NOTE:Project application received alter 12 noon will be stamped in the following work day. SW
Project Name:GONZALEZ BOULEVARD EXTENSIONS County:ONSLOW
Applicant:COMMANDING OFFICER MARINE CORPS BASE Company:CAMP LEGEUNE,NC
Address: 1005 MICHAEL ROAD City:CAMP LEGEUNE,State: NC Zip:28547-_
Phone:[phone].Fax:_ ---,Email:
Physical Location:MCB CAMP LEJEUNE
Project Drains into SEE ATTACHMENT waters—Water classification see attachment(for classification see-
hftp:l/h2o.enr.state.nc.us/bims/reports/repolsWB.htmll
Project Located in WHITE OAK River Basin.Is project draining to class ORW waters?N,within Y22 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters?N
Engineer/Consultant:BRYAN M.DICK PE.PH Company:AECOM 1�LC]LiT V Y'iJL1r
Address:701 CORPORATE CENTER DRIVE SUITE 475 City: RALEIGH,State:NC Zip:27607
Phone:[phone],Fax:[phone]. Email:[e-mail] JUL 0 1 Z011
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑Scoping Meeting ONLY ❑DWQ,❑DCM,❑ DLR, ❑OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM(S)YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑401 Unit ❑Stream Origin Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑Intermittent/Perennial Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑401 Water Quality Certification ❑Isolated Welland(_linear fl or_acres)
❑Riparian Buffer Authorization ❑Minor Variance ❑Major General Variance
®State Stormwater ❑ General ❑SFR, ❑SFR< 1 ac. ❑Bkhd&Bt Rmp, ❑ Clear&Grub, ❑Utility El 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 scooing 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
rrrrrr««rrarrrrr««rr rarrrr«««arrrrar«♦«♦rrrrarr r««r****.For DENR use onlyarrrrrr«rar rrr rrrrrrrrrr««rrrar««rrararrrrrrrrrrrr«ar arar«««
Fees lit for multiple permiun Check# Total Fee Amount $
SUBMITTAL DATES Fee SUBMITTAL DATES Fee
CAMA $ Variance(❑Mal;❑Min) $
SW(❑HD,❑LD,❑Gen) 1 $ 401, ) $
LQS 1 $ Stream Deter,_ $
NCDENR EXPRESS March 2009

^ HYDRAULIC CONDUCTIVITY STUDY
La'eune Testing
Dale: 4172011 Weather Condition: Sunny
AECOM Location: 5 Temperature(F): 70
Number: 5
Horizon: A cm inches
Deplh(inches): 8.0 S51 UP Tar Water Level: 15.2 .
Jam inches Beginninging Water Level: 11 4 4.5
Hale Depth(cm): 20.3 8.0 Ending Water Level:12.7 5.0
Reference(cm): . 15.2 E6.0. i
Head(cm): . 15.2 6.0
CHIT Tubes)setting: =20.3 '.S 0 � Hole tliameter(cm):I5:0 �
Hole radius(r):2.5 cm
Valve Setting: �. �. r�x., coefficient A: 0,001486
1-ON 2-ON
NOTE: Readings based or Ending Water Level
Coversioo Factor(C.F.): 105.0
Water changein Chamber clock Elapsed Time O K K
Reading at.level C.F. time(min) (min) (M) (cmMr) (cnvhr) (inthr)
34 '1 0.0 1D5.0 '0.0
30 4.0 1D5.0 .2.0 2.00 0.033 126000 18.7203 7.3702
26.5 3.5 105.0 4.0 I 2,00 0,033 11025.0 16.3802 6U89
23.1 3.4 105.0 ;6,0 2.00 0.033 10710.0 15.9122 6,2647
1 '19.6 3.5 105.0 '-8.0 - 2.00 0.033 11025.0 163802 6.4489
16.3'. 3.3 105.0 10.0 p 2.00 0,033 10395.0 154442 6,0804
I i
Final Ksal 15.912 6.265

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
USMCB Camp Lejeune, Gonzalez Road
Date: 04-05-11
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
i'-ZECC FIVF-D
JUL 0 1 2011
BY:_-

Project Description
This document is to serve as a stormwater management plan for the MCB Camp
Lejeune — Gonzalez Blvd Road Project. The proposed Gonzalez Blvd. Extension project
(hereinafter "Gonzalez Blvd.") is located near the Hadnot Point Cantonment Area of
Marine Corps Base Camp Lejeune in Onslow County, North Carolina. The proposed
project involves new road construction, including a proposed bridge over Cogdels Creek,
and construction of new sections of tank trail. The project limits are currently comprised
of wooded areas and a wetland adjacent to Cogdel's Creek. The Gonzalez Blvd. site is
not located within one half mile of SA waters.
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 Cogdels Creek (NCDWQ Index Number 19-23), which has an NCDWQ Stream
Classification of SC, NSW.
The Gonzalez Blvd. project will result in an increase in BUA of approximately
497,293.2 sf, which comprises less than 24% of the total project area, and thus qualifies
as Low-Density per the Coastal Rules.
According to the Coastal Rules, sites that qualify as low-density must treat
stormwater primarily through the use of grassed swales and maintain a 50' vegetated
buffer from surface waters. To meet this requirement, the stormwater runoff from the
proposed roadway will be collected in vegetated swales along the proposed roadway or
allowed to flow diffusely off the road surface. As required by the stormwater regulations,
these swales are designed to meet the following criteria:
• Side slopes of 3:1 or less
• Slope no greater than 5%
• Designed to carry the 10-year storm at a non-erosive velocity.
JUL 0 1 2011
i3Y:�---

For the proposed bridge, a scoping meeting was held with DWQ and attended by
both AECOM and MCBCL personnel, at which DWQ asked that the bridge be treated as
a "pocket" of high density within the otherwise low-density permit, and that the
stormwater runoff from the bridge be controlled prior to being discharged into the
wetlands. Based on this requirement, the drainage system of the bridge has been
designed such that stormwater will be conveyed into two proposed infiltration basins,
one on the northeastern end of the bridge and one on the southeastern end.
Stormwater Design Parameters
The infiltration basins are based on the following parameters or objectives:
• Provide 85% TSS removal
• 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
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.
VE
JUL 0 1 2011

Ja 's to`nylll IPPN° I ; n 70
1 `
�%9SfR ROAD i ti '-F Piney Gr -- •r`—� _�• }
ram•_`.' -�-ti�,���� . . �� Ooef �,p�L l / �f
J
�I O
C
\ VARD' JC 'e Bay Ga eentl
BREWSTERBOULE
1
Camp Lejeune Main Gate .D�Pj
17
.I ,i T'• l 24 I 7
\
1 1 BIRCH/ � �L-�- ��/-.. ..\ +`h^___-_''� i J
SIREE I \.
v SO
AA
l-
jl (--�' Q•`, ._1.,i _.w s �iR�FR, \'\T \\\\i / Camp Leleune MC Basel \`J
J\ Pro j
ect Location
`��� � .1 � /...(ram ��n �Y ,� : i � ` -i i`T-r�'• .��r \_:
N�P-1
Y ��OeO i 1`% ! `7;\ `\ •-"f 1, 2„�f' �, d ���,Fj \ a `c f'
Camp Lejeune South Gate �.
T7 /ll / � �:�-ice^ /\ '�• �`a`f'` /--_J'- /
Snead Ferry' ' j/i `I\`, Yk PROJECT SITE (_ —
1-
Legend Vicinity Map
PAVED 0 0.5 i 2
Miles
---- UNPAVED c USMCB Camp Lejeune, Gonzalez Road
IiV ED Camp Lejeune MCB
Onslow County, NC
� JUL 0 1 ZI ii
!by:

2 q
5
�U � � � CIVI PAVING LEG ND �
=- E_
�A�o GINcgopNSTRUCT o `'Y �° WtTux"DaJ� '=.I, � Ew,En D.TTNK A: 104 .0� p � _ o� GE•r�CTURPAPIPE
CEACLA SITE / DIiAMEEsr�r•PE9
iNor
m Two
N u O D� ,�EEr .D,r,
TAN TANKTRAIL?� BIRCH STRE(,f G EDDD»<.ETZ
SrtE� CV
UNDWATER � ' i - � Or: li i 0 cnEErvwnr rruu
11 'PLUME `�
IAI BLVD UM,
(•X•) r-
E ONtI RUCTION - c 1 END CONSTRUCTION
U w yVp,.. -, TANK TRAIL 2 AECOM
A.19i46 94 �'• •TT2•STA.49+46.82
NZALEL� -
PG•► cpI I ev�a U o
/ �SNEADS FERRY ROAD
Ei /I(�',S`EflAN0{3"�.,'I ,;,. "_��c 4Aa` � • � i�\� CL,! ' .��..,
�L_, Igld B
wETuxos �\�r
END CONSTRUCTION
0•STA.Sf14hi �� C CERCIASSME (; OpQ�NjZALE2 BLVD
- �C IN CpNs 10 1J �� E I y Q �STR � � a •0�•'STA-52+95A0�
UGN4BLV ' 7 g G CT(
1`ANKAL � j / ' I�
U 6f�IppCEZ BLVD
'' LN e or a� pXTi NSION i" f
ME
E < ,' = GONZALEZ BLVD EXTENSION ^�
_
GIi4PNILSLAIES �GP002
A\.1%cF V 1v�
LJUL 0 1 2011
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is
Basin 1 Drainage Area
Subcat Reach On Link Drainage Diagram for Gonzalez Road Basin t -Pre
FHyd'j
reped by{enter your company name here}, Printed 4/5/2011
Am 9.10 s/n 03551 02010 HydroCAD Software Solutions LLC

Gonzalez Road Basin 1 - Pre Type // 24-hr 1 yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 4/5/2011
HydroCAD®9.10 s/n 03561 @ 2010 HydrOCAD Software Solutions LLC Paae 2
Summary for Subcatchment IS: Basin 1 Drainage Area
Runoff = 0.01 cfs @ 13.30 hrs, Volume= 0.005 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
24,000 45
24,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
29.7 300 0.0074 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 4.48"
Subcatchment 1S: Basin 1 Drainage Area
Hydrograph
0.009 9 Runofl
0.009 0.01 cfs
Om8 Type II 24-hr 1 yr
0.007
0.007 Rainfall=3.70"
0.006 Runoff Area=24,000 sf
0.006 ff Volume=0.005 of
0.005
0.005 off Depth=0.12"
0.004
M OM4 gth=300'
0003 Slop 0.0074 '/'
0.002 T 29.7 min
0.002
0.001 C N=45
0.001
0.000
0 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours(

1S
Basin 1 Dra nage Area
2P
Infiltration Basin 1
Subcat Reach on Link Drainage Diagram for Gonzalez Road Basin 1 •Post
Prepared by{enter your company name here}, Printed 4/5/2011
HydroCADO 9.10 sln 03561 ©2010 HydroCAD Software Solutions LLC

Gonzalez Road Basin 1 - Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 4/5/2011
HydroCAD@ 9.10 s/n 03561 @ 2010 HydroCAD Software Solutions LLC Page 2
Summary for Pond 2P: Infiltration Basin 1
Inflow Area = 0.551 ac, 53.80% Impervious, Inflow Depth = 1.38" for 1 yr event
Inflow = 0.96 cfs @ 12.08 hrs, Volume= 0.063 of
Outflow = 0.09 cfs @ 13.02 hrs, Volume= 0.063 af, Atten= 91%, Lag= 56.5 min
Discarded = 0.09 cfs @ 13.02 hrs, Volume= 0.063 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 7.06' @ 13.02 hrs Surf.Area= 0,030 ac Storage= 0.027 of
Plug-Flow detention time= 142.0 min calculated for 0.063 of(100% of inflow)
Center-of-Mass det. time= 141.8 min ( 999.8 -858.1 )
Volume Invert Avail.Storage Storage Description
#1 6.00' 0.107 of WNW W x 30.00'L x 3.00'H Prismatoid Z=3.0
Device Routing Invert Outlet Devices
#1 Discarded 6.00' 2.063 Whir Exfiltration over Surface area
Conductivity to Groundwater Elevation = 4.00'
Discarded OutFlow Max=0.09 cfs @ 13.02 hrs HW=7.06' (Free Discharge)
1=Exfiltration ( Controls 0.09 cfs)
Pond 2P: Infiltration Basin 1
Hydrograph
■Inflow
0.96 cfs ■Discarded
Inflow Area=0.551 ac
Peak Elev=7.06'
Storage=0.027 of
u
3
0
LL
0.09 cfs
o _ .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hours)

Uis
Basin 2 Drainage Area
Sutx at Reach on Link Drainage Diagram for Gonzalez Road Basin 2-Pre
FH
pared by{enter your company name here}. Printed 4/5/2011
droCAM 9.10 sin 03561 ®2010 HydroCAD Software Solutions LLC

Gonzalez Road Basin 2 - Pre Type // 24-hr f yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 4/5/2011
HydroCAD@ 9.10 s/n 03561 @ 2010 HydrOCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Basin 2 Drainage Area
Runoff = 0.27 cfs @ 12.48 hrs, Volume= 0.039 af, Depth> 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
35,948 61
35,948 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
42.6 300 0.0030 0.12 Sheet Flow,
Grass: Short n= 0.150 P2= 4.48"
Subcatchment 1S: Basin 2 Drainage Area
Hydrograph
0.3 ®Runoff
0.28 0.27 cfs
0.26 Type II 24-hr 1 yr
0.24 Rainfall=3.70"
0.22 Runoff Area=35,948 sf
0.2 Runoff Volume=0.039 of
0.18
0.16 Runoff Depth>0.57"
30
0.14 Flow Length=300'
LL
00 2 Slope=0.0030 '/'
0.08 Tc=42.6 min
0.06 C N=61
0.04
0.02
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

i
s
Basin 2 Dra nage Area
2P
Infiltration Basin 2
Subcat Reach on Link Drainage Diagram for Gonzalez Road Basin 2-Post
Prepared by{enter your company name here}, Printed 4/5/2011
HydroCAD®9.10 s/n 03561 ®2010 HydroCAD Software Solutions LLC

Gonzalez Road Basin 2 - Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by {enter your company name here} Printed 4/5/2011
HydroCAD®9.10 s/n 03561 ©2010 HydroCAD Software Solutions LLC Page 2
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 0.825 ac,100.00% Impervious, Inflow Depth = 3.47" for 1 yr event
Inflow = 3.51 cfs @ 12.03 hrs, Volume= 0.238 of
Outflow = 0.77 cfs @ 12.31 hrs, Volume= 0.238 af, Atten= 78%, Lag= 16.6 min
Discarded = 0.77 cfs @ 12.31 hrs, Volume= 0.238 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 11.60' @ 12.31 hrs Surf.Area= 0.116 ac Storage= 0.066 of
Plug-Flow detention time= 22.4 min calculated for 0.238 of(100% of inflow)
Center-of-Mass det. time= 22.4 min ( 777.7- 755.3 )
Volume Invert Avail.Storage Storage Description
#1 11.00, 0.248 of 65.00'W x 70.001 x 2.00'H Prismatoid Z=3.0
Device Routing Invert Outlet Devices
#1 Discarded 11.00' 5.373 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 8.50'
Discarded OutFlow Max=0.77 cfs @ 12.31 hrs HW=11.60' (Free Discharge)
1=Exfiltration ( Controls 0.77 cfs)
Pond 2P: Infiltration Basin 2
Hydrograph
■Inflow
3.5 IMMscardedj
Inflow Area=0.825 ac
Peak Elev=11.60'
3 Storage=0.066 of
m
z
2
0
LL
1 0.77 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hours(

-14 BaB IN
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BmB 13
BaB
Mk 1 BaB On
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BMP Location
BaB- Baymeade fine sand BaB BaB 45
BmB - Baymeade-Urban land complex BmB - 7
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f Mk-Muckalee loam
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Bab
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Wo -Woodington loamy fine sand -12 11 BmB
0 w-water
Client. Dale: Figure
The LeJeune BMP Locations April 2011
Froehling & Robertson, Inc. scale w
Cotena 310 Hubert Street USDA-NRCS Soils Map 0 500 1,000 Feet I I
Grou
Raleigh, NC 27603
P Job
dnslowl County, North Carolina No
7478

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Client. Date. Figure
The LeJeune BMP Locations April 2011
Froe31 & Robertson, Inc. Scale
Catena 0 0 /�
1 Hubert Street sao 1,000 reelL)
Group Raleigh, NC 27603 �
Onslow County, North Carolina Job I No 7478

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Legend Vicinity Map
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Camp Lejeune MCB
Onslow County, NC

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Welland Addition.2a08 m SWUM Area HOW /� �/+O� Camp Lejeune Marine Corps Base
I _UPLAND ®ShellNsh Area ORW AZ Onslow County, North Carolina
WETLAND
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