SW8080734_HISTORICAL FILE_20080915

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW80k013'A
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zooeo°liro
YYYYMMDD

a
-r
Michael P. Easley, Governor
� William G. Koss Jr., Secretary
rNorth Carolina Department of Environment and Natural Resources
1
Y Colecn fI. Sullins Director
Division of Water Quality
September 15, 2008
MCB Camp Lejeune c/o Carl Baker
Camp Lejeune
1005 Michael Rd
Camp Lejeune, NC 28547
Subject: State Stormwater Permit No. SW8 080734
Intel BN Interim Facilities
Const. Control No: N40085-08-B- 0056
High Density Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Intel BN Interim facilities on September 8, 2008. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 080734
dated September 15, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until September 15, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Malcolm Boney, or me at [phone].
Sincerely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/mb: S:\WQS\STORMWATER\PERMIT\080834.sep08
cc: Bryan Dick, Earth Tech
Malcolm Boney, NCDENR
Wilmington Regional Office
Central Files
N re hCarolina
Xalurally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.newaterqualitv.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycledl10% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 080734
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
Mr. Carl Baker c/o MCB Camp Lejeune
Intel BN Interim Facilities
Birch St., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 3 infiltration basin(s) in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules') and
the approved stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until September 15, 2018, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
controls A, B and C have been designed to handle the runoff from 51,836 square
feet, 41,817 square feet, and 44,431 square feet, of impervious area,
respectively.
3. Each basin must be operated with a 50' vegetated filter.
The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 0 square feet.
All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 080734
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
The following design criteria have been permitted for the infiltration basin(s) and
must be provided and maintained at design condition:
Basin: A
Basin: B
Basin: C
a. Draina a Area, acres:
3.36
1.27
1.34
0nsite, ft
146,362
55,321
57,934
Offsite, ft
0
0
0
b. Total Impervious Surfaces, ft :
51,836
41,817
44,431
C. esig n Storm, inches:
1.5
1.5
1.5
d. Basin De th, eet:
2.1
1.8
1.5
e. Bottom Elevation, FMSL:
18.3
18.8
19.3
f. Bottom Surface Area, ft :
2,479
2,257
3,120
9. Bypass Weir Elevation, FMSL:
20.4
20.6
20.8
h. Permitted Storage Volume, ft:
6,749
5,120
5,537
i. Type of Soil:
Ba meade
Ba meade
Ba meade
j. Expected Infiltration Rate, in/hr:
2.16
0.85
1.7
k. Seasonal High Water Table, FMSL:
17.3'
16.8
16.3'
I. Time to Draw Down, hours:
15
32
12
M. Receiving Stream/River Basin:
Beaverdam
Creek / White Oak
n. Stream Index Number
19-20-2
o. Classification of Water Body
SB NSW
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing 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. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. 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 080734
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.
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.
Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times. At the time the permit is transferred to a new owner,
the permittee shall forward the approved plans to the new owner.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
Page 4of7

State Stormwater Management Systems
Permit No. SW8 080734
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated, or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and
reissuance, renewal or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
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 15th day of September 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 080734
Intel BN Interim Facilities
Stormwater Permit No. SW8 080734
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 080734
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 outlet / bypass structure weir elevation is per the approved plan.
6. The outlet / bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet / bypass structure.
. 8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. 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.
15. All components of the stormwater BMP are located in either recorded
common areas or recorded easements.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
—
00,— 3
Q
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATIO
This form may be photocopied for use as an original 1 NUB (' 5 2008
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Bldg 1005 Michael Rd.
City: MCB Camp Lejeune State:NC Zip:28547-2521
Phone: (910 ) 451-2213 Fax:
Email: [e-mail]
4. 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 - Intel
5. Location of Project (street address):
City:Camp Lejeune County:Onslow
6. Directions to project (from nearest major intersection):
From Lejeune main gate take Holcomb Blvd to traffic circle, right onto McHugh Blvd for approximately .8
miles turn rt. onto Birch st project on right at 25 miles
7. Latitude:34-40-27.5 N Longitude77-20-5505 W of project
8. Contact person who can answer questions about the project:
Name:Bryan Dick Telephone Number: (919-854-6252 )
Email:[e-mail]
if. PERMIT INFORMATION:
1. Specify whether project is (check one):
®New
❑Renewal ❑Modification
Form SWU-101 Version 8.07
Page I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberNA and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop []General Permit ❑Universal SNIP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ❑Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be routed via grassed swales from imperivous areas to 3 infiltration basins. The infiltration
basins meet DWO requirments for drawdown time and is sized for the required treatment volume. This project is
within NOT a 1 /2 mile of SA waters
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Site Area: 11.8 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: NA acres (not applicable if no wetlands exist on site)
6. Total Project Area**:7.7 acres 7. Project Built Upon Area: 41 %
8. How many drainage areas does the project have? 3
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Beaverdam Creek
Beaverdam Creek
Stream Class & Index No.
SB, NSW Index# 19-20-2
SB, NSW Index# 19-20-2
Drainage Area (sf)
146362
55321
Existing Impervious* Area (sf)
0
0
Proposed Impervious*Area (sf)
51836
41817
% Impervious* Area (total)
35%
760%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
34800
0
On -site Streets (sf)
0
0
On -site Parking (sf)
0
41817
On -site Sidewalks (sf)
17036
0
Other on -site (sf)
0
0
Off -site (sf)
0
0
Total (sf):
51836
41817
Form SWU-101 Version 8.07 Page 2 of 4

Addendum to Basin Descriptions for Permit Application
Basin Information
Drainage Area 3 "C"
Receiving Stream Name
Beaverdam Creek
Stream Class
S13, NSW Index# 19-20-2
Drainage Area (sf)
57934
Existing Imp. Area (sf)
0
Proposed Imp Area (sf)
44431
% Imp Total
77%
Imp Surface Area
On -Site Buildings (sf)
0
On -site Streets (sf)
0
On -Site Parking (sf)
44431
On -Site Sidewalks (sf)
0
Other On -site (sf)
0
Off -site (sf)
0
Totall
44431

Impervious- area is defined as the built upon area including, but not lirnited to, buildings, roads, parking areas,
sidezealks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of euetlands in the built upon area
percentage calculation.
10. How was the off -site impervious area listed above
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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 State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of 4

�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. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at htto'//h2o.enr.state.nc.us/su/msi maes.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Bryan Dick EI PH Earth Tech
Mailing Address: 701 Corporate Ctr. Dr., Suite 475
City:Raleioh State:NC Zip:27607
Phone: (919 ) 854-6252
EmaU:[e-mail]
VIII. APPLICANT'S CERTIFICATION
Fax: (919 ) 854-6259
I, (print or type name of person listed in General Information, item 2) Car 1 9a ke ✓
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be c nstructed in conformance with the approved plans, that the required deed restrictions
and protective cove is will be recor d, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. � � A
17
Date: / Z_,e,4
Form SWU-101 Version 8.07 Page 4 of

Addendum to Basin Descriptions for Permit Application
Basin Information
Drainage Area 3 "C"
Receiving Stream Name
New River
Stream Class
SB, NSW
Drainage Area (sf)
57934
Existing Imp. Area (sf)
0
Proposed Imp Area (sf)
44431
% Imp Total
77%
Imp Surface Area
On -Site Buildings (sf)
0
On -site Streets (sf)
0
On -Site Parking (sf)
44431
On -Site Sidewalks (sf)
0
Other On -site (sf)
0
Off -site (sf)
0
Totall
44431

P. 01
TRANSACTION REPORT
SEP-19-2008 FRI 02:38 PM
FOR: NCDENR 910 350 2004
SEND
K �
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
SEP-19 02:36 PM 919198546259 1'23" 8 FAX TX OK 227
TOTAL 1M 23S PAGES: 8
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
William G. Ross, Jr., Secretary
Date: �191`O No. Pages (excl. cover):
/y Express Permitting
To:� c � �- ' From: Sandra Exum
Phone [phone]
Fax: R Far: [phone]
A-r' �--t L c�i
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Atfirmalivc Action Employer

P, 01
K TRANSACTION REPORT
SEP-19-2008 FRI 02:36 PM
FOR: NCDENR 910 350 2004
w
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
SEP-19 02:34 PM 919104512927 1'26" 8 FAX TX OK 226
w
TOTAL 1M 26S PAGES: 8
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William: G. Ross, Jr., Secretary
FAX COVE R SHEET
Date: -Ll
To:,-,/�
Co:
Fax:
Re:
Hard copy to follow
No. Pages (excl. cover): 1%
Express Permitting
From: Sandra Exum
Phone: [phone]
Pax: [phone]
127 Ciirdinal Drivc Gxtcnsion, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employef

EARTH TECH I AECOM
Earth Tech
701 Corporate Center Drive, Suite 475, Raleigh, North Carolina 27607
T 919.854.6200 F 919.854.6259 www.earthtech.aecornxom
September 9, 2008
Bryan M. Dick, EIT, PH
701 Corporate Center Dr.
Suite 475
Raleigh, NC 27607
919-854-6252
NC DWQ - Express Stormwater Permitting
Attn: Malcolm Boney
127 Cardinal Dr. Ext.
Wilmington, INC 28405
Re: USMC — Intel : Express Stormwater Application SW8 080734
Mr. Boney,
Please find enclosed the check for the response to your RFI dated August 22"d
Thank u in advance
X /A/, 'a�x'
Bryan M. Dick, PH
SEP 1 0 7008

104036 Intel - Infiltration Basin A
Dmin a Area (Sf)
146362
Imp Area (sf)
51836
A) Drainage Area Ac
3.36
(IA) Imp Fraction
0.35
(Ro)Rainfall Depth Per State SW P(in)
1.5
Step 1: Determine Runoff Volume
Simple Method
a.
Basin FA
Rv=.05+.9(IA)
V=3630xRDxR xA
Post
= Rv (post) = .05,9'.67
Rv (pre)=.05+.9'0
V=3630' 1.5'0.37'3.36
Designed By:
Date:
V (Post) =
BMDI
9/4/2008
0.37
0.05
6746 cf
Min. Treatment Vol Post - Pre= 6746 cf
Treatment Vol in Ac-in 1.86 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr 2.16
T Intended Days to Infiltrate (days) 2
a. A - V = A=7039/(2'(2.61'2)) IMin SA of Basin = 780.8 sf
2*(K *T)
Step 3. Determine Dimensions
Elevation 20.40
18.30
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width ® Storage Elev 49.6
Bottom Width 37
Flow Splider - Inlet Elevation
Flow Splimer - Bypass Flow Outlet
Too of Berm Elevation
Top Length ® Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Conversion=cfs
Example Calculation of Q: Surface Area=4556sf (K)=3.94 in/hr
3.94in Ifr Ihr
4556sf 0.42<fs
hr 12 in 3600s
Drawdown Time for Treatment Volume
E.rampleCalculati(m Q=0.42cfs V=3458cf
V 3458ft3 Ls Ihr
— = T :. 1 2.Ihrs=.089dap-
Q 1 0.42ff' 3600s
2.10
3213
Target Area
3215 sf
79.6
Actual Area Top =
3948 sf
67.0
Actual Area Bottom =
1Av9
2479 sf
Surface Area =
3214 sf
Volume of Basin De th'SA) =
6749 cf
Area (sf) (K) in/hr 0 (infiltration) = 0.12 cfs
2479 2.16
Drawdown Time for Desi n Vol
Volume cf 0 Hours Days
6749 0.12 15.1 0.63
RFCFT-%N7F,D
till C & 2008
BY:_- ---

104036 Intel - Infiltration Basin B
Drain a Area Sf)
55321
Imp Area (at)
41817
(A) Drainage Area (Act
1.269995
0A)Imp Fraction
0.76
(RD)Ralnfall Depth Per State SWP(In)
1.5
Basin B
Step 1: Determine Runoff Volume
Simple Method
a. Rv=.05+.9(IA)=Rv(pos0=.05+.9•.67
By (pre) = .05+.9'0
b V=3630xRoxRl,xA
Post V=3630'3.7"0.76'.1.33
Designed By:
Date:
V (Post) =
BMD
9/4/2008
0.73
0.05
5050 cf
Min. Treatment Vol(Post -Pre)= 5050 of
Treatment Vol in Ac-in 1.39 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate in/hr) 0.85
(T Intended Days to Infiltrate (days) 2
a. V = A=7039/(2'(2.61'2)) 11,11in SA of Basin = 1485.3 sf
A =
2*(K*T)
Step 3. Determine Dimensions
4.33 -From DWQ Soil Scientist
Storage Elevation 20.60
Elevation 18.80
)Iitter - Outlet to Basin Elev. 19.00
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev 47.8
Bottom Width 37
Flow Splitter- Inlet Elevation
Flow Splitter - Bypass Flow Outlet
TOD of Berm Elevation
set invert to min of 0.4 above existing
Top Length ® Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Darcian Flaw Rate
Q=A (K) Converrion=cfs
Example Calculation of Q: Surface Area=4556s/' (K)=3.94inlhr
3.94in I ft I hr
4556sf =0.42 cfs
hr 12 in 3600s
Drawdown Time for Treatment Volume
Example Calculation: Q=0.42cfs V=3458cf
V 3458ft' Is Ihr = 2.Ihrs=.089days
Q 1 0.42ft 3600s
1.80
2806
Target Area 2805 at
71.8 Actual Area Top = 3432 sf
61.0 Actual Area Bottom = 225781
1Avg Surface Area = 2845 sf
Volume of Basin De th'SA = 5120 cf
Area (sf) (K)in/hr D (infiltration) = 0.04 ON
2257 0.85
Drawdown Time for Design Vol
Volume cf 0 Hours Da s
5120 0.04 32.0 1 1.33
SEP 0 8 2�08

104036 Intel - Infiltration Basin C
Drain a Area Sf
57934
Imp Area (sf)
44431
(A) Drainage Area (Ac)
1.329982
(Iq) Imp Fraction
0.77
(RD)Ralnfall Depth Per State SWP(in)
1.5
Step 1: Determine Runoff Volume
Simple Method
Basin C_-
Rv = .05 +.9(I,t )
V=3630xR xR xA
Post
= Rv (pos) = .05+.9'.67
Rv (pre)=.05+.9.0
V=3630'3.7'0.76 -1.329
Designed By:
Date:
V (Post) _
BMD
9/4/2008
0.74
0.05
5361 cf
Min. Treatment Vol(Post -Pre)= 5361 cf
Treatment Vol in Ac-in 1.48 ac-in
Step 2: Determine Surface Area. Min.
(K) Infiltration Rate in/hr 1.7
(1) Intended Days to Infiltrate (days) 2
a. V = A=7039/(2'(2.61'2)) IMin SA of Basin = 788.3 sf
A =
2*(K7*T
Step 3. Determine Dimensions
Depth to Exist grount to SHWT (h)
4.33 -From DWO Soil Scientist Approved Depth
Existing Ground Elevation
21.50
Bypass Weir Elevation
Design Storage Elevation
20.80
Flow Splitter- Inlet Elevation
Bottom Elevation
19.30
Flow Splitter - Bypass Flow Outlet
Flow Spliner - Outlet to Basin Elev.
19.50
Top of Berm Elevation
Max Excavation Depth
2.33 ' Must set invert to min of 0.4 above existing
Storage Depth
Surface Area Required (Avg of Top and
Bottom SA)
Top Width @ Storage Elev,
49
Top Length ® StoragE
Bottom Width
40
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
D from infiltration: 'O is actually the Darcian Flow Rate
Q=A (K) Conversion=cfs
ExampleCaladation of Q: Surface Area=4556sf (K)=3.94m1hr
3.94in I ft Ihr
45%sf 0.42cfs
hr 12in 3600s
Drawdown Time for Treatment Volume
ETampleCalculation Q=0.42cfs V=3458cf
V =T . 3458ft' Is Ihr =2 1hrs=.089days
Q 1 0.42 ft' 3600.s
1.50
3574
Target Area
3575 sf
87.0
Actual Area Top =
426381
78.0
Actual Area Bottom =
1Av9
3120 at
80
Surface Area =
3692 at
Volume of Basin (Depth -SA) =
5537 cf
Area (sf) (K) in/hr D (infiltration)= 0.12 cfs
3120 1.7
Drawdown Time for Desi n Vol
Volume cf O Hours Da s
5537 0.12 12.5 0.52
SEF 0 8 2008

EARTH TECH I AECOM
Earth Tech
701 Corporate Center Drive, Suite 475, Raleigh, North Carolina 27607
T 919.854.6200 F 919.854.6259 www.earthtech.aecom.com
September 4, 2008
Bryan M. Dick, EIT, PH
701 Corporate Center Dr.
Suite 475
Raleigh, NC 27607
919-854-6252
NC DWQ - Express Stormwater Permitting
Attn: Malcolm Boney
127 Cardinal Dr. Ext.
Wilmington, NC 28405
Re: USMC — Intel : Express Stormwater Application SW8 080734
Mr. Boney,
Please find enclosed the updates to the stormwater management plan for the intel site.
We addressed your comments in the August 22nd RFI from you with the following
changes:
1. 1 amended the sample calculation that was given for basin B and C to reflect
the correct area. The original calculation itself was already using the proper
area to calculate the volume, but the sample calc had a typo. This had no
affect on the basins in any way.
2. I removed the calculation of pre -development runoff which resulting in an
increase in required basin storage by that amount (about 300 cf on each basin).
The basin storage elevations and bypass weir elevations were adjusted to
accommodate additional needed storage. The footprint of the basins did not
change. This was done for all 3 basins.
3. Changes to basin volume resulted in changes to the supplement, specifically,
storage required, storage provided, storage elevation, storage SA, drawdown
time and ac-in treated.
4. A $500.00 check will follow in a separate fedex package.
I have included the updated plan sheets, updated supplement forms and updated basin
calculations, which accounts for all of the documents that have changed from the
previous submittal. Please give me a call if you have any questions or comments.
Thank you in advance
Bryan M. Dick, PH
5E? 0 9 2008

P w wnr
i
� O�QF F9oG Michael P. Easley, Governor
.,� William G. Ross Jr., Secretary
rNorth Carolina Department or Environment and Natural Resources
> 1
(] Y Coleco 11. Sullins Director
Division of Water Quality
August 22, 2008
Intel BN Interim Facilities
Camp Lejeune
1005 Michael Rd.
Camp Lejeune, NC 28547-2521
Subject: Request for Additional Information
Stormwater Project No. SW8 080734
Intel BN Interim Facilities
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Intel BN Interim Facilities on August 13, 2008. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
For Basin B and C, use the appropriate drainage areas in the volume formula.
1.26 acres appears to be the area for Basin B and 1.33 acres appears to be the
area for Basin C.
2. The requirement to calculate volume based on the difference between the pre
and post development volume is not applicable for this project because it does
not drain to SA waters. Please calculate the minimum storage volume based on
post -development condition for the 1.5-inch storm.
Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations,
supplements, plans, details, and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
4. Please submit a $500 fee for the additional review required for this application.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to September 3, 2008, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for
a time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 30 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
N i `hcarolina
,Naturally
North Carolina Division of Watcr Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.newalerquality org Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50 % Recycled110 % Post Consumer Paper

Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
Atpi"
Malcolm Boney
Environmental Engineer II
ENB/mb: S:\WQS\STORMWATER\ADDINFO\2008\080734
CC: Bryan Dick, Earth Tech
Malcolm Bonet'
CWilmingtori Reg ion a I -Office,'

RE: Intel Project at Camp Lejeune
Subject: RE: Intel Project at Camp Lejeune
From: "Towler CIV David W" <david.towler « usmc.mil>
Date: Wed, 23 Jul 2008 13:24:31 -0400
To: "Janet Russell' <[e-mail]>, <[e-mail]>, 'Baker CIV Carl H"
<[e-mail] I>
The Base will be there.
V/r,
David W. Towler, EI
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 254
-----Original Message -----
From; Janet Russell[mailto:[e-mail]]
Sent: Wednesday, July 23, 2006 11:35
To: [e-mail]; Baker CIV Carl H; Towler CIV David W
Subject: Intel Project at Camp Lejeune
July ,23, 2006
*Intel OSMC
k
Gentlemen:
The Express stormwater submittal meeting for the Intel project has been
scheduled with *Malcolm Boney on July 30, 2008 at 11:00 AM *here in the
Wilmington Regional Office. The applicant is required to attend the
meeting.
Please review the submittal requirements, attached.
Please respond within 2 business days to confirm and reserve the submittal
meeting time / date.
Thank you,
Janet Russell
Express Coordinator
I of 1 7/23/2008 4:45 PM

RE: Intel Project at Camp Lejeune
Subject: RE: Intel Project at Camp Lejeune
From: "Dick, Bryan" <Bryan. Dick@earthtech. com>
Date: Wed, 23 Jul 2008 11:46:23 -0400
To: "Janet Russell' <Janet.Russel [e-mail]>
That date is confirmed.
Thanks
Bryan
Bryan M. Dick, PH
Project Manager
EARTH TECH, INC.
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607-5074
Phone: [phone]
864-506-1465 (cell)
Fax: [phone]
-----Original Message -----
From: Janet Russell(mailto:[e-mail]]
Sent: Wednesday, July 23, 2008 11:35 AM
To: Dick, Bryan; Baker CIV Carl H; Towler GS05 David W
Subject: Intel Project at Camp Lejeune
July 23, 2008
*Intel USMC
*
Gentlemen:
The Express stormwater submittal meeting for the Intel project has been
scheduled with *Malcolm Boney on July 30, 2008 at 11:00 AM *here in the
Wilmington Regional Office. The applicant is required to attend the
meeting.
Please review the submittal requirements, attached.
Please respond within 2 business days to confirm and reserve the
submittal meeting time / date.
Thank you,
Janet Russell
Express Coordinator
I of 1 7/23/2008 11:51 AM

aboutblank
July 23, 2008
Intel USMC
Gentlemen:
The Express stormwater submittal meeting for the Intel project has been scheduled with Malcolm
Boney on July 30, 2008 at 11:00 AM here in the Wilmington Regional Office. The applicant is
required to attend the meeting.
Please review the submittal requirements, attached.
Please respond within 2 business days to confirm and reserve the submittal meeting time / date.
Thank you,
Janet Russell
Express Coordinator
I of 1 7/23/2008 11:34 AM

RE: Intel - USMC
Subject: RE: Intel - USMC
From: "Dick, Bryan" <Bryan.Dick cr earthtech.com>
Date: Mon, 21 Jul 2008 22:04:24 -0400
To: "Janet Russell" <Janet.Russel l a ncmai1.net>
Hi Janet. He looked at this site in April when he denied the AAV site and confirmed
the Recon site, all the same day. I confirmed this with him after the SMTC visit
last month and he indicated that since I placed the basins where he suggested, that
Intel was approved. He said he was sending the request form, approved, to ya'll. I
have a copy of the request form, but not a copy of the one that he took notes on..
Let me know what I need to do to help you locate it. I am in Michigan till wednesday
but will be on email in the evenings.
thanks
Bryan
From: Janet Russell[mailto:[e-mail]]
Sent: Mon 7/21/2008 1:24 PM
To: Dick, Bryan
Subject: Intel - USMC
Bryan, has Vincent Lewis, our soil scientist, been out to the site to
confirm the seasonal high water table depths? I know he went to the
Special Mission Training Center SMTC on Birch Drive. If he didn't look
at the proposed infiltration areas for this project, we need to get him to.
Janet
1 of 1 7/22/2008 8:30 AM

c5W g O8U1�3�
North Carolina Department of Environment and
TA Natural Resources
NCDENR Request for Express Permit Review
FILL-IN all the Informal
Coordinator along with
of the project location.
• Asheville Region -Alison Davidson 828-296-4698;allson.davldsonidncmall.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee®ncmall.net
• Mooresville & -Patrick Grogan 704-6633772 or patrick.orooanifilncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or 1 nn.hardison(dncmall.net
• Wilmington Region -Janet Russell 910-350.2004 or ianet.russelKdncmall.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
For DENR Use ONLY
Revimver:_M_
Submit
Timo'. w.
�qqq
Confirm 1�\ -23
__ Deleted: I
fed In the application Package Deleted:I
Project Name: t48AM--UlF66% County: ONSLOW T^At—k 3tJ -X,nr'(r�'N,
Applicant: ARL BAKER, DEPUTY PUBLIC WORKS OFFICER Company: MCB CAMP LEJEUNE
Address: BLDG 1005 MICHAEL RD. City: MCB CAMP LEJEUNE State: NC Zip:-285472521
Phone:[phone] Fax: Email: car(h.baker0usmc.mil
Project is Drains into SB. NSW waters Project Located in WHITE OAK River Basin
Engineer/Consultant: Bryan M. Dick Company: Earth Tech
Address: 701 COPORATE CENTER DR. City: RALEIGHStale: NC Zip: 27607
259 Phone: [phone] Fax: :[phone]Email: bryan.dic4a).amail.com
(Check all that apply)
K � +-t.v ';� 5 I, -
qY' C—\'-t TlC. S
❑ Scoping Meeting ONLY ❑ DWO, ❑ DCM, ❑ DLR, ❑ OTHER: _
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR,
DBkhd & Bt Rmp, ❑ Clear & Grub, 0 Udlity
❑ Low Density ❑ Low Density -Curb & Gutter _
# Curb Outlet Swales ❑ Ott -site [SW _(Provide permit #)I
❑ High Density -Detention Pond _ # Treatment Systems ® High Density. I nfi ltration 3 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems
❑ High Density —Constructive Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems
❑ MODIFICATION 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))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No
Minor Variance: ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Major General Variance ❑ No ❑ YES
404 Application in Process w1 US ACOE: ❑ Yes ❑ No
401 Applicalion required: ❑Yes ❑ No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Fee Split for multiple permits: (Check # 1
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
1 Fee
LAMA
$
Variance Mai; Min)
$
SW 0 HD, 0 LD ❑ Gen
$
401:
1
1
1$
LDS
1 $
Stream Deter,_
$
(1E C E I V ED
JUL 2 1 2008
DWQ
PROJ #

Intel Stormwater Express Permit Meeting Request
Subject: Intel Stormwater Express Permit Meeting Request
From: "Dick, Bryan" <[e-mail]>
Date: Sun, 20 Jul 2008 16:54:07 -0400
To: "Janet Russell" <Janet.Russell n ncmail.net>
CC: "Gleason, Sean" <[e-mail]>, 'Burnet, Gil" <gil.bumet a carthtcch.com>,
<[e-mail]>, "Towler GS05 David W" <[e-mail]>
Janet,
I have attached an express permit request form, along with supporting documents. Please let me know of
available meeting dates on or after Friday, 7/25.
Thanks in advance
Bryan
Bryan M. Dick, PH
Project Manager
EARTH TECH, INC.
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607-5074
Phone: [phone]
864-506-1465 (cell)
Fax: [phone]
Content -Description: Express Permit Request
104036 Packett.pdf
Express Permit Request 104036 Packett.pdf
Content -Type: application/octet-stream
Content -Encoding: base64
R
ECEIVED JUL 2 1 2008
DWQ
PROJ #
I of 1 7/21/2008 8:23 AM

Stormwater Management Plan
Prepared For: MCB Camp Lejeune
Intel
Date: 7-17-08
0P (N%I!i°�
O;•�FESS/0;•. y9
"Q SEAL
028399
?/z-8(o8
Earth Tech, Inc
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
919-854-6200
Prepared By:
Bryan M. Dick, EIT, PH / 4U6 C 6 Zp08 n..
Checked By:
Sean Gleason, PE

f

Proiect Description
This document is to serve as a stormwater management plan for the MCB Camp
Lejeune — Intel project. The project consists of the addition 29 temporary trailers,
pavement and sidewalks to the undeveloped site. The completed project will provide for
expansion of base facilities to accommodate additional staff in the coming year.
Contact Information
Earth Tech. Inc.
Attn: Bryan M. Dick, PH
701 Corporate Center Dr., Suite 475
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]
Identify Project Involvement
This project is a part of the White Oak River Basin, and is currently not subject to
any buffer rules. The site is approximately 2,700 feet from the New River approximately
3.5 miles from the Camp Lejeune Main Gate
The proposed project stormwater plan will meet the requirements of retaining the
runoff volume the 1.5 inch rainfall event per the requirements by the State as referenced
from the DWQ Stormwater Manual, July 2007. Three infiltration basins are used to treat
three drainage areas and one level spreader treats the bypass flow. This project is not
within 0.5 miles of SA waters and infiltration devices are not required by DWQ. The
treatment volume provided as well as the use of swales and adequate infiltration
capacity will provide a post development peak flow rate that is less than the pre -
development condition, per the July 2007 start date for meeting Phase II requirements.
Hydrocad models bases on TR-55 methods were used to validate the complete capture
of the runoff difference for the 1.5" Type III — 24 Hr. storm.
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
1.5" rainfall for basin storage sizing
The 1 yr rainfall for outlet structure and routing design to maintain a post
development peak flow that is less than pre -development peak flow

Ratio of impervious surface to the total area of the drainage area
Exceed a minimum of 2.0' clearance from the seasonal high water table
Rainfall exceeding the design storm will bypass the basins and flow through
minimum of 50' long vegetated filter
Discussion of Treatment Measures
The proposed treatment is to use three 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 seasonal high water table at the site will allow construction of
the basins with at least a 2' of clearance. Bypass devices are provided to allow any
runoff volume that exceeds the design storage volume to be routed to a level spreader
with a vegetated filter strip. The level spreader length is designed to handle the 10 yr
peak runoff rate, so no bypass of the filter is necessary.
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.

m Jacksonville sp"e?,PNORJe mG Camp Lejeune Main Gate
13,
^'..� w ERASER ROAD ti �F,,, "r Ylfley l7lel'll
� , (D P
a y ra . ✓lF O.pLF ,
BREWSTER BOULEVARD
O: 4�+" w NC ROVTE24
`S
f
�P z
o w
BIRCH
C "<
�O.
oAo1 Intel Site Location �o
JERONA �OOp. R.�J R7UfROAO
�O Y
t 4' NGy
_
7i �f
\ .. PF
Camp Lejeune South Gate % �� Q
l�po /
o
Sneads Ferry i
Legend E �arthTech Location Map
— PAVED 0 05 1 2 �.
Wes A �l�CO m!nnanmm ua. Camwny
UNPAVED MilIntel Site
Camp Lejeune MCB
Onslow County, NC

Legend
Initial Site Layout = EarthTech Sons Map
Existing Roads Intel Site
— PAVED Atyca ilt. 6.0 ud c�mpe"r Camp Lejeune Marine Corps Base
UNPAVED Onslow County, North Carolina
Soil Map Units o 125 250 500 Feet
1 inch equals 250 feet

laa; 000' l slenbe yow 1
laai 000'Z 0001 009 0
euilaeo WON 'AlunoZ) Molsuo
aseg sdjoo auuew ounafal dweo
ails lalul
deW uof;eogisselo
DMa pue spueI;aM
hedwoo pll ewle.14p, Oahj V
u�alu�ae3 Cs
a3AVdNn
03AVd —
speoa 6upslx3
ONVl13M,-1
aNvldn,-1
souelnquy paweuun
sweai7S paweN OMo—
lnoFel opS Ieillul
pua6a-j

Page I of 2
CLJN.CLJN.jurisdictional_wetland_area
SDE Feature Class
Description I Spatial I Attributes
Keywords
Theme: Wetlands Area, Location
Place: Camp Lejeune
Stratum: wetlands, planning, jurisdictional
Temporal: None
Description
Abstract
CUN.CUN.jurisdictional_wetland—area contains polygons representing wetlands
created from the Jurisdictional Wetlands obtained from field survey and
approved by the Corps of Engineers, Wilmington, NC.
Purpose
Provide wetlands identification as it relates to planning, construction siting and
management tasks.
Supplementary Information
CUN.CUN.jurisdictional_wetland_area created from feature class
CUN . CU N. wetla nd_a rea
New feature class 2006
Status of the data
Complete - Last Reviewed: 10/17/06
Data update frequency: As needed
Time period for which the data is relevant
Date and time: 2005
Description: REQUIRED: The basis on which the time period of content information
is determined.
Publication Information
Who created the data: I&E/EMD/ECON
Date and time: REQUIRED: The date when the data set is published or otherwise
made available for release.
Data storage and access information
File name: CUN.CUN.jurisdictional_wetland_area
£le://C:\Documents and Settings\Ian.Jewell\Local Settings\Temp\metadata3.htm 2/8/2008

Page 2 of 2
Type of data: vector digital data
Location of the data:
. \\mcbclnasOl
\GIS_User_Storage\Lejeune\BLSD\GIS\ECRGCInstallationData\Lejeu ne\DataReq uests\:
\081007 Earth Tech\New Personal Geodatabase.mdb
Data processing environment: Microsoft Windows 2000 Version 5.2 (Build 3790)
Service Pack 1; ESRI ArcCatalog 9.1.0.780
Constraints on accessing and using the data
Details about this document
Contents last updated: 20070814 at time 09133300
Who completed this document
Standards used to create this document
file://CADocuments and Settings\lan.Jewel l\Local Settings\Temp\metadata3.htm 2/8/2008

Pre -development
9 Reach Aon Link

103543 Intel Basin A- Pre Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Subcatchment 1S: Pre -development
Runoff = 0.05 cfs @ 13.58 hrs, Volume= 0.031 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
146,362 45 Woods, Poor, HSG A
146,362 Pervious Area
Tc Length Slope Velocity
min) (feet) (f /ft) (fUsec)
40.6 188 0.0120 0.08
N 0.035
0.03
c 0.025
0.02
0.015
0.01
Description
Sheet Flow, sheet flow forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.05 cfs
-Type II 24-hr 1 yr
Rainfall=3.70"
Runoff Area=146,362;sf
Runoff Volume=0.031 of
Runoff Depth>0:11"
Flow Length=188'
Slope=0.0120 T
Tc=40.6 min
CN=45
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hours)
0 Runoff

Post -development
2P
Infiltration Basin A
9 Reach Aon Link

103543 Intel Basin A- Post
Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 2P: Infiltration Basin A
Inflow Area = 3.360 ac, Inflow Depth = 0.81" for 1 yr event
Inflow = 0.88 cfs @ 13.15 hrs, Volume= 0.226 of
Outflow = 0.12 cfs @ 12.36 hrs, Volume= 0.226 af, Atten= 86%, Lag= 0.0 min
Discarded = 0.12 cfs @ 12.36 hrs, Volume= 0.226 of
Routing by Star -Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 19.88' @ 18.74 hrs Surf.Area= 0 sf Storage= 4,953 cf
Plug -Flow detention time= 459.0 min calculated for 0.226 of (100% of inflow)
Center -of -Mass det. time= 459.0 min ( 1,418.0 - 959.1 )
Volume Invert Avail Storage Storage Description
#1 18.30' 5,960 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
18.30 0
20.20 5,960
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.12 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.12 cfs @ 12.36 hrs HW=18.32' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.12 cfs)

103543 Intel Basin A- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 2P: Infiltration Basin A
Hydrograph
Inflow. 1 ac
0.8 j ..
• • •
1 .�
0'D
0 G/
i
,4
j
1/
1 1 p
0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
© Inflow
❑p Discarded

103543 Intel Basin A- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Hydrograph for Pond 2P: Infiltration Basin A
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
18.30
0.00
2.00
0.00
0
18.30
0.00
4.00
0.00
0
18.30
0.00
6.00
0.00
0
18.30
0.00
8.00
0.00
0
18.30
0.00
10.00
0.00
0
18.30
0.00
12.00
0.02
2
18.30
0.00
14.00
0.51
3,346
19.37
0.12
16.00
0.20
4,673
19.79
0.12
18.00
0.13
4,939
19.87
0.12
20.00
0.10
4,913
19.87
0.12
22.00
0.08
4,700
19.80
0.12
24.00
0.08
4,406
19.70
0.12
26.00
0.01
3,887
19.54
0.12
28.00
0,00
3,045
19.27
0.12
30.00
0.00
2,181
19.00
0.12
32.00
0.00
1,317
18.72
0.12
34.00
0.00
453
18.44
0.12
36.00
0.00
0
18.30
0.00
38.00
0.00
0
18.30
0.00
40.00
0.00
0
18.30
0.00
42.00
0.00
0
18.30
0.00
44.00
0.00
0
18.30
0.00
46.00
0.00
0
18.30
0.00
48.00
0.00
0
18.30
0.00
50.00
0.00
0
18.30
0.00
52.00
0.00
0
18.30
0.00
54.00
0.00
0
18.30
0.00
56.00
0.00
0
18.30
0.00
58.00
0.00
0
18.30
0.00
60.00
0.00
0
18.30
0.00
62.00
0.00
0
18.30
0.00
64.00
0.00
0
18.30
0.00
66.00
0.00
0
18.30
0.00
68.00
0.00
0
18.30
0.00
70.00
0.00
0
18.30
0.00
72.00
0.00
0
18.30
0.00
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feel)
(feel)
(cfs)
74.00
0.00
0
18.30
0.00
76.00
0.00
0
18.30
0.00
78.00
0.00
0
18.30
0.00
80.00
0.00
0
18.30
0.00
82.00
0.00
0
18.30
0.00
84.00
0.00
0
18.30
0.00
86.00
0.00
0
18.30
0.00
88.00
0.00
0
18.30
0.00
90.00
0.00
0
18.30
0.00
92.00
0.00
0
18.30
0.00
94.00
0.00
0
18.30
0.00
96.00
0.00
0
18.30
0.00

103543 Intel Basin A- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Elevation Discarded
(feet)
(cfs)
18.30
0.00
18.31
0.12
18.32
0.12
18.33
0.12
18.34
0.12
18.35
0.12
18.36
0.12
18.37
0.12
18.38
0.12
18.39
0.12
18.40
0.12
18.41
0.12
18.42
0.12
18.43
0.12
18.44
0.12
18.45
0.12
18.46
0.12
18.47
0.12
18.48
0.12
18.49
0.12
18.50
0.12
18.51
0.12
18.52
0.12
18.53
0.12
18.54
0.12
18.55
0.12
18.56
0.12
18.57
0.12
18.58
0.12
18.59
0.12
18.60
0.12
18.61
0.12
18.62
0.12
18.63
0.12
18.64
0.12
18.65
0.12
18.66
0.12
Stage -Discharge for Pond 213: Infiltration Basin A
Elevation Discarded
(feet)
(cfs)
18.67
0.12
18.68
0.12
18.69
0.12
18.70
0.12
18.71
0.12
18.72
0.12
18.73
0.12
18.74
0.12
18.75
0.12
18.76
0.12
18.77
0.12
18.78
0.12
18.79
0.12
18.80
0.12
18.81
0.12
18.82
0.12
18.83
0.12
18.84
0.12
18.85
0.12
18.86
0.12
18.87
0.12
18.88
0.12
18.89
0.12
18.90
0.12
18.91
0.12
18.92
0.12
18.93
0.12
18.94
0.12
18.95
0.12
18.96
0.12
18.97
0.12
18.98
0.12
18.99
0.12
19.00
0.12
19.01
0.12
19.02
0.12
19.03
0.12
Elevation Discarded
(feet)
(cfs)
19.04
0.12
19.05
0.12
19.06
0.12
19.07
0.12
19.08
0.12
19.09
0.12
19.10
0.12
19.11
0.12
19.12
0.12
19.13
0.12
19.14
0.12
19.15
0.12
19.16
0.12
19.17
0.12
19.18
0.12
19A9
0.12
19.20
0.12
19.21
0.12
19.22
0.12
19.23
0.12
19.24
0.12
19.25
0.12
19.26
0.12
19.27
0.12
19.28
0.12
19.29
0.12
19.30
0.12
19.31
0.12
19.32
0.12
19.33
0.12
19.34
0.12
19.35
0.12
19.36
0.12
19.37
0.12
19.38
0.12
19.39
0.12
19.40
0.12
Elevation Discarded
(feet)
(cfs)
19.41
0.12
19.42
0.12
19.43
0.12
19.44
0.12
19.45
0.12
19.46
0.12
19.47
0.12
19.48
0.12
19.49
0.12
19.50
0.12
19.51
0.12
19.52
0.12
19.53
0.12
19.54
0.12
19.55
0.12
19.56
0.12
19.57
0.12
19.58
0.12
19.59
0.12
19.60
0.12
19.61
0.12
19.62
0.12
19.63
0.12
19.64
0.12
19.65
0.12
19.66
0.12
19.67
0.12
19.68
0.12
19.69
0.12
19.70
0.12
19.71
0.12
19.72
0.12
19.73
0.12
19.74
0.12
19.75
0.12
19.76
0.12
19.77
0.12
Elevation Discarded
(feet)
(cfs)
19.78
0.12
19.79
0.12
19.80
0.12
19.81
0.12
19.82
0.12
19.83
0.12
19.84
0.12
19.85
0.12
19.86
0.12
19.87
0.12
19.88
0.12
19.89
0.12
19.90
0.12
19.91
0.12
19.92
0.12
19.93
0.12
19.94
0.12
19.95
0.12
19.96
0.12
19.97
0.12
19.98
0.12
19.99
0.12
20.00
0.12
20.01
0.12
20.02
0.12
20.03
0.12
20.04
0.12
20.05
0.12
20.06
0.12
20.07
0.12
20.08
0.12
20.09
0.12
20.10
0.12
20.11
0.12
20.12
0.12
20.13
0.12
20.14
0.12
Elevation Discarded
(feet)
(cfs)
20.15
0.12
20.16
0.12
20.17
0.12
20.18
0.12
20.19
0.12
20.20
0.12

Pre -development
Subcat Reach Aon �IfliC

103543 Intel Basin B- Pre Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 7/20/2008
Subcatchment 1S: Pre -development
Runoff = 0.02 cfs @ 14.52 hrs, Volume= 0.012 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
55,321 45 Woods, Poor HSG A
55,321 Pervious Area
Tc Length Slope Ve
Description
87.7 318 0.0050 0.06 Sheet Flow, sheet flow woods
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.018:
'
0.02 cfs
0.016:
Type II 24-hr 1 yr
Rainfa11=3.70"
0.014=
Runoff Area=55,321 sf
0.012=
Runoff Volume=0.012'af
Runoff Depth=0.12"
0.01
3
Flow Length=318' ;
2 0.008'
:Slope=0.0050:'/'
0.006=
Tc=87.7 min
CN=45
0.004'
0.0027
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
p Runoff

1S
Post -develop
Infiltration Basin B
Subcat Reach Aon �IfliC

103543 Intel Basin B- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 2P: Infiltration Basin B
Inflow Area = 1.270 ac, Inflow Depth = 2.19" for 1 yr event
Inflow = 5.08 cfs @ 11.96 hrs, Volume= 0.232 of
Outflow = 0.04 cfs @ 10.14 hrs, Volume= 0.232 af, Atten= 99%, Lag= 0.0 min
Discarded = 0.04 cfs @ 10.14 hrs, Volume= 0.232 of
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 21.36' @ 24.04 hrs Surf.Area= 0 sf Storage= 7,937 cf
Plug -Flow detention time= 1,831.1 min calculated for 0.232 of (100% of inflow)
Center -of -Mass det. time= 1,831.3 min ( 2,647.0 - 815.8 )
Volume Invert Avail Storage Storage Description
#1 18.80, 8,460 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
18.80 0
20.50 4,775
21.50 8,460
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.04 cfs Exfiltration at all elevations
Qiscarded OutFlow Max=0.04 cfs @ 10.14 hrs HW=18.83' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 0.04 cfs)

103543 Intel Basin B- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 2P: Infiltration Basin B
Hydrograph
1:
0 0.
. .. -
.1. 1 :1: •1•
❑p Inflow
❑ Discarded

103543 Intel Basin B- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Hydrograph for Pond 2P: Infiltration Basin B
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
18.80
0.00
2.00
0.00
0
18.80
0.00
4.00
0.00
0
18.80
0.00
6.00
0.00
0
18.80
0.00
8.00
0.01
10
18.80
0.01
10.00
0.05
69
18.82
0.04
12.00
4.33
3,971
20.21
0.04
14.00
0.15
6,697
21.02
0.04
16.00
0.10
7,295
21.18
0.04
18.00
0.07
7,615
21.27
0.04
20.00
0.05
7,792
21.32
0.04
22.00
0.05
7,878
21.34
0.04
24.00
0.05
7,936
21.36
0.04
26.00
0.00
7,661
21.28
0.04
28.00
0.00
7,373
21.20
0.04
30.00
0.00
7,085
21.13
0.04
32.00
0.00
6,797
21.05
0.04
34.00
0.00
6,509
20.97
0.04
36.00
0.00
6,221
20.89
0.04
38.00
0.00
5,933
20.81
0.04
40.00
0.00
5,645
20.74
0.04
42.00
0.00
5,357
20.66
0.04
44.00
0.00
5,069
20.58
0.04
46.00
0.00
4,781
20.50
0.04
48.00
0.00
4,493
20.40
0.04
50.00
0.00
4,205
20.30
0.04
52.00
0.00
3,917
20.19
0.04
54.00
0.00
3,629
20.09
0.04
56.00
0.00
3,341
19.99
0.04
58.00
0.00
3,053
19.89
0.04
60.00
0.00
2,765
19.78
0.04
62.00
0.00
2,477
19.68
0.04
64.00
0.00
2,189
19.58
0.04
66.00
0.00
1,901
19.48
0.04
68.00
0.00
1,613
19.37
0.04
70.00
0.00
1,325
19.27
0.04
72.00
0.00
1,037
19.17
0.04
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
74.00
0.00
749
19.07
0.04
76.00
0.00
461
18.96
0.04
78.00
0.00
173
18.86
0.04
80.00
0.00
6
18.80
0.00
82.00
0.00
0
18.80
0.00
84.00
0.00
0
18.80
0.00
86.00
0.00
0
18.80
0.00
88.00
0.00
0
18.80
0.00
90.00
0.00
0
18.80
0.00
92.00
0.00
0
18.80
0.00
94.00
0.00
0
18.80
0.00
96.00
0.00
0
18.80
0.00

103543 Intel Basin B- Post Type 11 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Elevation Discarded
(feet)
(cfs)
18.80
0.00
18.82
0.04
18.84
0.04
18.86
0.04
18.88
0.04
18.90
0.04
18.92
0.04
18.94
0.04
18.96
0.04
18.98
0.04
19.00
0.04
19.02
0.04
19.04
0.04
19.06
0.04
19.08
0.04
19.10
0.04
19.12
0.04
19.14
0.04
19.16
0.04
19.18
0.04
19.20
0.04
19.22
0.04
19.24
0.04
19.26
0.04
19.28
0.04
19.30
0.04
19.32
0.04
19.34
0.04
19.36
0.04
19.38
0.04
19.40
0.04
19.42
0.04
19.44
0.04
19.46
0.04
19.48
0.04
19.50
0.04
19.52
0.04
Stage -Discharge for Pond 2P: Infiltration Basin B
Elevation Discarded
(feet)
(cfs)
19.54
0.04
19.56
0.04
19.58
0.04
19.60
0.04
19.62
0.04
19.64
0.04
19.66
0.04
19.68
0.04
19.70
0.04
19.72
0.04
19.74
0.04
19.76
0.04
19.78
0.04
19.80
0.04
19.82
0.04
19.84
0.04
19.86
0.04
19.88
0.04
19.90
0.04
19.92
0.04
19.94
0.04
19.96
0.04
19.98
0.04
20.00
0.04
20.02
0.04
20.04
0.04
20.06
0.04
20.08
0.04
20.10
0.04
20.12
0.04
20.14
0.04
20.16
0.04
20.18
0.04
20.20
0.04
20.22
0.04
20.24
0.04
20.26
0.04
Elevation Discarded
(feet)
(cfs)
20.28
0.04
20.30
0.04
20.32
0.04
20.34
0.04
20.36
0.04
20.38
0.04
20.40
0.04
20.42
0.04
20.44
0.04
20.46
0.04
20.48
0.04
20.50
0.04
20.52
0.04
20.54
0.04
20.56
0.04
20.58
0.04
20.60
0.04
20.62
0.04
20.64
0.04
20.66
0.04
20.68
0.04
20.70
0.04
20.72
0.04
20.74
0.04
20.76
0.04
20.78
0.04
20.80
0.04
20.82
0.04
20.84
0.04
20.86
0.04
20.88
0.04
20.90
0.04
20.92
0.04
20.94
0.04
20.96
0.04
20.98
0.04
21.00
0.04
Elevation Discarded
(feet)
(cfs)
21.02
0.04
21.04
0.04
21.06
0.04
21.08
0.04
21.10
0.04
21.12
0.04
21.14
0.04
21.16
0.04
21.18
0.04
21.20
0.04
21.22
0.04
21.24
0.04
21.26
0.04
21.28
0.04
21.30
0.04
21.32
0.04
21.34
0.04
21.36
0.04
21.38
0.04
21.40
0.04
21.42
0.04
21.44
0.04
21.46
0.04
21.48
0.04
21.50
0.04

Pre -development
9 Reach Aon Llnk

103543 Intel Basin C- Pre Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Subcatchment 1S: Pre -development
Runoff = 0.02 cfs @ 13.81 hrs, Volume= 0.013 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 yr Rainfall=3.70"
Area (sf) CN Description
57,934 45 Woods Poor, HSG A
57,934 Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
52.0 314 0.0180
Description
0.10 Sheet Flow, sheet flow woods
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 1S: Pre -development
Hydrograph
0.02 cfs
0.02=
Type II 24-hr 1 yr
0.018
Rainfall=3.70"
0.016'
Runoff Area=5�7,934'sf
0.014-
Runoff Volume=0.013'af
0.012'
Runoff Depth=0.12"
0.017
Flow Length=314'
°
Slope=0.0180:'/'
LL 0.008
Tc=52.0 min
0.006'
CN=45 ;
0.004'
0.002'
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
p Runoff

1S
Post -develop
Infiltration Basin C
9 Reach Aon Link

103543 Intel Basin C- Post
Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 3P: Infiltration Basin C
Inflow Area = 1.330 ac, Inflow Depth = 2.28" for 1 yr event
Inflow = 5.65 cfs @ 11.95 hrs, Volume= 0.252 of
Outflow = 0.09 cfs @ 10.70 hrs, Volume= 0.252 af, Atten= 98%, Lag= 0.0 min
Discarded = 0.09 cfs @ 10.70 hrs, Volume= 0.252 of
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs
Peak Elev= 21.49' @ 16.99 hrs Surf.Area= 0 sf Storage= 6,971 cf
Plug -Flow detention time= 772.4 min calculated for 0.252 of (100% of inflow)
Center -of -Mass det. time= 772.5 min ( 1,584.1 - 811.6 )
Volume Invert Avail Storage Storage Description
#1 19.30' 8,946 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
19.30 0
21.00 5,061
22.00 8,946
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 0.09 cfs Exfiltration at all elevations
Discarded OutFlow Max=0.09 cfs @ 10.70 hrs HW=19.33' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.09 cfs)

103543 Intel Basin C- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Pond 313: Infiltration Basin C
Hydrograph
•
• DrInflow1 .
✓ •. •
✓1 $torage=6.,971
0
1 1 1 1 LW1101 1 619 1 M0, •1•
❑ Inflow
❑p Discarded

103543 Intel Basin C- Post Type 1124-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Hydrograph for Pond 3P: Infiltration Basin C
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feel)
(cfs)
0.00
0.00
0
19.30
0.00
2.00
0.00
0
19.30
0.00
4.00
0.00
0
19.30
0.00
6.00
0.00
0
19.30
0.00
8.00
0.01
10
19.30
0.01
10.00
0.06
46
19.32
0.05
12.00
4.30
4,282
20.74
0.09
14.00
0.16
6,658
21.41
0.09
16.00
0.10
6,952
21.49
0.09
18.00
0.08
6,951
21.49
0.09
20.00
0.06
6,797
21.45
0.09
22.00
0.05
6,547
21.38
0.09
24.00
0.05
6,267
21.31
0.09
26.00
0.00
5,630
21.15
0.09
28.00
0.00
4,982
20.97
0.09
30.00
0.00
4,334
20.76
0.09
32.00
0.00
3,686
20.54
0.09
34.00
0.00
3,038
20.32
0.09
36.00
0.00
2,390
20.10
0.09
38.00
0.00
1,742
19.89
0.09
40.00
0.00
1,094
19.67
0.09
42.00
0.00
446
19.45
0.09
44.00
0.00
2
19.30
0.00
46.00
0.00
0
19.30
0.00
48.00
0.00
0
19.30
0.00
50.00
0.00
0
19.30
0.00
52.00
0.00
0
19.30
0.00
54.00
0.00
0
19.30
0.00
56.00
0.00
0
19.30
0.00
58.00
0.00
0
19.30
0.00
60.00
0.00
0
19.30
0.00
62.00
0.00
0
19.30
0.00
64.00
0.00
0
19.30
0.00
66.00
0.00
0
19.30
0.00
68.00
0.00
0
19.30
0.00
70.00
0.00
0
19.30
0.00
72.00
0.00
0
19.30
0.00
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
74.00
0.00
0
19.30
0.00
76.00
0.00
0
19.30
0.00
78.00
0.00
0
19.30
0.00
80.00
0.00
0
19.30
0.00
82.00
0.00
0
19.30
0.00
84.00
0.00
0
19.30
0.00
86.00
0.00
0
19.30
0.00
88.00
0.00
0
19.30
0.00
90.00
0.00
0
19.30
0.00
92.00
0.00
0
19.30
0.00
94.00
0.00
0
19.30
0.00
96.00
0.00
0
19.30
0.00

103543 Intel Basin C- Post Type // 24-hr 1 yr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 7/20/2008
Elevation Discarded
(feet)
(cfs)
19.30
0.00
19.32
0.09
19.34
0.09
19.36
0.09
19.38
0.09
19.40
0.09
19.42
0.09
19.44
0.09
19.46
0.09
19.48
0.09
19.50
0.09
19.52
0.09
19.54
0.09
19.56
0.09
19.58
0.09
19.60
0.09
19.62
0.09
19.64
0.09
19.66
0.09
19.68
0.09
19.70
0.09
19.72
0.09
19.74
0.09
19.76
0.09
19.78
0.09
19.80
0.09
19.82
0.09
19.84
0.09
19.86
0.09
19.88
0.09
19.90
0.09
19.92
0.09
19.94
0.09
19.96
0.09
19.98
0.09
20.00
0.09
20.02
0.09
Stage -Discharge for Pond 3P: Infiltration Basin C
Elevation Discarded
(feet)
(cfs)
20.04
0.09
20.06
0.09
20.08
0.09
20.10
0.09
20.12
0.09
20.14
0.09
20.16
0.09
20.18
0.09
20.20
0.09
20.22
0.09
20.24
0.09
20.26
0.09
20.28
0.09
20.30
0.09
20.32
0.09
20.34
0.09
20.36
0.09
20.38
0.09
20.40
0.09
20.42
0.09
20.44
0.09
20.46
0.09
20.48
0.09
20.50
0.09
20.52
0.09
20.54
0.09
20.56
0.09
20.58
0.09
20.60
0.09
20.62
0.09
20.64
0.09
20.66
0.09
20.68
0.09
20.70
0.09
20.72
0.09
20.74
0.09
20.76
0.09
Elevation Discarded
(feet)
(cfs)
20.78
0.09
20.80
0.09
20.82
0.09
20.84
0.09
20.86
0.09
20.88
0.09
20.90
0.09
20.92
0.09
20.94
0.09
20.96
0.09
20.98
0.09
21.00
0.09
21.02
0.09
21.04
0.09
21.06
0.09
21.08
0.09
21.10
0.09
21.12
0.09
21A4
0.09
21.16
0.09
21.18
0.09
21.20
0.09
21.22
0.09
21.24
0.09
21.26
0.09
21.28
0.09
21.30
0.09
21.32
0.09
21.34
0.09
21.36
0.09
21.38
0.09
21.40
0.09
21.42
0.09
21.44
0.09
21.46
0.09
21.48
0.09
21.50
0.09
Elevation Discarded
(feet)
(cfs)
21.52
0.09
21.54
0.09
21.56
0.09
21.58
0.09
21.60
0.09
21.62
0.09
21.64
0.09
21.66
0.09
21.68
0.09
21.70
0.09
21.72
0.09
21.74
0.09
21.76
0.09
21.78
0.09
21.80
0.09
21.82
0.09
21.84
0.09
21.86
0.09
21.88
0.09
21.90
0.09
21.92
0.09
21.94
0.09
21.96
0.09
21.98
0.09
22.00
0.09

fiThe
Cate%��
na
Group
SOILS REPORT FOR
STORM WATER BASINS
Intel Site
Camp Lejeune, NC
Prepared For:
EarthTcch
701 Corporate Center Drive
Suite 475
Raleigh, NC 27607
Prepared By:
The Catena Group
Hillsborough, North Carolina
April 14, 2008
Lin d 49/ _
Gary S. Kreiser
410-B Millstone Drive
Hillsborough, NC 27278
[phone]

INTRODUCTION
The Marine Corps Base at Camp Lejeune plans an expansion of the Intel Site. As part of this expansion,
several storntwater infiltration basins are proposed to infiltrate runoff from adjacent impervious surfaces.
As part of the application process, a soils investigation detailing soil type, infiltration rate, and depth to
seasonal high water table is required. The Catena Group, Inc (TCG) has been retained to perform the soil
investigations.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an overview of the
possible soil series located in the study area. Around the Intel Site, there are three mapping units. Figure
l presents the mapped soil series and the general location of the proposed infiltration basins where the
borings and infiltration tests were performed. Table I presents the soil series, map unit symbol and
taxonomic class.
Table 1 Soil Series, Map Unit Symbol, and Taxonomic Class
Map Unit Symbol
Soil Series/Map Unit
Taxonomic Class
Name
BaB,
Baymeade
Loamy, siliceous, semiactive,
thermic Arenic Hapludults
BmB
Bayntcade-Urban land
Loamy, siliceous, semiactive,
complex
thermic Arenic Hapludults
Mac
Marvyn
Fine -loamy, kaolinitic, thermic,
Typic Kanhapludults
The field investigation was performed on March 27, 2008. Soil borings were made with a hand -turned
auger in the vicinity of the proposed infiltration basins. Observations of the landscape (slope, drainage
patterns, past use, etc.) as well as soil properties (depth, texture, structure. seasonal wetness, restrictive
horizons, etc.) to a depth > 48 inches, when possible, 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 (Ks,,T) of the
soil. The Ksnr was measured in the field and used to characterize the infiltration rate for each proposed
infiltration basin.
KsrT measurements were performed at each of the proposed infiltration basin using a constant -head
permeameter (Amoozemeter). Before any readings were recorded, the Amoozemeter was allowed to
equilibrate, typically 25 minutes.
Based on conversations with the designer of the proposed infiltration basins (Mr. Bryan Dick of Earth
Tech), construction of these basins would remove approximately 6 to 12 inches of topsoil. As such, the
KSAT measurements were performed around a depth of 12 inches in order to estimate the infiltration rate
at the new soil surface. The only exception was at Basin 5 where the tests were performed deeper (around
25 inches) in order to get below a massive clay layer occurring near the surface.

FINDINGS
Soil Type
Based on the borings in the vicinity of the proposed basins, it was determined that the majority of the soil
at the Intel Site was either the Baymeade or the Marvyn soil series. Typically, the Marvyn series has
more clay in the subsoil than the Baymeade series. Basin 4, 5 and 7 exhibit this clayey subsoil but are in
open areas (See Figure 1) where the soil has been cut, filled, or graded so that the original soil has been
altered such that the soil properties were not easily recognized.
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 Natural Resources Conservation Service (MRCS)
Official Series Description (OSD) for the soil series that were mapped by the NRCS for this site.
Detailed boring logs for each boring are attached.
Table 2 Soil Borings and Soil Series Determination
Boring #
Soil Series Determination
Basin 1
Baymeade
Basin 2
Baymeade
Basin 3
Baymeade
Basin 4
Marvyn/Urban land
Basin 5
Marvytr/Urban land
Basin 6
Marvyn
Basin 7
Marvyn/Urban land
Depth to Seasonal High Water Table
During the field investigation, the depth to the seasonal high water table (SHWT) was determined through
the use of field indicators for redoximorphic features or the presence of saturated soil. Table 3 presents
the soil borings and the determination of the SHWT.
Table 3 Boring and Depth to SHWT
Boring#
SFIWT Determination (inches
below Surface)
Basin 1
46
Basin 2
>48
Basin 3
>48
Basin 4
30
Basin 5
24 (Perched)
Basin 6
>48
Basin 7
26
Basin 4, 5 and 7 have clayey soil occurring at or near the surface and this clay affects the depth of the
SHWT. While Basin 4 didn't show any indicators of wetness until 30 inches there was an area close to
Basin 4 (See Figure I ) that at the time of the investigation was rutted, had cattails growing and standing
water. A boring at the center of this wet area indicated a massive clay layer at the surface and a perched
water table at 10 inches. Likewise, Basin 5 had a massive clay layer extending down to 24 inches with a

perched water table. Below 24 inches the texture was sandy clay loam with no wetness. Basin 7 had a
sandy surface horizon but a SHWT at 26 inches which corresponds with the occurrence of the clay layer
at 26 inches.
Infiltration Rate
Multiple saturated hydraulic conductivity tests were performed at each proposed infiltration basin. The
results for each test are shown below in Table 4. Data sheets for each hydraulic conductivity tests are also
attached. At each basin location, the geometric mean was taken and is presented in Table 4. The
geometric mcan was calculated instead of the arithmetic mean, as it tends to dampen the effect of very
high or low values, which might bias the arithmetic mean if a straight average was calculated.
Table 4 Results of Saturated Hydraulic Conductivity Tests and Geometric Mean
Test Location
Test Number
Test Depth
(inches)
Measured Ksrr
(in/hr)
Geometric
Mean (in/hr)
Basin 1
1
12.2
1.92
2.43
2
13.0
4.04
3
11.8
1.85
Basin 2
1
13.8
1.06
1.21
2
13.4
1.63
3
14.2
1.04
Basin 3
1
11.4
1.92
2.88
2
12.6
4.68
3
12.2
3.26
Basin 4
1
12.6
1.59
0.24
2
12.6
0.12
3
13.4
0.07
Basin 5
00.11
0.15
2
24.8
Basin 6
1
17.3
1.31
1.18
?
14.2
1.07
Basin 7
1
11.8
1.07
0.60
2
12.6
0.34
Since soil is inherently non -homogeneous, field tests can often misrepresent the areal hydraulic
conductivity of a soil. Typically, field tests 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 areal saturated hydraulic conductivity for
each proposed infiltration basin. Since the soil is typically sandy loam to sandy clay loan, a moderation
factor of 0.7 was used to correct for the potential of overestimating the infiltration rate. Table 5 presents
the saturated hydraulic conductivity geometric mean for each infiltration basin as well as a moderation
factor to get an area infiltration rate for each proposed infiltration basin.

Table 5 Geometric Mean, Moderation Factor and Areal Infiltration Rate for Each Basin
Test Location
Geometric Mean
Moderation Factor
Areal Infiltration Rate
inches/hour)
Basin 1
2.43
0.7
1.70
Basin 2
1.21
0.7
0.85
Basin 3
3.08
0.7
2.16
Basin 4
0.24
0.7
0.17
Basin 5
0.15
0.7
0.11
Basin 6
1.18
0.7
0.83
Basin 7
0.60
0.7
0.42
As shown in Table 5, the majority of proposed basin locations have an infiltration rate of 0.8 inch/hour or
greater with the only exceptions being Basin 4, 5 and 7. These infiltration rates are less than the required
0.52 inch hour and therefore are not suitable.
CONCLUSIONS
Based on the site evaluation, Basin 1, 2, 3 and 6 are suitable for infiltration basins. Whereas, Basin 4, 5
and 7 are not suitable for infiltration basins due to the presence of a massive clay layer near the surface,
shallow SHWT and low infiltration rates.
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 the infiltration basins 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.

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VISION OF ENVIRONIME14TAL HEALTH
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DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. Lewis @ncmail.net. If there are more than 7 areas to be tested,
attach a second sheet.
Scheduled Site Visit Date: yOl7/ V 8 Time: /0 00
Project Name: USMC Leieune - SMTC
County:Onslow_
Street Address: Birch St., Camp Leieune.
Directions from the nearest intersection of two major roads: From Lejeune main
gate, take Holcombe Blvd. to the traffic circle, bear right onto McHugh Blvd., .7
miles turn rt onto Birch St, project is on the right.
>1 acre being disturbed? DYES ®NO CAMA Major required? []YES [:]NO
Consultant Name: -Bryan Dick Phone: [phone]
Consultant Firm Name:_ EARTH TECH 6AVD D
� AP 1a! yA1G0
Bore Number
1
2
3
4
a Existing Ground Elevation
a7 S-
a).n
A, $'
b Proposed Bottom Elevation
11.3
64!
- 3
c Difference a minus b
2•
,?.
d Add 2 ft. Min. Bore Depth)
. Z
y.
e Hardpan Depth?
f Infiltration Rate OK?
o/L
O
Approx. Elev. Of SHWT
7
h Max. lowest bottom elev.
74.2
Comme
Sr 12 3 z/ — 7 M7- 6,00 A90t r ^66 Mir7n-t
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
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
Pal/

I 1 1
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. Lewis @ncmail.net. If there are more than 7 areas to be tested,
attach a second sheet.
Scheduled Site Visit Date: V17� �S Time: 10 00
Project Name: USMC Leieune - SM
County:_Onslow_
Street Address: Birch St., Camp Leieune.
Directions from the nearest intersection of two major roads: From Lejeune main
gate, take Holcombe Blvd. to the traffic circle, bear right onto McHugh Blvd., .7
miles turn rt onto Birch St, project is on the right.
>1 acre being disturbed? ❑YES ®NO CAMA Major required? ❑YES ❑NO
Consultant Name: Bryan Dick Phone: [phone]
Consultant Firm Name: EARTH TECH (-,ODD 0''r
Bore Number
1
2
3
a Existing Ground Elevation
a
a'.0
$�
b Proposed Bottom Elevation
3
c Difference a minus b
2.
07
d Add 2 ft. Min. Bore Depth)
. Z
q.
e Hardpan Depth?
f Infiltration Rate OK?
p/L
0
Approx. Elev. Of SHWT
7
h Max. lowest bottom elev.
C)
b µwe ?q•2, 72q.2 >q.2
Comments
5 f 7,2573 '/ — 7 AD r 4,09 ,Aor2 � n rrc nGir9l rvr
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the
be emailed or hand -delivered o
boring locations to be tested. Site plans should
ily. Illegible faxed maps will not be accepted.
t
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
gg v

, £ I
e t9c
Site 2)52
77 20 51.4 W
3440 31.3 N
(( Z'
34X
v-

The
Catena
roup
410-B Millstone Drive
Hillsborough, NC 27278
[phone]
SOILS REPORT FOR
STORM WATER BASINS
Intel Site
Camp Lejeune, NC
Prepared For:
EarthTech
701 Corporate Center Drive
Suite 475
Raleigh, NC 27607
Prepared By:
The Catena Group
Hillsborough, North Carolina
April 14, 2008
:p SQf[ .4
Gary S. Kreiser

11► Y Y ;i�lllll� Y LPL`
The Marine Corps Base at Camp Lejeune plans an expansion of the Intel Site. As part of this expansion,
several stormwater infiltration basins are proposed to infiltrate runoff from adjacent impervious surfaces.
As part of the application process, a soils investigation detailing soil type, infiltration rate, and depth to
seasonal high water table is required. The Catena Group, Inc (TCG) has been retained to perform the soil
investigations.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Onslow County Soil Survey was referenced to get an overview of the
possible soil series located in the study area. Around the Intel Site, there are three mapping units. Figure
I presents the mapped soil series and the general location of the proposed infiltration basins where the
borings and infiltration tests were performed. Table 1 presents the soil series, map unit symbol and
taxonomic class.
Table I Soil Series, Map Unit Symbol, and Taxonomic Class
Map Unit Symbol
Soil Series/Map Unit
Taxonomic Class
Name
BaB,
Baymeade
Loamy, siliceous, semiactive,
thermic Arenic Hapludults
BmB
Baymeade-Urban land
Loamy, siliceous, semiactive,
complex
'thermic Arenic Hapludults
MaC
Marvyn
Fine -loamy, kaolinitic, thermic,
Typic Kanhapludults
The field investigation was performed on March 27, 2008. Soil borings were made with a hand -turned
auger in the vicinity of the proposed infiltration basins. Observations of the landscape (slope, drainage
patterns, past use, etc.) as well as soil properties (depth, texture, structure, seasonal wetness, restrictive
horizons, etc.) to a depth > 48 inches, when possible, 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 each proposed
infiltration basin.
KSAT measurements were performed at each of the proposed infiltration basin using a constant -head
permeameter (Amoozemeter). Before any readings were recorded, the Amoozemeter was allowed to
equilibrate, typically 25 minutes.
Based on conversations with the designer of the proposed infiltration basins (Mr. Bryan Dick of Earth
Tech), construction of these basins would remove approximately 6 to 12 inches of topsoil. As such, the
KsAT measurements were performed around a depth of 12 inches in order to estimate the infiltration rate
at the new soil surface. The only exception was at Basin 5 where the tests were performed deeper (around
25 inches) in order to get below a massive clay layer occurring near the surface.

FINDINGS
Soil Type
Based on the borings in the vicinity of the proposed basins, it was determined that the majority of the soil
at the Intel Site was either the Baymeade or the Marvyn soil series. Typically, the Marvyn series has
more clay in the subsoil than the Baymeade series. Basin 4, 5 and 7 exhibit this clayey subsoil but are in
open areas (See Figure 1) where the soil has been cut, filled, or graded so that the original soil has been
altered such that the soil properties were not easily recognized.
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 Natural Resources Conservation Service (NRCS)
Official Series Description (OSD) for the soil series that were mapped by the NRCS for this site.
Detailed boring logs for each boring are attached.
Table 2 Soil Borings and Soil Series Determination
Boring #
Soil Series Determination
Basin I
Baymeade
Basin 2
Baymeade
Basin 3
Baymeade
Basin 4
Marvyn/Urban land
Basin 5
Marvyn/Urban land
Basin 6
1 Marvyn
Basin 7
1 Marvyn/Urban land
Depth to Seasonal High Water Table
During the field investigation, the depth to the seasonal high water table (SHWT) was determined through
the use of field indicators for redoximorphic features or the presence of saturated soil. Table 3 presents
the soil borings and the determination of the SHWT.
Table 3 Boring and Depth to SHWT
Boring #
SHWT Determination (inches
below Surface)
Basin 1
46
Basin 2
>48
Basin 3
>48
Basin 4
30
Basin 5
24 (Perched)
Basin 6
1 >48
Basin 7
26
Basin 4, 5 and 7 have clayey soil occurring at or near the surface and this clay affects the depth of the
SHWT. While Basin 4 didn't show any indicators of wetness until 30 inches there was an area close to
Basin 4 (See Figure I ) that at the time of the investigation was rutted, had cattails growing and standing
water. A boring at the center of this wet area indicated a massive clay layer at the surface and a perched
water table at 10 inches. Likewise, Basin 5 had a massive clay layer extending down to 24 inches with a

perched water table. Below 24 inches the texture was sandy clay loam with no wetness. Basin 7 had a
sandy surface horizon but a SH WT at 26 inches which corresponds with the occurrence of the clay layer
at 26 inches.
Infiltration Rate
Multiple saturated hydraulic conductivity tests were performed at each proposed infiltration basin. The
results for each test are shown below in Table 4. Data sheets for each hydraulic conductivity tests are also
attached. At each basin location, the geometric mean was taken and is presented in Table 4. The
geometric mean was calculated instead of the arithmetic mean, as it tends to dampen the effect of very
high or low values, which might bias the arithmetic mean if a straight average was calculated.
Table 4 Results of Saturated Hydraulic Conductivity Tests and Geometric Mean
Test Location
Test Number
Test Depth
(inches
Measured K11T
(in/hr)
Geometric
Mean in/hr
Basin I
1
12.2
1.92
2.43
2
13.0
4.04
3
11.8
1.85
Basin 2
1
13.8
1.06
1.21
2
13.4
1.63
3
14.2
1.04
Basin 3
1
11.4
1.92
2.88
2
12.6
4.68
3
12.2
3.26
Basin 4
1
12.6
1.59
0.24
2
12.6
0.12
3
13.4
0.07
Basin 5
1
25.6
0.22
0.15
2
24.8
0.1 1
Basin 6
1
17.3
131
1.18
2
14.2
1.07
Basin 7
1
11.8
1.07
0.60
2
12.6
0.34
Since soil is inherently non -homogeneous, field tests can often misrepresent the areal hydraulic
conductivity of a soil. Typically, field tests 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 areal saturated hydraulic conductivity for
each proposed infiltration basin. Since the soil is typically sandy loam to sandy clay loam, a moderation
factor of 0.7 was used to correct for the potential of overestimating the infiltration rate. Table 5 presents
the saturated hydraulic conductivity geometric mean for each infiltration basin as well as a moderation
factor to get an area infiltration rate for each proposed infiltration basin.

Table 5 Geometric Mean, Moderation Factor and Areal Infiltration Rate for Each Basin
Test Location
Geometric Mean
Moderation Factor
Areal Infiltration Rate
inches/hour
Basin 1
2.43
0.7
1.70
Basin 2
1.21
0.7
0.85
Basin 3
3.08
0.7
2.16
Basin 4
0.24
0.7
0.17
Basin 5
0.15
0.7
0.11
Basin 6
1.18
0.7
0.83
Basin 7
0.60
1 0.7
1 0.42
1
As shown in Table 5, the majority of proposed basin locations have an infiltration rate of 0.8 inch/hour or
greater with the only exceptions being Basin 4, 5 and 7. These infiltration rates are less than the required
0.52 inch/hour and therefore are not suitable.
CONCLUSIONS
Based on the site evaluation, Basin 1, 2, 3 and 6 are suitable for infiltration basins. Whereas, Basin 4, 5
and 7 are not suitable for infiltration basins due to the presence of a massive clay layer near the surface,
shallow SH WT and low infiltration rates.
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 the infiltration basins 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.

#m
7
•
M
4
Legend YYdY
• Proposed Basin Sites ISMS
it ,ri
_ Wet Area
NRCS Soil Mapping Unit
BaB
! BmB
Mac
Intel Site Date:April2008 Figure
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Catena Camp Lejeune, NC Scale 111=100,
Group
Job No.: 7354

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HYDRAULIC CONDUCTIVTY STUDY
NTEL
Dole: 312WO08
adom Cenmmn: Cloluey
WformarNre(1).
Location'. Seel
a0
Number; 1
Hbrleon: E
0
DIP" rom.,. rtf
SET UP
Target Water Lavish 150 5.9
CBegimmeg
Water Level 150 59
Hole D.,.(1
320 `t 26
Ending Water Level: 165 65
Reference (cm):
e10.0 39
Head (cm)
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CHT Turtle) hods,'.
•27.0
Hole name., (cm)50
Halemmoelr): 2.5 inchus
Valve Setting
caelumiom A: 0001009
I -ON 20N
NOTE: Preclude based oa Ending Water Level
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1050
Water
Reading
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water level
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C.F.
dock
me (arm)
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man) (m)
0
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K
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00
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27.3
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1.00
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10]I00
10.8065
43545
6J 655
2fi6
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2'211
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2.592]
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3.1784
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18722
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16
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12513
18722
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29.955
HYDRAULIC CONDUCTIVITY STUDY
NTEL
Date: 3I262008
Location. Sites
Number: 2
Hods : E
O
oegtn)mcbes). 12.6
Target Wemr Leve)i 5b s9
BePnnmg W: Level: ug l]
Hda Oegm(cm).
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026
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Reference (cm)
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Hole tadioe (p: 2b
Valve Earl��
eomfiem A: 0001436
1-ON ZON
NOTE: Readings based on Ending Water Leval
Coverdcn Factor (C.F )'.
20.0
Water cAenOein
Chamber does
Ebri Time O K K
29.]
00
200
0.0
295
02
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20
210
1013
1110
0.1723
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1015
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If 1
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40
210
1033
610
0.0162
0.1111
0.508
29.2
02
200
6.0
2.00
1
120.0
0.1723
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26.e
0
200
80
3.00
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0.135]
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04
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200
00v
2a00
0.3447
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2.Oo
20
04
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2400
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2.030
27.7
0.3
200
140
2.
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1800
0.2585
0101a
1.523
HYDRAUUC CONOUCTIVITY STUDY
NTEL
Date: YOV2008
LOcallon'. Seel
Number: a
Horizon: E
O
Oembol-ie.) 13.4
Target Wale:Level: 15.0 59
Ues
Re,imen, Water Level'. 13.0 5.1
Hnle Degm harm3l0
1134
Emm, Water Level 13.0 5.1
Releren..Usti
f
00
59
Head)cm):
-10
5.9
CHT Tuoe)a a.,:
• 29.0
Hole diameter fcm) 5.0
Hole mi (r): 2.5
Valve Setting:
r_7�
coefuounl A: 0001436
1-ON 2ON
NOTE: Readings based on Ending Water Level
Coverslon Factor(C. F))
20.0
I
3
O0120
1
6
B0
:5
03
.
20
1Of
3
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