SW8080945_HISTORICAL FILE_20081106

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 09)Oc)L4.S
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
?LM I 1 0
YYYYMMDD

I0� WArFR
O� QG
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November 6, 2008
Commanding General USMC Base Camp Lejeune
Attention: Carl Baker
1005 Michael Rd.
Camp Lejeune, NC 28547
Michael F. l-asley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: State Stormwater Management Permit No. SW8 080945
MCAS Marine Corps. CALA New River
High Density Commercial Sand Filter Project
Construction Control Number: NIA
Onslow County
Dear Mr. Baker:
Coleen Ed. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for MCAS Marine Corps. CALA New River on October 29, 2008. Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2006-246 and Title 15A NCAC 2H.1000. We
are forwarding Permit No. SW8 080945 dated November 6, 2008, for the construction of the
subject project.
This permit shall be effective from the date of issuance until November 6, 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 an
contact Malco
questions, or need additional information concerning this matter, please
1 Boney, or me at [phone],
Regional Supervisor
Surface Water Protection Section
ENBImb: S:IWQSISTORMWATERIPERMIT1080945
cc: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd
Onslow County Planning Department
Malcolm Boney, NCDENR
Cwilmington Regional Office
Central Files N `hCarolina
VaNra!(y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquahLY ore Fax [phone].623-6748
An Equal Opportune y/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 080945
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
Commanding General USMC Base Camp Lejeune- Attention: Carl Baker
MCAS Marine Corps. CALA New River
Perimeter St. Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 1 Sand filter(s) in compliance with the
provisions of Session Law 2006-246 and 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 November 6, 2018, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 159,895 square feet of
impervious area.
3. This sand filter with a basin must be operated with a 50' vegetated filter.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
on page 3 of this permit, and as shown on the approved plans. The built -upon
area for the future development is limited to 0 square feet.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
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.
Page 2of8

State Stormwater Management Systems
Permit No. SW8 080945 "
7. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
8. The following design criteria have been permitted for the sand filter and must be
provided and maintained at design condition:
a.
Drainage Area, Acres:
160,895
Onsite, ft :
160,895
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
159,895
Onsite, ft :
159,895
Offsite, ft2:
0
C.
Design Storm, inches:
1.5
d.
Design volume (ft }:
18,886
e.
Max. head (ft)
2-
f.
Avg. head (ft)
1
g.
Runoff coefficient (ft2:
0.94
h.
Width of forebay ft):
55
i.
Surface area of sediment basin (ft2):
5,544
j.
Surface Area of sand filter (ft)
2,552
k.
Depth of the sand media (ft)
1.5
I.
Storage Volume top of sand filter (ft'):
16,192
M.
Predevelopment 1 yr 24 hr peak flow, cfs:
1.26
n.
Drainage basin area (Acres) max. 5
3.67
o.
Post -development 1 yr 24 hr peak flow, cfs:
9.48
P.
Type of Sand filter (open?):
Y
q.
Does excess vol. Bypass sand filter?
Y
r.
Off line splitting device used?
Y
S.
2 ft seperation
Y
t.
Vegetate filter length (ft)
90ft
U.
Expected sand permeability, ft/day'.
3.50
V.
Time to Draw Down, (hours):
40
W.
Receiving Stream/River Basin:
White Oak/New River
X.
Stream Index Number:
19-(1)
Y.
Classification of Water Body:
"SC"
11. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. 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.
Page 3of8

State Stormwater Management Systems
Permit No. SW8 080945
6. 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. -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.
5. 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.
6. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
7. 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.
8. 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.
9. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080945
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event -that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 21-1.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080945
Permit issued this the 6t" day of November 2008.
NORTH CA LINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Cole en 4uIns, irec or
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080945
MCAS Marine Corps CALA New River
Stormwater Permit No. SW8 080945
Onslow County
Designer's Certification
l , 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 7 of 8

Stake Stormwater Management Systems
Permit No. SW8 080945
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Planning Department
Page 8 of 8

7 � 8, K: DW E'O1�ftiY
Date Received
Fee Paid
PermitNumber
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This farm may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer Marine Corps Base Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl H. Baker,_P.E., Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Building 1005 Michael Road
City:MCB Camp Lejeune . _ State:NC Zip:28547
Phone: (910 __ ) 451-2213
Email:carl.h.baker©usmc.mil
Fax: (91Q ) 451-2927
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
CALA: Interim Facilities
5. Location of Project (street address):
Perimeter Street
City:Camn LeLejeune - County:Onslow Zip:28542
6. Directions to project (from nearest major intersection):
East on Douglas Rd. from Rt. 17. Turn right on Canal Street. Turn left on Perimeter Street.
7. Latitude:34' 42' 296" N Longitude:77° 27065" W of project
8. Contact person who can answer questions about the project:
Name:Randy Scott Telephone Number: (910 ) 449-5401
Email:[e-mail]
11. PERMIT INFORMATION:
110 1
1. Specify whether project is (check one): NNew ❑Renewal ❑Modification
Form SWU-101 Version 03.27.08 Page 1 of 4

r
2. If this application is being submitted as the result of a renewal or modification to an existing permit,. list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Stormwater
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,
CALA (Drainage Area 1): The expansiorLof the runwav area to the southwest will require a vallev Butter at the
edge of the pavement. The valley gutter with catch basins will collect runoff from both new and existing
pavement and discharge to a sand filter and dry detention pond. This, project is High Density.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 3.69 acres 4. Total Wetlands Area: N/A acres
5. 100' Wide Strip of Wetland Area: N/A___ acres (not applicable if no wetlands exist on site)
6. Total Project Area**:3.69 acres 7. Project Built Upon Area:100 "/o
8. How many drainage areas does the project have?1
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.
For high density projects, complete the table with one drainage area for each engineered stormwater device.
Brian Information' i*." s
.. ', Y
Drainage Area 1
e 1%
ti.. Drainage Area 2
Receiving Stream Name
New River
Stream Class & Index No.
Sc
Total Drainage Area (sf)
160,895
On -site Drainage Area (sf)
160,895
Off -site Drainage Area (sf)
0
Existing Impervious* Area (sf)
110,118
Proposed Impervious*Area (sf)
49,777
% Impervious* Area (total)
99
Impervious* Surface''Area Dtairiage Aiea,la ' R Drauiage Area'2,`
On -site Buildings (sf)
On -site Streets (sf)
On -site Parking (so
On -site Sidewalks (sf)
Other on -site (sf) 159,895
Off -site (sf}
Total (sf): 159,895 i
impervious area is aepnea as the ouut upon area rnctuaing, nut not amttea to, outtaings, roaas, parxtng areas,
sidewalks, gravel areas, etc.,
Form SWU-101 Version 03.27.08 Page 2 of 4

**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BU&
10. How was the off -site impervious area listed above derived?N/A- _-
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. Forms can be
downloaded from littp://h2o.enr.state.nc.us/Su/bmp forms.htm - deed restrictions.
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-b
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. Forms can be downloaded from htti2://ii2o.enr.state.nc.us/sLiLap- forms.htm.
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
Form SW401-Permeable Pavement
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
Permeable Pavement Supplement
OCT C IV, 2nill�
Form SWU-101 Version 03.27.08 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 http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
C Cc'3
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
cezrs
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
cars _
• Calculations & detailed narrative description of stormwater treatment/management
CQ A'S
• Copy of any applicable soils report
Cad
• Two copies of plans and specifications (sealed, signed & dated), including:
cCrr�
- 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. (ex. designing engineer or firm)
Designated agent (individual or firm):C. Allan Bamforth, fr., Engineer -Surveyor, Ltd.
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: [phone] _ Fax: [phone] _
Email:alb©bamforth.com
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Carl Baker, Deputy Public Works O,&er
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1/
Signatu
Form SWU-101 Version 03.27.08
Ul i .0
4
Page
7 -a.
., r. Date: r
LVUr�

Permit Number;
® (to be provided by D W01
E+ O G
� r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on tine, printed and submitted with all of the required information.
Make sure to also till out and submit the Required !terns Checklist (Section 111) and the l&M Agreement (Section IV)
Project name
Contact name
Phone number
Date
Drainage area number
GALA AND FIRE TRAINER: INTERIM FACILITIES
Randy Scott
91 GA49-5401
1 - GALA SITE .
Site Characteristics
Drainage area (AD)
160,895.00 f? OK
Impervious area
159,895.00 ftZ
% Impervious (IA)
99.4% %
Design rainfall depth (Ro)
1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.50 in
1-yr, 24-hr intensity
0.15 inlhr
Pre -development 1-yr, 24-hr runoff
1.26 ft3lsec
Post -development 1-yr, 24-hr runoff
9.48 ft3lsec
Pre/Post 1-yr, 24-hr peak control
8.22 ft3lsec
Storage Volume
Design volume (WQV) 18,886.00 ft'
Adjusted water quality volume (WQVAdi) 14,164.50 ft' OK
Volume contained in the sedimentation basin and on top of the sand filter 16,192.00
Maximum head on the sedimentation basin and sand filter (hMa.Rfter) 2.00 ft OK
Average head on the sedimentation basin and sand filter (hA) 1.00 ft OK
Runoff Coefficient (Rv) 0.94 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
If this is an open sand filter: The clearance between the bottom of the sand >4.5 ft
filter and the SHWT (dsHwT)
Closedlpre-cast sand filter? N Y or N
If this is a closed sand filter: The clearance between the bottom of the sand ft
filter and the SHWT (dsr+wT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (d$pace)
Form SW401-Sand Filter-Rev.3 Paris I and 11. Project Design Summary, Page 1 of 3

Sedimentation Basin
Permit Number -Z L— OU04—' f ky.-
(to be provided by Dw• '
Surface area of sedimentation basin (As) 5,544.001ft 2
Sand Filter
Surface area of sand filter (AF)
2,56iod ft,
Depth of the sand media filter bed (dp)
1.50 ft
Coefficient of permeability for the sand filter (k) 3.50 (fUday)
--' Time to drain the sand filter (t) 40.00 hours
Time to drain the sand filter (t) 1.67 days
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y or N
Is an off-line flow -splitting device used?
V
Y of N
Does volume in excess of the design volume flow evenly distributed through a v ,
Y
Y or N
vegetated filter?
-Z
What is the length of the vegetated filter?
KOO ft
Does the design use a level spreader to evenly distribute flow?
Y or N
'LLY
Is the BIVIP located at least 30ftfrom surface waters (50ft if SA waters)?
or N
Is the BMP located at least 1 00ft from water supply wells?
YorN
Are the vegetated side slopes equal to or less than 3:1
V..
;..:
Y or N
Is the BUIP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
W,
YorN
What is the width of the sedimentation chamber/forebay (VVS,d)?
--5-5."00ft
What is the depth of sand over the outlet pipe?
. :. . . .-
A1-.00ft
Figure 1: Open Sand Filter
I
ILI Sittl Sail; stm�:oilably: kigli-
. .................... : .............
e
b"L(IrtPike.
OK. Meets minimum, but may need to be increased to
contain the required volume if error under Storage
Volume section.
OK. Meets minimum, but may need to be increased to
contain the required volume if error under Storage
Volume section.
OK. Submit drainage calculations.
OK
OK
OK
OK
OK
OK
OK
Insufficient ROW location
OK
OK
Form SVV401-Sand Filter-Rev.3 Parts I and H. Project Deskgn Summary, Page 2 of 3

Figure 2: Closed Sand Filter
Permit NLim ber.%-2-°-�" w o w av
(fo be provided by DWQ)
�Velr y
Flow
r ,
e�
,
C:on>=i'etc {or olleze'
,ctn,chsral watcr"ia1), ".
dn-Sitil,`ioil.
Se'asa,iably ieeli''
\Ymer Table
tl at C1' '
Cellacled.'' "
®ram
i:^°"�^''• apa:�y�;pp
y' JL.
a
RIN
E
�,SHWT
... .,. -'..................
kfall i,tatin❑ Smid kilicr Cliau,bci
�tT'icmry scd'vnrlus; : (Trapped SaGifs) .
'j`resa'
Form SW401-Sand Filter-Rev.3 Parts I and II. Project Design Summary, Page 3 of 3

Permit No. GtA.* Wel�Wa
(to be provided by D Wu)
Please indicate the page or plan sheet numbers where the supporting documentation can be found, An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. if the applicant has designated an agent, the
agent may initial below, If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CG001 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CC? m CG502 2. Plan details (1" = 50' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
C-V CG502 3. Section view of the sand filter 0" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media
- Connection between the sedimentation chamber and the sand filter chamber,
- SHWT level(s)
Outlet pipe, and
Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable)
rates ATTACHED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in'the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
CQ3 ATTACHED 5. Supporting calculations (including drainage calculations)
Cg,3 ATTACHED 6. Signed and notarized operation and maintenance (0&M) agreement
NIA 7. A copy of the deed restrictions (if required).
Form SW401-Sant! Filter-Rev.3 Part III, Page 1 of 1

Permit
(to be provided by DWQ)
;�
III' REQUIRI=Q ITEMSCHECKLIST ..r.rw
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CGO01 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber
Maintenance access,
Flow splitting device,
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
C CG502 2. Plan details (1" = 50' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber
- Maintenance access,
Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
Boundaries of drainage easement.
C21 CG502 3. Section view of the sand filter (V = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
Depth of sand filter media
Connection between the sedimentation chamber and the sand filter chamber,
SHWT level(s)
Outlet pipe, and
Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable)
cab ATTACHED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
CQ3 ATTACHED 5. Supporting calculations (including drainage calculations)
r,z�i ATTACHED 6. Signed and notarized operation and maintenance (0&M) agreement
NIA 7. A copy of the deed restrictions (if required).
Form SW401-Sand Filter-Rev,3 Part Ipl, Page 1 of 1

Permit Number: .5, W Y0 �U 9 q �,
(to be provided by DWQ)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity of
structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the
sand filter.
- Once a year, sand media will be skimmed.
The sand filter media will be replaced whenever it fails to function properly after
vacuuming.
The sand filter will be inspected quarterly and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and
maintenance will be kept in a known set Iocation and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is resent.
Remove the trash/debris.
The adjacent pavement
Sediment is present on the
Sweep or vacuum the sediment as
(if applicable)
pavementsurface.
soon as possible.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
sand filter
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximatel six inches.
The flow diversion
The structure is clogged.
Unclog the conveyance and dispose
structure
of any sediment off -site.
The structure is damaged.
Make any necessary repairs or
replace if damage is 'too large for
repair -
The pretreatment area
Sediment has accumulated to
Search for the source of the
a depth of greater than six
sediment and remedy the problem if
inches.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
- -- - -
hand. If a pesticide is used, wipe it
'
on the 21ants rather than spraying.
i-lj,. ( C '1 )i!I!„
Form SW401-Sand Filter 0c".M-Rev.3 I Page I of 3

6MP element:
Potentialproblem:
How I will remediate theproblem:
The filter bed and
Water is ponding on the
Check to see if the collector system
underdrain collection
surface for more than 24
is clogged and flush if necessary. If
system
hours after a storm.
water still ponds, remove the top
few inches of filter bed media and
replace. If water still ponds, then
consult an expert.
The outflow spillway
Shrubs or trees have started
Remove shrubs and trees
and pipe
to grow on the embankment.
immediately.
The outflow pipe is clogged.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
The outflow pipe is dania ed.
Repair or re lace the pipe.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 91.9-
outlet.
733-1786.
Form SW'101-Sand Filter O&M-Rev.3 Page 2 of 3

i
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:CALA and Fire Trainer: Interim Facilities
BMP drainage area number:I (CALA Site)
Print name:Carl H. Baker, P.E.
Title. -Deputy Public Works Officer _
Address: Building 1005 Michael Road, MCB Camp Leieune, NC, 28547 _
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president:
a Notary Public for the State of
County of /�k)�,� j , do hereby certify that
? personally appeared before me this
day ofrn,a=,> and acknowledge the due execution of the
forgoing sand filter maintenance requirements. Witness my hand and official seal,
`,'���IIetI Iili..i
COUP ti�`�
......ItO"
SEAL
My commission expires
Form SW40I-Sand Filter O&M-Rev.3 Page 3 Of

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEETjI
Project name
Contact name
Phone number
Date
Drainage area number
CALA and Fire Trainer. interim Facilities
Randy Scot
910-449-5401
September 16, 2008
1 - CALA Site
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter and Dry Detention
Drawdown flow from the BMP 4.27 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
ft 2
Impervious surface area
ftz
Percent impervious
%
Rational C coefficient
Peak flow from the 1 inihr storm
cfs
Time of concentration
min
Rainfall intensity, 10-yr storm
Whir
Peak flow from the 10-yr storm
cfs
Where Does the Level Spreader Discharge?
To a grassed bioretentlon cell? N (Y or N)
To a mulched biorelention cell? N (Y or N)
To a wetland? N - (Y or N)
To a filter strip or riparian buffer? N (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
0.00
ft
Width of dense ground cover
0.00
ft
Width of wooded vegetation
0.00
ft
Total width
0,00
ft
Elevation at downslope base of level lip
0,00
fmsl
Elevation at top of bank of the receiving water
0,00
fmsl
Stope (from tevel lip to to top of bank)
#DIViO!
%
Are any draws present?
N
(Y or NJ
Level Spreader Design
Forebay surface area
soft
Feet of level lip needed per cfs
#DIV10!
ft/cfs
Answer "Y" to one of the following:
Length based on the 1 inthr storm?
N
(Y or N)
Length based on the 10-yr storm?
Y
(Y or N)
Length based on the Bi discharge rate?
N
(Y or N)
Design flow
1.94
cfs
Is a bypass device provided?
N
(Y or N)
Do no! complete this section of the worksheet.
Do nol complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the wcrksheet.
Do nol complete this section of the wcrksheet.
Do not complete this secton of the worksheet.
Do not complete this section of the worksheet,
Do not complete this seclion of the worksheet.
OK _
Noforebayis needed.
A bypass device is not needed.
#Divio!
Form Sw401-Level Spreader, Filter Strip, Restored Riparian Buffer•Rev,5 Parts I. and If. Design Summary, page 1 of 2

Length of the 4evel lip 22.00 ft #VALUE.'
Are level spreaders in series? IN (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Y
Peak velocity in the channel during the 10-yr storm
Channel lining material
t •--
M
(Y or N)
Do not complete this sectior of the worksheet.
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet
ft
Do not completo this section of the worksheet
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
cfs
Co not complete this section of the worksheet.
i B i
Do not complete this section of the worksheet
Form SW401-Level Spreader, Filter Strip, Restored Riparian Huffer-Rev.5 Parts I, and it. Design Summary, page 2 of 2

Please indicate the page or plan sheet numbers where the supporting documentation can be found. -An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
Ca 'S CG001 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
C a-13_ CG504 2. Plan details (V = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
CCr 3 CG504 3 Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. A date -stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
Ste_ CG504 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
Cat 3 Attached 6. The supporting calculations.
Attached 7. A copy of the signed and notarized operation and maintenance (OEM) agreement.
N/A 8. A copy of the deed restrictions (if required).
1 Y. -
;;
� a
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

Permit Number:
(to be provided by DJYQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Inunediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential roblem:
How 1 will remediate theproblem:
The entire filter strip
Trash/debris is present.
Remove the trash/debris.
system
The flow sputter device i
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page I of 3

BMP element:
The Swale and the IeveI
Iip
The bypass channel
The filter strip
The receiving water
Potential problem:
The swale is clogged with
sediment.
The level lip is cracked,
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
end of the level spreader that
shows stormwater has
bypassed it.
Trees or shrubs have begun
to grow on the swale or just
downslo e of the level lip.
Areas of bare soil and/or
erosive gullies have formed.
Turf reinforcement is
damaged or ripap is rolling
downhill.
Grass is too short or too long
if applicable).
Areas of bare soil and/or
erosive gullies have formed.
Sediment is building up on
the filter strip.
Plants are desiccated.
Plants are dead, diseased or
dying.
Nuisance vegetation is
choking out desirable species
Erosion or other signs of
damage have occurred at the
outlet.
How L will remediate the problem:
Remove the sediment and dispose
of it off -site.
Repair or replace lip.
Regrade the soil to create a berm
that is higher than the level Lip, and
then plant a ground -cover and
water until it is established. Provide
lime and a one-time fertilizer
application.
Remove them.
Regrade the soil if necessary to
remove the gully, and then
reestablish proper erosion control.
Study the site to see if a larger
bypass channel is needed (enlarge if
necessary). After this, reestablish
the erosion control material.
Maintain grass at a height of
yproximately three to six inches.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Remove the sediment and
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application. _
Provide additional irrigation and
fertilizer as needed.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Remove vegetation by hand if
possible. If pesticide is used, do not
allow it to get into the receiving
water.
Contact the NC Division of Water
Quality local Regional Office, or the
401 Oversight Unit at 919-733-1786.
i
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer Q&M:Rev-3— - = Page 2 of 3

6� Y� � �`) ' ,
Permit Number: ��
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:CALA and Fire Trainer: Interim Facilities
BMP drainage area number: I (CALA Situ_
Print name:Carl H. Baker P.E.
Titic:.Deputy Public Works Officer
Address: Building 1005 Michael Road, MCB Catmp Lejeune, NC, 28547
Pho
Sigr
Date: V 7�2�—O
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold acid a resident of the subdivision has been named the president.
a Notary Public for the State of
&k&j 1�q,-Z1 L AJr4 , County of do hereby certify that
(?'glez- iX2 personally appeared before me this }�
day of — , 2�,' and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires - --- == - -
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

State Stormwater Management Systems
Permit No. SW8 080945
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
Commanding General USMC Base Camp Lejeune- Attention. Carl Baker
MCAS Marine Corps. CALA New River
Perimeter St. Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 1 Sand filter(s) in compliance with the
provisions of Session Law 2006-246 and 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 November 6, 2018, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 159,895 square feet of
impervious area.
3. This sand filter with a basin must be operated with a 50' vegetated filter.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
on page 3 of this permit, and as shown on the approved plans. The built -upon
area for the future development is limited to 0 square feet.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
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.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080945
7
8
The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
The following design criteria have been permitted for the sand filter and must be
provided and maintained at design condition:
a.
Drainage Area, 9cres:
160,895
Onsite, ft :
160,895
Offsite, ft':
0
b.
Total Impervious Surfaces, ft2:
159,895
Onsite, ft :
159,895
Offsite, ft2:
0
C.
Design Storm, inches:
1.5
d.
Design volume (ft3):
18,886
e.
Max. head (ft)
2
f.
Avg. head (ft)
1
g.
Runoff coefficient (ft2:
0.94
h.
Width of forebay (ft.)-
55
i.
Surface area of sediment basin (ft):
5,544
j.
Surface Area of sand filter (ft)
2,552
k.
Depth of the sand media (ft)
1.5
1.
Storage Volume top of sand filter (ft3 ):
16,192
M.
Predevelopment 1 yr 24 hr peak flow, cfs:
1.26
n.
Drainage basin area (Acres) max. 5
3.67
o.
Post -development 1 yr 24 hr peak flow, cfs:
9.48
P.
Type of Sand filter (open?):
Y
q.
Does excess vol. Bypass sand filter?
Y
r.
Off line splitting device used?
Y
S.
2 ft seperation
Y
t.
Vegetate filter length (ft)
90ft
U.
Expected sand permeability, ft/day:
3.50
V.
Time to Draw Down, (hours):
40
W.
Receiving Stream/River Basin:
White Oak/New River
X.
Stream Index Number:
19-(1)
Y.
Classification of Water Body:
"SC"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. 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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080945
6. 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. 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.
5. 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.
6. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
7. 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.
8. 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.
9. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080945
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event -that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the. North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 21-1.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080945
Permit issued this the 6th day of November 2008.
NORTH CARWNA ENVIRONMENTAL MANAGEMENT COMMISSION
for yoieen m7 zpmins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080945
MCAS Marine Corps CALA New River
Stormwater Permit No. SW8 080945
Onslow County
Designer's Certification
1, , 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 7of8

State Stormwater Management Systems
Permit No. SW8 080945
Certification Requirements:
1. The drainage area to the system contains approximately -the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Planning Department
Page 8 of 8

DWQ USE ONLY
Date Received Fee Paid Permit Number
1D4),Vc) % 0 SktjF0
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer, Marine Corps Base, Camp Lejeune _
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl H. Baker, P.E., Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Building 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:carl.h.bake 0usmc.mil
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
CALA: Interim Facilities
5. Location of Project (street address):
Perimeter Street
City:Camp Lejeune _ I_ County:Onslow Zip:28542
6. Directions to project (from nearest major intersection):
East on Douglas Rd. from Rt. 17. Turn right on Canal Street. Turn left on Perimeter Street.
7. Latitude:34° 42' 296" N Longitude:77° 27' 065" W of project
8. Contact person who can answer questions about the project:
Name:Randy Scott _ Telephone Number: (910 ) 449-5401
Email:[e-mail]
IL PERMIT INFORMATION:
OCT 0 9 7n.n,8
1-. - Specify whether project is (check one): ®New ❑Renewal []Modification
LBY:
Form SWU-101 Version 03.27.08 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 number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP []Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
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.
CALA (Drainage Area 1): The expansion of the runway area to the southwest will require a_valley gutter at the
edge of the pavement. The valley gutter with catch basins will collect runoff from both new and existing
pavement and discharge to a sand filter and dry detention pond. This project is High Density._.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 3.69 acres
4. Total Wetlands Area: N/A acres
5. 100' Wide Strip of Wetland Area: N/A _acres (not applicable if no wetlands exist on site)
6. Total Project Area**:3.69 acres 7. Project Built Upon Area:100 %
8. How many drainage areas does the project have?1
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.
For hieh density proiects, complete the table with one drainage area for each enizineered stormwater device.
.Basiri Infoimation'
Drainage Areal `:.
Drainage Area 2
Receiving Stream Name
New River
Stream Class & Index No.
SC
Total Drainage Area (so
160,895
On -site Drainage Area (sf)
160,895
Off -site Drainage Area (so
0
Existing Impervious* Area (sf)
110,118
Proposed Impervious*Area (so
49,777
% Impervious* Area (total)
99
Im ei ions* Surface Area
p
Drainage Area 1.
Drainage Area 2 r
On -site Buildings (so
On -site Streets (sf)
On -site Parking (so
On -site Sidewalks (so
Other on -site (sf)
159,895
Off -site (sf)
Total (sf):
159,895
f ()r^Y 11 IY nnnn I
* Impervious area is defined as the built upon area including, but not limited to, buildings,'roads, pinking areas,
sidewalks, gravel areas, etc. BY:
Form SWU-101 Version 03.27.08 Page 2 of 4

**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
10. How was the off -site impervious area listed above derived?N/A
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. Forms can be
downloaded from http:/Zh2o.enr.state.nc.us/sufbmp forms.htm - deed restrictions.
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. Forms can be downloaded from http://l12o.enr.state.nc.uslsu/bmp_ forins.htm.
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
Form SW401-Permeable Pavement
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/Fitter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
RE71VOC
BY:
Form SWU-101 Version 03.27.08 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 http:/fh2o.enr.state.nc.tis/stl/msi mans.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
C 2 ^3
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
_ Ca -cS
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP _
CA-0:5
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
C4/3
• Calculations & detailed narrative description of stormwater treatment/management
Ca �s
• Copy of any applicable soils report
Caeg
• Two copies of plans and specifications (sealed, signed & dated), including:
rr3
- 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. (ex. designing engineer or firm)
Designated agent (individual or firm):C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: [phone] Fax: (757 ) 925-7434
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Carl Baker, Deputit Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the requi.red deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NC AC 2H _104n A -
Form SWU-101 Version 03.27.08
RF -NTED
Date:
V k, I v v LUUV
Page 44 o t&
9 as

State of North Carolina
Departmnt of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review: Sand Filter
Reviewer must fill out Tab "I & II - Design Info" to get this sheet to work properly.
Project Information
Project name
MCAS Marine Corps CALA New River
Contact name
C. Allan Bamforth, P.E.
Phone number
757 627-7079
Drainage area number
t
Reviewer
Malcolm Boney
Desi n Variable Variable Equation T Value Units
Volume to Treat
Volume to Treat, Reported
WQVReported I
-
t8,886
ft
Volume to Treat, Required IWQVSchueler
I
=3,630'RD'Rv'AT0e1
18,872
ft
-Adequate design volume used?
yes
Volume to Treat, Adjusted
WQVAdi
14,154
ft
Drainage area
ATaral
160,895
ft
Drainage area
ATora,
3.67
acres
Impervious area
A,mp
159,895
ft
Percent Impervious
IA
=AimplAratai
0,99
(unitless)
Design Storm
R❑
1,5
in
Runoff Coefficient
Rv
=.05+•9(tA)
0.94
(unitless)
Head on the Sedimentation Basin and Sand Filter, See Table 1 Below
Surface area total (sedimentation basin+sand filter),
Reported
AS+AF
8096
tt2
Maximum head on the sedimentation basin and sand
filter
hMaxF6ler
=WQVSchueler/(AS+AF)
1.75
ft
Average head on the sedimentation basin and sand filter
hA
=hMaxFiner12
0.87
ft
Sand Filter Design
Coefficient of permeability of sand filter bed. Reported
ikReporled
3.5
fUday
Coefficient of permeability of sand filter bed, Typical
IkTyp;�,
3.5
fUday
Was a typical permeability of the sand filter used? (It doesn't have to be exactly this number, but must make sense.
yes
Table 1: Max Filter Depths and Minimum Surface Area Combinations
hMa Ftser
(ft)
As+AF
(ft)
WQVAdj
(it')
2.0
7,077
14,154
2.2
6,434
14,154
2.4
5,898
14,154
2.6
5,444
14,154
2,8
5,055
14,154
3.0
4,718
14,154
3.2
4,423
14,154
3.4
4,163
14,154
3.6
3,932
14,154
3.8
3.725
14,154
4.0
3.539
14,154
4.2
3,370
14,154
4.4
3.217
14,154
4.6
3,077
14,154
4.8
2,949
14,154
5.0
2,831
14,154
5.2
2,722
14,154
5.4
2,621
14 154
5.6
2,528
14,154
5.8
2,440
14,154
6.0
2,359
14,154
It

Permit Number:
(to be provided by DWQ)
of w"TER
Ah v
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section lll) and the l8M Agreement (Section IV)
I: PlIWAINFORMATION ;
Project name SW8 080945 WAS CALA Facilities
Contact name
Phone number
Date
Drainage area number
Cad Baker
910-451-2213
November 6, 2008
III:, DESIGNjIN.FORMATION
Site Characteristics
Drainage area (AD)
160,895 ftZ OK
Impervious area
159,895It2
% Impervious (IA)
99.4%%
Design rainfall depth
1.5 in
Peak Flow Calculations
Does this project require prelpost control of the 1-yr 24-hr peak flow?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
PrelPost 1-yr, 24-hr peak control
Storage Volume
Design volume
Adjusted water quality volume (WQVAdi)
Volume contained in the sedimentation basin and on top of the sand filter
Maximum head on the sedimentation basin and sand filter (hMaxril,)
Average head on the sedimentation basin and sand filter (hA)
Runoff Coefficient (Rv)
Type of Sand Filter
Open sand filter?
If this is an open sand filter: The clearance between the bottom of the sand
filter and the SHWT (dSHwT)
Closedipre-cast sand filter?
If this is a closed sand filter: The clearance between the bottom of the sand
filter and the SHWT (dsH vr)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dsa,)
YorN
in
inlhr
ft3lsec
ft3lsec
ft3lsec
18,886 ft3
14,165 ft3
OK
16,192
2ft OK
1-ft
0.94 (unitless)
Y YorN
4.5 ft
N YorN
Form SW401-Sand Filter-Rev.1 Parts I and II. Project Design Summary, Page 1 of 3

Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sand Filter
Surface area of sand filter (AF)
Depth of the sand media filter bed (dr)
Coefficient of permeability for the sand filter (k)
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow -splitting device used?
Does volume in excess of the design volume now evenly distributed through a
vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the 8MP located at least 30ft from surface waters (50ft if SA waters)?
Is the 8MP localed at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chambedforebay (Ws,,d)?
What is the depth of sand over the outlet pipe?
Figure 1: Open Sand Filter
Sedintentatioa
C'blud�et•
�OI' F01'eba�"�
Flow
III -Situ Soil; SeasonnblkHiatt WaterT-nble
5,544 ft2 OK
2,552 ff2 OK
1.5 ft
3.5 (f /day)
40 hours OK
1.67 days
Y
YorN
Y
YorN
OK
Y
YorN
90 It
Y
YorN
Y
YorN
Y
YorN
Y
Y or N
OK
n!a
Y or N
Insufficient ROW location.
551t
OK
1ft
OK
Srutd Filler
Cha�her
0titlet tripe
(ts wr
Form SW401-Sand Filler-Rev.1
Parts I and II. Project Design Summary, Page 2 or 3

Figure 2: Closed Sand Filter
Permit Number:
(to be provided by DWQ)
Flow
fh•er land
Flow
Conclete (Or Other
shuehUal matuill)
ltt•Sih] Soil'
Seacoaabh- High
Water Tablc
Water
C'olkcted
Se+linractatiou Clranrber (Ft�ebay)
(Hravy sedimaus.
Orguucs. Debns)
..........
Covcr Ch atc.v
Sand
! Outict Yipc
.............., [1
. • • 5pnce
(IPipe
:CIF
t
r., ............................ .
t+ tt (6wr
i
"V­J .
Saud Filter Chmubcr
(Trapped Solids)
Form SW401-Sand Fllter•Rev,I Parts I and II. Project Design Summary, Page 3 of 3

s w g n T01Y5
AGA`
North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
For DENR Use ONLY
Reviewer: 01ci ne`{
Submit: iQiaL08
Time: _10
Confirm: �-"Ca
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinitV map (same -items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a.ncmaii.net�
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(e?_ncmail.net
• Mooresville 8 -Patrick Grogan 704-663-3772 or patrick.grogan(ftcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison aowmail.net
• Wilmington Region -Janet Russell 910-350-2004 o►ianetrussell(fncmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day. R E C E I V E
Project Name: GALA AND FIRE TRAINER: INTERIM FACILITIES J County: ONSLOW
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP LEJEUNE SER 15 ,'_00$
Address: 1005 MICHAEL RDCity: CAMP LEJEUNE, State: NC Zip: 28547
Phone:[phone] Fax:[phone] Email: cad.h.baker(c-usmc.mil DWQ
Project Drains into NEW RIVER waters - Water classification SC, NSW (for classification see- PROJ #
hftp:/Ih2o.enr.state.nc.us/bimstreports/reportsWB.htm1,)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or
within 1 mile and draining to class HQW waters? N
Engineer/Consultant: C. ALLAN BAMFORTH, P.E., L.S Company: C. ALLAN BAMFORTH, JR.
Address: 2207 HAMPTON BOULEVARD City: NORFOLK, State: VA Zip: 23517
Phone: [phone] Fax::[phone] Email: [e-mail]
(Check all that apply) �0
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls - Please attach TOPO map marking the areas in questions
® State Stormwater ® General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond — # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems El High Dens ity-Sto rmwater Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION ❑ REVISIONS SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
r ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
F4 Land Quality ® Erosion and Sedimentation Control Plan with 4,81 acres to be disturbed.(CK # k (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: (Check #
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance : ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
DATES
Fee
CAMA
Variance ❑ Ma ; Min
$
SIN ❑ HD, ElLD, ElGen
AFee.SUBMITTAL
401.
$
LQS
Stream Deter,_
$
NCDENR EXPRESS January 2008 - ip t C6 i-v K_ `o' " tl 0 ^ `^ 3C)

CALA and t W6 Trainer Interim Facilities
Subject: CALA and Fire Trainer Interim Facilities
From: "Gregory L. Herron" <g1h a bamforth.com>
Date: Mon, 15 Sep 2008 16:41:00 -0400
To: <[e-mail]>
CC: "Anna Ice Bamforth" <alb a bamforth.com>
Janet,
Please find attached our request for an express review for E & S and Stormwater for the
CALA and Fire Trainer: Interim Facilities, New River, Camp Lejeune.
will forward a pdf of the plans when they are available.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
E G E I V ED
SE. 15 �01A _�
P r' . J 4,
Content -Description: VICINITY MAP.doc
� E
VICINITY MAP.doc I Content -Type: application/in sword
Content -Encoding: base64
I
Content -Description: RI -QUEST FOR EXPRESS_082608.doc
REQUEST FOR EXPRESS_082608.doc Content -Type: application/msword
Content -Encoding: base64
Content -Description: Form_SWMApplication_Rev2_rev082708.doc i
Form_SWMApplication_Rev2_rev082708.doe Content -Type: application/msword
Content -Encoding: base64
1 of 1 9/15/2008 5:29 PM

DWQ USE ONLY
Date Received I-ee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopier) for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer, Marine Corps Base, Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl H. Baker, I'.E., Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Building "1005 Michael Road
City:MCB Camp Lejeune _ State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Lmail:[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.):
CALA and Fire'I'rainer: Interim Facilities
5. Location of Project (street address):
Perimeter Street
City:Camp Lejeune County:Onslow Zip:28542
6. Directions to project (from nearest major intersection):
East on Douglas Rd. from Rt. 17. `turn right on Canal Street. Turn left on Perimeter Street.
7. Latitude:34° 42' 54" N Longitude:77° 26' 94" W of project
8. Contact person who can answer questions about the project:
Name:Randy Scott _ _ _ Telephone Number: (910 �) 449-5401 _
I'-mail:[e-mail][ ^
1101F:19t ►]7�/:`1I 630;
"I. Specify whether project is (check one): ®New ❑Renewal ❑Mod,E1V0
ra�tionC E
n �
SEP 15 2008
Fonn SWU-101 Version 03.27.08 Pagel ol`4
DWO
PROD #

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
®Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP []Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/ l,rosion Control 0404/401 Permit ❑NPDES Stormwater
IIl. 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.
CALA (Drainage Area']): The expansion of the runway area to the southwest will require a valley nutter at the
edge of the pavement. The valley gutter with catch basins will collect runoff from both new and existing
pavement and discharge to an sand filter and dry detention pond. 'I'he runoff area collected exceeds the area of
new pavement. This project is High Density.
Fire Trainer (Drainage Area 2). This project includes a gravel drive. Grass swates will collect the runoff from the
entire gravel drive and discharge into a vegetated filter strip. This site is considered Low Density,
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 8.37 acres 4. Total Wetlands Area: N/A _ _ _ _ acres
5. 100' Wide Strip of Wetland Area: N/A acres (not applicable if no wetlands exist on site)
6. 'Total Project Area**:8.37 acres 7. Project Built Upon Area:100 CALA/23 Fire
8. I -[ow many drainage areas does the project have?2
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.
For hieh density oroiects, complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
New River
New River
Stream Class & Index No.
SC
Sc
Total Drainage Area (sf)
160,895
204,009
On -site Drainage Area (so
160,895
204,009
Off -site Drainage Area (so
0
0
Ixisting Impervious* Area (so
110,118
0
Proposed Impervious*Area (so
49,777
47,053
Impervious* Area (total)
99
23
Impervious` Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
159,895
47,053
Off -site (so
Total (so:
159,895
47,053
Form SWU-101 Version 03.27.08 Page 2 of

Impervious area is defined as fire built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of zvetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BLIA).
10. How was the off -site impervious area listed above derived
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. Forms can be
downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm -deed restrictions.
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. Forms can be downloaded from http://h2o.enr.state.ne.us/sutbmp forms.htm.
Form SW401-1-ow Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration'rrench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
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
Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 Page 3 of

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 littp://h2o.enr.state,nc.us/su/msi ma s.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above) .
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for 1.13)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two 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)
VIL 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. (ex. designing engineer or firm)
Designated agent (individual or firm):C. Allan Bamforth,_Ir., Engineer -Surveyor, Ltd.
Mailing Address:2207 I-fampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: (757 ) 627-7079
EmaiLaWbamforth.com
VIII. APPLICANT'S CERTIFICATION
Fax: (757_ _) 925-7434
1, (print or type rtante of person listed in General Information, item 2) Carl Baker, DeputJ Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2I-1 .1000.
Signature: Date:
Form SWU-101 Version 03,27.08 Page 4 of

CALA & 11ire'rrainer Site
Subject: CALA & Fire Trainer Site
From: Janet Russell <Janet.RusseII a ncmaii.net>
Date: Mon, 15 Sep 2008 17:46:11 -0400
To: "Gregory L. Herron" <glh a bamforth.com>
BCC: Towler GS05 David W <david.towler a usmc.mil>
Greg, we are in receipt of the Express Request for the above -referenced project.
However, we didn't receive a stormwater narrative or vicinity map that could
physically get us to the site. Please send us a little more information and the site
plan pdf as soon as it's available. A guidance for the stormwater narrative is
attached for your information.
Thanks,
Janet
Content -Tyne: application/msword'
1SW Narrative.doc �
Content -Encoding: base64
of 1 9/15/2008 5:49 PM

r.�
CALA and Fire Trainer: Interim Facilities
Marine Corps Air Station
Camp Lejeune, New River, North Carolina
Stormwater Management
General Permit
E C E 1 11 E D
SEP 16 2008
DVV Q
PROD #
"Phis project is composed of two individual sites (CALA and Fire Trainer) located within the
vicinity of the existing runway at the Marine Corps Air Station, New River, NC. The proposed
construction sites are independent of each other and are separated by portions of the existing
runway as well as buildings and roadways.
The work includes relocation of a fire Fighting mock-up airplane from the end of Runway
05 to the end of Runway 01; removal of existing propane tanks; expansion of the concrete
parking apron; removal and relocation of taxiway lights; and incidental related work. Included in
the site work are grading, stormwater management and lighting.
The total drainage area is 8.37 acres.
The receiving stream for this project is Southwest Creek in the White Oak Basin, Stream Class
C.
existing Conditions
Trainer Site:
The fire fighting training facility is located along the west side of the runway perimeter road at
the south end of the runway that is oriented from the north to the south. This site is a generally
level open grass covered site.
The project is 4.68 acres and the disturbed area is 1.12 acres! The site includes 1.08 acres of a
gravel drive. The drainage area has 23% impervious area and is low density. The entire drive
drains to a vegetated filter strip designed according to the Morth Carolina Division of Winter
Quality, Stormwater Best Management Practices 11anual, .hdy 2007. This will reduce the time
of concentration from the flow leaving the gravel drive and also reduce pollutants. Grassed
swales will be constructed along the new gravel pavement to direct the stormwater to the filter
strip. A level spreader is also provided to diffuse the flow. The fire water will be directed to a
stone area located within the center of the drive.
--�j CALA Site:
The CALA site is 3.69 acres and is located along the north side of the runway perimeter road at
the south end of the runway that is oriented from the northeast to the southwest. The drainage
area has 99% impervious cover. The west portion of the proposed pavement expansion area has
elevations approximately 4 feet to I foot below the adjacent finish grade elevations of the
ple,
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existing drainage concrete pavements. Additionally, the western portion of the site contains an
existing ditch, which is within the limits of the proposed retaining wall. The width of the ditch
ranges from 2 to 4 feet and 4 to 5 feet.
1A LN'
The project includes an addition to the existing runway. A portion of the new pavement along
with some of the existing pavement drains to the BMP. The proposed BMP is a sand filter that
drains into a dry detention basin designed according to the North Carolina Division of Water
Quality, Stormivaler Best Management Practices Manual, July 2007, that will handle both the:
quality and quantity volumes. A storm piping system will be constructed along the new
pavement to direct the stormwater to the new BMP and also provide a bypass system for the
filter into the pond. Energy dissipaters will be installed in the outlet structure and a level
spreader will be provided for the discharged water. The basin is located to the southwest of the
site. The amount ol'existing impervious area draining to the new BMP is greater than the
amount of new impervious area bypassing the BMP. The bypassed area drains to an existing
ditch.
ssn .

Cr r«, , 11 Tj, q 3:
0S2 t Y3e9V

CALA AND FIRE TRAINER, INTERIM FACILITIES
MCAS
NEW RIVER, NORTH CAROLINA
VICINITY MAP
DECEIVED
SEP 15 20-08
DWa
PROD #

about:blank
September 18, 2008
Mr. Bamforth:
Since speaking with you on the telephone, I have had another discussion with Linda Lewis about your
project(s). Linda believes that this is 2 projects, not one - as far as stormwater permitting goes. Please
send me the pdf site plans for each area. Please confer with Linda ([e-mail]) and let me
know how you want me to proceed. As stated, I will be glad to schedule a "scoping" meeting here at the
office where a discussion, question/answer time can occur.
Thanks,
Janet Russell
Express Coordinator
1 of] 9/18/2008 5:29 PM

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Re: CALA-and Trainer review meeting
Subject: Re: GALA and Trainer review meeting
From: Janet Russell <Janet.Russet l a ncmai1.net>
Date: Mon, 29 Sep 2008 17:40:13 -0400
To: "Gregory L. Herron" <glh a bamforth.com>, 'fowler GS05 David W <[e-mail]>
Greg, you are confirmed to meet with Malcolm Boney to submit your stormwater
application package for 2 projects (CALA & Fire Trainer) on October 9th at 10:00 AM.
The meeting will be here in the regional office. David Towler with the Base is being
copied on this email. Do you also want to meet with Erosion Control that same day?
If so, I will proceed with arranging that. Let me know. Some items on the submittal
requirements maybe of help. It is attached.
Janet
Gregory L. Herron wrote:
We would like 10:00am on the 9th, please confirm.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]] Sent: Monday, September 29,
2008 4:30 PM
To: Gregory L. Herron
Subject: Re: CALA and Trainer review meeting
Greg: We have 9:00, 10:00 or 11:00 available on the 9th of October. Which do
you want?
Janet
Gregory L. Herron wrote:
Janet,
We would like to schedule the review meeting on Thursday, 10/9/08 if that can
be done.
Zf this date does not work, please forward possible alternative dates.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
]Submittal Requirements 2.doc Content -Type: application/msword
i of 9/29/2008 5:40 PM

RE: 'CALA and Trainer review meeting
Subject: RE: CALA and Traincr review meeting
From: "'Fowler CIV David W" <david.towler a usmc.mi>
Date: 'I'ue, 30 Sep 2008 07,38,50 -0400
To: "Janet Russell" <Janet.Russel l a ncmail.net>, "Gregory L. Herron" <[e-mail]>
All,
October 9, at 10:00 AM is good for me, I'll be there.
V/r,
David W. Towler, ET
Marine Corps Base, Camp Lejeune
Civil Engineer
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3284
-----Original Message -----
From: Janet Russell (mailto:[e-mail]]
Sent: Monday, September 29, 2008 17:40
To: Gregory L. Herron; Towler CIV David W
Subject: Re: CALA and Trainer review meeting
Greg, you are confirmed to meet with Malcolm Boney to submit your stormwater
application package for 2 projects (CALA & Fire Trainer) on October 9th at
10:00 AM. The meeting will be here in the regional office. David Towler
with the 13ase is being copied on this email. Do you also want to meet with
Erosion Control that same day? If so, I will proceed with arranging that.
Let me know. Some items on the submittal requirements may be of help. It
is attached.
Janet
Gregory L. Herron wrote:
We would like 10:00am on the 9th, please confirm.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell [mailto:[e-mail])
Sent: Monday, September 29, 2008 4:30 PM
To: Gregory L. Herron
Subject: Re: CALA and Trainer review meeting
Greg:
We have 9:CO3 10:00 or 11:00 available on the 9th of October. which
do you want?
Janet
Gregory L. Herron wrote:
I of 2 9/30/2008 3:05 PM

Rr: CALA and 'l`rainer review meeting
Subject: RE: CALA and Trainer review meeting
From: "Gregory L. Herron" <[e-mail]>
Date: `Cue, 30 Sep 2008 07:33:50 -0400
To: "Janet Russell" <Janet.Russel I@ncmai1,net>
Thanks Janet. Yes we would like to meet with Erosion Control also.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7019
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Monday, September 29, 2008 5:40 PM
To: Gregory L. Herron; Towler GS05 David W
Subject: Re: CALA and Trainer review meeting
Greg, you are confirmed to meet with Malcolm Boney to submit your
stormwater application package for 2 projects (CALA & Fire Trainer) on
October 9th at 10:C0 AM. The meeting will be here in the regional
office. David Towler with the Base is being copied on this email. Do
you also want to meet with Erosion Control that same day? If so, I will
proceed with arranging that. Let me know. Some items on the submittal
requirements may be of help. It is attached.
Janet
Gregory L. Herron wrote:
I We would lake 10:00am on the 9th, please confirm.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]
Sent: Monday, September 29, 2008 4:30 PM
To: Gregory L. Herron
Subject: Re: CALA and Trainer review meeting
Greg:
We have 9:00, 10:00 or 11:00 available on the 9th of October
do you want?
Janet
Gregory L. Herron wrote:
I Janet,
Which
1 of 2 9/30/2008 l :25 PM

about:blank
Greg, if you'll send me the Express Request and mark scoping only DWQ (I'm guessing), we will try
and accommodate you on the 9th of October (note - not the 1 Oth) for another meeting.
Also, I check with Rhonda Hall, Express Erosion Control. Rhonda can meet with you on the 9th, but
will not be able to accept your package that day because she has too many coming in that week. She will
give you a submittal date to mail in your erosion control submittal package when you come on the 9th.
Is that O.K.?
Janet
Gregory L. Herron wrote:
Janet,
We would also like to schedule a scoping meeting for another project at
Camp Lejeune
for the same day, October 10th. Is this possible?
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Monday, September 29, 2008 5:40 PM
To: Gregory I,. Herron; Towler GS05 David W
Subject: Re: CALA and Trainer review meeting
Greg, you are confirmed to meet with Malcolm Boney to submit your
stormwater application package for 2 projects (CALA & Fire Trainer) on
October 9th at 10:00 AM. The meeting will be here in the regional
office. David Towler with the Base is being copied on this email. Do
you also want to meet with Erosion Control that same day? If so, I will
proceed with arranging that. Let me know. Some items on the submittal
requirements may be of help. It is attached.
Janet
Gregory L. Herron wrote:
We would like 10:00am on the 9th, please confirm.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From; Janet Russell [mailto:[e-mail]]
I of 2 9/30/2008 5:59 PM

RE: CA1,A iind Trainer review meeting
Subject: RE: CALA and "Trainer review meeting
From: "Gregory L. Herron" <glh a bamforth.com>
Date: Wed, I Oct 2008 07:38:02 -0400
To: "Janet Russell" <[e-mail]>
Yes,
That will be OK.
I will forward the Express Request for the scoping meeting today.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627--7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]
Sent: Tuesday, September 30, 2008 6:00 PM
To: Gregory L. Herron _
Subject: Re: CALA and Trainer review meeting
Greg, if you'll send me the Express Request and mark *scoping only DWQ*
(I'm guessing), we will try and accommodate you on the 9th of October
(note - _not the 10th) _for another meeting.
Also, I checked with Rhonda Hall, Express Erosion Control. Rhonda can
meet with you on the 9th, but will -not be able to accept your package
that day because she has too many coming in that week. She will give
you a submittal date to mail in your erosion control submittal package
when you come on the 9th. Is that O.K.?
Janet
Gregory L. Herron wrote:
Janet,
We would also like to schedule a scoping meeting for another project
at Camp Lejeune
for the same day, October 10th. Is this possible?
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Monday, September 29, 2008 5:40 PM
To: Gregory L. Herron; Towler GS05 David W
Subject: Re: CALA and Trainer review meeting
Greg, you are confirmed to meet with Malcolm Boney to submit your
stormwater application package for 2 projects (CALA & Fire Trainer) on
1 of 3 10/1/2008 8:55 AM

CALA and Fire Trainer: Interim Facilities
Marine Corps Air Station
Camp Lejeune, New River, North Carolina
Stormwater Management
Stormwater Narrative
This project is located within the vicinity of existing runway at the Marine Corps Air Station,
New River, NC.
The work includes expansion of the concrete parking apron; removal and relocation of taxiway
lights; and incidental related work. Included in the site work are grading, storinwater
management and lighting.
The total drainage area is 3.69 acres.
The receiving stream for this project is Southwest Creek in the White Oak Basin, Stream
Class C.
Site Conditions
The CA LA site is 3.69 acres and is located along the north side of the runway perimeter road at
the south end of the runway that is oriented from the northeast to the southwest. The drainage
area has 99% impervious cover for a total of 3.67 acres. The project includes an addition to the
existing runway with 2.24 acres of new and proposed impervious area. The west portion of the
proposed pavement expansion area has elevations approximately 4 feet to 1 foot below the
adjacent finish grade elevations of the existing drainage concrete pavements. Additionally, the
western portion of the site contains an existing ditch, which is within the limits of the proposed
retaining wall. The width of the ditch ranges from 2 to 4 feet and 4 to 5 feet.
The proposed BMP is a sand filter that drains into a dry detention basin designed according to
the North Carolina Division of Water Quality, Stormwater Best Management Practices Manual,
July 2007. The entire CALA site, including both new pavement and existing pavement, drains to
the BMP. The new BMP will handle both the quality and quantity volumes. A storm piping
system will be constructed along the new pavement to direct the stormwater to the new BMP and
also provide a bypass system for the filter into the pond. Energy dissipaters will be installed in
the outlet structure and a level spreader will be provided for the discharged water. The basin is
located to the southwest of the site. Area that bypasses the BMP drains to an existing ditch.
7RECF
BTVED
OCT 0 9 2008
Y:

our
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
NAVFAC
work Order Number:
791876
Appropriation: MCON
CALA & Fire Trainer: Interim Facilities
At: the
Marine Corps Air Station, New River
Jacksonville, North Carolina
(P703)
PREPARED BY:
OCT 0 2008
BY:�5a_
C. Allan Bamforth, Jr.. Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, Virginia
WE Contract N40085-06-D-8007)
SPECIFICATION PREPARED BY:
Civil: Anna Lee Bamforth, P.E., L.S. Electrical: Steve Robey
Structural: Nick Sours
Date: August 25, 2008
SPECIFICATION APPROVED BY:
For Commander, NAVFAC MID -ATLANTIC:
Date:

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
07/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D 3787 (2001) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (2004) Trapezoid Tearing Strength of
Geotextiles
ASTM D 4632 (1991; R 2003) Grab Breaking Load and
Elongation of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (1993; revised 2006) Erosion and Sediment
Control Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment/Silt Fence
Dust Suppressors
Filter Fabric
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, a
minimum of 10 days prior to start of construction. The work schedule shall
SECTION 01 57 13.00 22 Page 1

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
791876
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
1.5 STATE APPROVED PLAN
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible for
any additional costs and time incurred as a result of the resubmittal of
the previously approved erosion control plan. The contractor shall
anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
PART 2 PRODUCTS
2.1 SEDIMENT/SILT FENCE
2.1.1 State Standard Sediment/Silt Fence
NCSCC ESCM Standard 6.62, sediment/silt fence (maximum height of 18 inches).
2.2 INLET PROTECTION
2.2.1 State Standard Inlet Protection
NCSCC ESCM Standard 6.51, using hardware cloth and gravel.
2.2.2 state Standard Culvert Inlet Protection
NCSCC ESCM Standard 6.55.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 41/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest
direction
C. Apparent Opening Size 40-80 (U.S. Sieve Size)
SECTION 01 57 13.OD 22 Page 2

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch.
PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment/silt fences as grading progresses.
Provide inlet and outlet protection around existing drainage structures,
and inlet and outlet protection at the ends of new drainage systems..
Stabilize graded and disturbed areas immediately after grading. Permanent
stabilization shall be provided immediately on areas that have been final
graded. Temporary seeding and mulching shall be provided on disturbed areas
as specified in the paragraph entitled "Temporary Seeding." Installation of
temporary erosion control features shall be coordinated with the
construction of permanent erosion control features to assure effective and
continuous control of erosion and sediment deposition. Remove temporary
erosion control measures at the end of construction and provide permanent
seeding.
3.2 SEDIMENT/SILT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment/silt fence
height shall be approximately 16 inches. Do not attach filter fabric to
existing trees. Secure filter fabric to the post and wire fabric using
staples, tie wire, or hog rings. Imbed the filter fabric into the ground
as indicated. Splice filter fabric at support pole using a 6 inch overlap
and securely seal.
3.3 INLET PROTECTION
Provide stakes evenly spaced around the perimeter of the inlet, a maximum of
3 feet apart. Stakes shall be driven immediately adjacent to the drainage
structure, a minimum of 18 inches into the ground. The fabric shall be
securely fastened to the outside of the stakes, with the bottom of the
fabric placed into a trench and backfilled.
3.4 CONSTRUCTION ENTRANCE
Provide as indicated a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be
placed in a manner that will prevent damage and movement of the fabric.
Place fabric in one piece, where possible. Overlap fabric joints a minimum
SECTION O1 57 13.00 22 Page 3

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
of 12 inches.
3.5 DUST SUPPRESSORS
791876
Immediately dampen the surface before 'calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.6 TEMPORARY SEEDING
3.6.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or
more.
b. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed
without serious disturbance from additional grading.
c. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding is more than 30
days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil
materials.
3.6.2 Seeding Requirements
3.6.2.1 State Standard Seeding Requirements
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch in an air dried condition, and
secure mulch in place.
3.6.2.2 Permanent Seeding
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season. Provide seed, lime, fertilizer and
mulch in accordance with NCSCC ESCM, Standards 6.10 and 6.14.
3.7 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
SECTION 01 57 13.00 22 Page 4

GALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
791876
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting officer.
3.8 CLEAN UP
At the completion of the job, or when directed or approved by the
Contracting officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
SECTION 01 57 13.00 22 Page 5

CALA E FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN WATER WORKS ASSOCIATION(AWWA)
AWWA C600 (2005) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM C 136 (2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM D 1140 (2000) Amount of Material in Soils Finer
than the No. 200 (75-micrometer) Sieve
ASTM D 1556 (2000) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM D 1557 (2002e1) standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 2321 (2005) Underground Installation of
Thermoplastic Pipe for Sewers and Other
Gravity -Flow Applications
ASTM D 2487 (2000) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D 2922 (2005) Density of Soil and Soil -Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 (2005) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM D 3786 (2001) Hydraulic Bursting Strength of
Textile Fabrics -Diaphragm Bursting
Strength Tester Method
ASTM D 4318 (2005) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 4355 (2007) Deterioration of Geotextiles from
Exposure to Light, Moisture and Heat in a
Xenon -Arc Type Apparatus
SECTION 31 23 00.00 20. Page 1

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
ASTM D 4491 (1999a; R 2004e1) Water Permeability of
Geotextiles by Permittivity
ASTM D 4533 (2004) Trapezoid Tearing Strength of
Geotextiles
ASTM D 4632 (1991; R 2003) Grab Breaking Load and
Elongation of Geotextiles
ASTM D 4751 (2004) Determining Apparent Opening Size
of a Geotextile
ASTM D 4759 (2002) Determining the Specification
Conformance of Geosynthetics
ASTM D 4833 (2000el) Index Puncture Resistance of
Geotextiles, Geomembranes, and Related
Products
ASTM D 698 (1978; R2003) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1
(2003) Safety -- Safety and Health
Requirements
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 530/F-93/004 (1993; Rev O; Updates I, II, IIA, IIB, and
III) Test Methods for Evaluating Solid
Waste (Vol IA, I$, IC, and II) (SW-846)
EPA 600/4-79/020 (1983) Methods for Chemical Analysis of
water and wastes
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2006) Standard Specifications for Roads
and Structures
1.2 DEFINITIONS
1.2.1 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D 698, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.2 Hard Materials
Weathered rock, dense consolidated deposits, or conglomerate materials
which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
SECTION 31 23 00.00 20 Page 2

GALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
1.2.3 Rock
791876
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1/2 cubic yard in
volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed merely to
increase production.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G".designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
Fill and backfill test
Density tests
Copies, of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated,
will not be encountered.
C. Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do
not necessarily represent ground water elevation at the time of
construction.
d. Material character is indicated by the boring logs.
e. Hard materials will not be encountered .
f. Borrow material in the quantities required is not available on
SECTION 31 23 OO.OD 20 Page 3

CALA & FIRE 'TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
Government property.
g. Blasting will not be permitted
manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
791876
Remove material in an approved
Soils brought in from off site for use as backfill shall be tested for TPH,
BTEX and full TCLP including ignitability, corrosivity and reactivity.
Backfill shall contain less than 50 parts per million (ppm) of total
petroleum hydrocarbons (TPH) and less than 10 ppm of the sum of Benzene,
Toluene, Ethyl Benzene, and Xylene (BTEX) and shall not fail the TCPL test.
TPH concentrations shall be determined by using EPA 600/4-79/020 Method
418.1. BTEX concentrations shall be determined by using EPA 530/F-93/004
Method 5030/8020. TCLP shall be performed in accordance with
EPA 530/F-93/004 Method 1311. Provide Borrow Site Testing for TPH, BTEX
and TCLP from a composite sample of material from the borrow site, with at
least one test from each borrow site. Material shall not be brought on
site until tests have been approved by the Contracting Officer.
1.7 QUALITY ASSURANCE
1.7.1 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.2 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
with power -driven equipment is not permitted within two feet of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill.is granted by the Contracting Officer. Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
1.8 Regulatory Requirements
Provide work and materials in accordance with applicable requirements of
NCDOT RS. Divisions and Sections mentioned herein refer to those
specifications. Paragraphs in NCDOT RS entitled "Method of Measurement"
shall not apply.
1.9 Modification of References
Where term "Engineer" is used in NCDOT RS it shall be construed to mean
Contracting Officer. Where term "state" is used, it shall mean "Federal
Government".
SECTION 31 23 00.00 20 Page 4

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791676
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SP-SM, free of debris, roots, wood, scrap
material, vegetation, refuse, soft unsound particles, and frozen,
deleterious, or objectionable materials. Unless specified otherwise, the
maximum particle diameter shall be one-half the lift thickness at the
intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 3inches. The
Contracting Officer shall be notified of any contaminated materials.
2.1.3 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.4 Backfill and Fill Material
ASTM D 2487, classification GW, GP, SW, SP, SM, with a maximum ASTM D 4318
liquid limit less than 20; maximum ASTM D 4318 plastic limit less than 6; a
maximum of 15 percent by weight passing ASTM D 1140, No. 200 sieve; and
free of rubble, organics, clay, debris and other unsuitable material.
2.1.5 Topsoil
Natural, friable soil representative of productive, well -drained soils in
the area, free of subsoil, stumps, rocks larger than one inch diameter,
brush, weeds, toxic substances, and other material detrimental to plant
growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.
2.2 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
of ASTM D 1557 maximum density. Plastic piping shall have bedding to
spring line of pipe. Provide ASTM D 2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5-inches, graded stone, including a
number of fill materials that have regional significance such as
coral, slag, cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of
1.5 inches, including various graded sands and gravels containing
small percentages of fines, generally granular and noncohesive,
either wet or dry. Soil Types GW, GP, SW, and SP are included in
this class as specified in ASTM D 2487.
SECTION 31 23 00.00 20 Page 5

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
2.3 GRAVEL PAVEMENT
791876
NCDOT RS, materials for construction of gravel shall be in accordance with
Sections 1005 and 1010 for aggregate base course, standard size No. ABC.
2.4 SORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property.
2.5 GEOTEXTILE FABRIC
Provide a pervious sheet of polyester, nylon, glass or polypropylene ,
ultraviolet resistant filaments woven, spun bonded, fused, or otherwise
manufactured into a nonraveling fabric with uniform thickness and strength.
Fabric shall have the following manufacturer certified minimum average roll
properties as determined by ASTM D 4759:
Class A
a. Grab tensile strength (ASTM D 4632) min. 180 lbs•
machine and transversed direction
b. Grab elongation (ASTM D 4632) min. 15 percent
machine and transverse direction
C. Puncture resistance (ASTM D 4833) min. 80 lbs.
d. Mullen burst strength (ASTM D 3786) min. 290 psi.
e. Trapezoidal Tear (ASTM D 4533) min. 50 lbs.
f. Apparent Opening Size (ASTM D 4751) U. S. Sieve 40
g. Permittivity (ASTM D 4491) 0.05 sec-1
h. Ultraviolet Degradation (ASTM D 4355) 70 percent Strength
retained at 500 hours
2.6 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
warning and identification imprinted in bold black letters continuously
over the entire tape length. warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow:
Electric
Yellow;
Gas, Oil; Dangerous Materials
Orange:
Telephone and Other
Communications
Blue:
Water Systems
Green:
Sewer Systems
White:
Steam Systems
SECTION 31 23 00.00 20 Page 6

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
2.6.1 Warning Tape
791876
Acid and alkali -resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
2.7 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring and sheeting where necessary. In addition to Section 25 A
and B of EM 385-1-1, include provisions in the shoring and sheeting plan
that will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
3.1.2. Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features at the earliest stages of site development, and throughout
construction grade the construction area to provide positive surface water
runoff away from the construction activity and/or provide temporary
ditches, swales, and other drainage features and equipment as required to
maintain dry soils. When unsuitable working platforms for equipment
operation and unsuitable soil support for subsequent construction features
develop, remove unsuitable material and provide new soil material as
specified herein. It is the responsibility of the Contractor to assess the
soil and ground water conditions presented by the plans and specifications
and to employ necessary measures to permit construction to proceed.
Excavated slopes and backfill surfaces shall be protected to prevent
erosion and sloughing. Excavation shall be performed so that the site, the
area immediately surrounding the site, and the area affecting operations at
the site shall be continually and effectively drained.
3.1.2.2 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
permitted within 3 feet of the foundation of any structure, except with
SECTION 31 23 00.00 20 Page 7

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
79IB76
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. While the excavation is
open, the water level shall be maintained continuously, at least 1 foot
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete.
3.1.3 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.4 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the clearing limits. Remove stumps entirely. Grub out
matted roots and roots over 2 inches in diameter to at least 18 inches
below existing surface.
3.2.2 Stripping
Strip suitable soil for topsoil to a minimum depth of 3 inches without
contamination by subsoil material from the site where excavation or grading
is indicated and stockpile separately from other excavated material.
Satisfactory material unsuitable for use as topsoil shall be stockpiled and
used for backfilling. Locate topsoil so that the material can be used
readily for the finished grading. Where sufficient existing topsoil
conforming to the material requirements is not available on site, provide
borrow materials suitable for use as topsoil. Protect topsoil and keep in
segregated piles until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
SECTION 31 23 00.00 20 Page 8

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
791876
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with backfill
and fill material and compact to 95 percent of ASTM D 698 maximum density.
Unless specified otherwise, refill excavations cut below indicated depth
with backfill and fill material and compact to95 percent of ASTM D 698
'maximum density. Satisfactory material removed below the depths indicated,
withcut.specific direction of the Contracting Officer, shall be replaced
with satisfactory materials to the indicated excavation grade; except as
specified for spread footings. Determination of elevations and
measurements of approved cverdepth excavation of unsatisfactory material
below grades indicated shall be done under the direction of the Contracting
Officer. -
3.3.1 Pipe Trenches
Excavate to the dimension indicated
uniform support for each section of
Tamp if necessary to provide a firm
to accommodate bells and joints so
for the entire length.
3.3.2 Excavated Materials
Grade bottom of trenches to provide
pipe after pipe bedding placement.
pipe bed. Recesses shall be excavated
that pipe will be uniformly supported
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
3.3.3 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed.
3.4 SUBGRADE PREPARATION
Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting Officer. The surface shall be scarified to a depth of 6
inches before the fill is started. Sloped surfaces steeper than 1 vertical
to 4 horizontal shall be plowed, stepped, benched, or broken up so that the
fill material will bond with the existing material. When subgrades are
less than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. When the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
pneumatic -tired rollers, steel -wheeled rollers, or other approved equipment
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to plus or minus 2 percent of optimum moisture.
Minimum subgrade density shall be as specified herein.
SECTION 31 23 00.00 20 Page 9

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
3.4.1 Proof Rolling
791876
Proof rolling shall be done on an exposed subgrade free of surface water
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade, After stripping, proof roll the existing
subgrade of the paved areas with six passes of a 7 to 10 ton,
pneumatic -tired roller or a dump truck loaded with 6 cubic yards of soil.
Operate the roller or truck in a systematic manner to ensure the number of
passes over all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour.
Notify the Contracting Officer a minimum of 3 days prior to proof rolling.
Proof rolling shall be performed in the presence of the Contracting
Officer, Rutting or pumping of material shall be undercut as directed by
the Contracting Officer and replaced with fill and backfill material.
3.5 SUBGRADE GEOTEXTILE FABRIC
Place geotextile fabric as indicated directly on prepared subgrade free of
vegetation, stumps, rocks larger than 2 inches diameter and other debris
which may puncture or otherwise damage the fabric. Repair damaged fabric
by placing an additional layer of fabric to cover the damaged area a
minimum of 3 feet overlap in all directions. Overlap fabric at joints a
minimum of 3 feet. Obtain approval of geotextile fabric installation
before placing fill or backfill. Place fill or backfill on fabric in the
direction of overlaps and compact as specified herein. Follow
manufacturer's recommended installation procedures.
3.6 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.6.1 Common Fill Placement
Provide for general site. Use satisfactory materials. Place in 10 inch
lifts. Compact areas not accessible to rollers or compactors with
mechanical hand tampers. Aerate material excessively moistened by rain to
a satisfactory moisture content. Finish to a smooth surface by blading,
rolling with a smooth roller, or both.
3.6.2 Backfill and Fill Material Placement
Provide for paved areas, utility trenches and under concrete slabs. Place
in 10 inch lifts. Do not place over wet or frozen areas. Place backfill
material adjacent to structures as the structural elements are completed
and accepted. Backfill against concrete only when approved. Place and
compact material to avoid loading upon or against the structure.
3.6.3 Backfill and Fill Material Placement Over Pipes and at Walls
Backfilling shall not begin until construction below finish grade has been
approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade Heavy equipment for
spreading and compacting backfill shall not be operated closer to
foundation or retaining walls than a distance equal to the height of
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven
hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
SECTION 31 23 00.00 20 Page 10

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
wrappings, or tanks.
3.6.4 Trench Backfilling
791876
Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 10
inch lifts to top of trench and in 10 inch lifts to one foot over pipe
outside structures and paved areas. Place backfill in 4 to 6 inch lifts
when hand compaction is used.
3.7 Aggregate Base Course and Gravel Placement
Begin spreading material at the point nearest the source of supply. Permit
traffic and hauling over the aggregate. Fill ruts formed by traffic and
reroll. After aggregate placement, continue machining and rolling until
surface is smooth, compacted, well bonded, and true to the designed cross
section. Compact' to 100 percent ASTM D 1557 maximum dry density. Maintain
the aggregate smooth and true to grade and cross section until concrete or
utility structure placement.
3.8 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.9 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.10 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.11 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.11.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM D 1557.
3.11.2 Structures and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill material to 95 percent of ASTM D 1557.
SECTION 31 23 00.00 20 Page 11

GALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
3.11.3 Adjacent Area
791876
Compact areas within 5 feet of structures to 90 percent of ASTM D 1557.
3.11.4 Paved Areas
Compact top 12 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill materials to 95 percent of ASTM D 1557.
3.11.5 Airfield Pavements
Compact top 24 inches below finished pavement or top 12 inches of
subgrades, whichever is greater, to 100 percent of ASTM D 1557; compact
fill and backfill material to 100 percent of ASTM D 1557,
3.12 FINISH OPERATIONS
3.12.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and debris.
For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.12.2 Topsoil and Seed
Provide as specified in Section 01 57 13.00 22 EROSION AND SEDIMENT CONTROL.
3.12.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.13 DISPOSITION OF SURPLUS MATERIAL
Remove from Government property surplus or other soil material not required
or suitable for filling or backfilling, and brush, refuse, stumps, roots,
and timber.
3.14 FIELD QUALITY CONTROL
3.14.1 Sampling
Take the number and size of samples required to perform the following tests.
3.14.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3,14.2.1 Fill and Backfill Material Testing
Test fill and backfill material in accordance with ASTM C 126 for
conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer
than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit;
ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.
SECTION 31 23 00.00 20 Page 12

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
3.14.2.2 Density Tests
791876
Test density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017.
When ASTM D 2922 and ASTM D 3017 density tests are used, verify density
test results by performing an ASTM D I556 density test at a location
already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an
ASTM D 1556 density test at the start of the job, and for every 10
ASTM D 2922 and ASTM D 3017 density tests thereafter. Test each lift at
randomly selected locations every 2000 square feet of existing grade in
fills for structures and concrete slabs, and every 2500square feet for
other fill areas and every 2000 Square feet of subgrade in cut. Include
density test results in daily report.
a. Bedding and backfill in trenches: One test per 5D linear feet in
each lift.
-- End of Section --
SECTION 31 23 00.00 20 Page 13

GALA L FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
SECTION 33 40 00
STORM DRAINAGE UTILITIES
01/08
PART I GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN WELDING SOCIETY (AWS)
AWS D1.1/D1.1M (2006; Errata 2006) Structural welding
Code - Steel
ASTM INTERNATIONAL (ASTM)
ASTM A 48/A 4BM (2003) Standard Specification for Gray
Iron Castings
ASTM C 231 (2004) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C 443 (2005a) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C 76 (2007) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C 923 (2007) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM D 1751 (2004) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752 (2004a) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
SECTION 33 40 00 Page 1

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
1.2 SUBMITTALS
791876
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to
installation.
SD-07 Certificates
Hydrostatic Test on Watertight Joints
Frames and Covers for Airfield Drainage Structures
Certification on the ability of frame and cover or gratings to
carry the imposed live load.
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material, The Contractor shall have a copy
of the manufacturer's instructions available at the construction site at
all times and shall follow these instructions unless directed otherwise by
the Contracting officer.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2 PRODUCTS
2.1 PIPE FOR STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1 Concrete Pipe
Concrete pipe shall conform to ASTM C 76, Class V.
2.2 MISCELLANEOUS MATERIALS
2.2.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
SECTION 33 40 00 Page 2

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
791876
to the requirements for 4000 psi concrete under Section 03 30 00
CAST -IN -PLACE CONCRETE. The concrete mixture shall have air content by
volume of concrete, based on measurements made immediately after discharge
from the mixer, of 5 to 7 percent when maximum size of coarse aggregate
exceeds 1-1/2 inches. Air content shall be determined in accordance with
ASTM C 231. The concrete covering over steel reinforcing shall not be less
than 1 inch thick for covers and not less than 1-1/2 inches thick for walls
and flooring. Concrete covering deposited directly against the ground
shall have a thickness of at least 3 inches between steel and ground.
Expansion -joint filler material shall conform to ASTM D 1751, or ASTM D 1752,
or shall be resin -impregnated fiberboard conforming to the physical
requirements of ASTM D 1752.
2.2.2 Frames and Covers for Airfield Drainage Structures
Fabricate frames and covers of standard commercial grade steel welded by
qualified welders in accordance with AWS D1.1/D1.1M. Covers shall be of
rolled steel floor plate having an approved anti -slip surface. Steel
frames and covers shall be hot dipped galvanized after fabrication. At the
contractor's option, ductile iron covers and frames may be used for
airfield drainage structures if designed for a minimum proof load of
100,000 pounds in lieu of the steel frames and covers. Covers shall be of
the same material as the frames (i.e. ductile iron frame with ductile iron
cover, galvanized steel frame with galvanized steel cover). Proof loading
shall be performed in accordance with FS A-A-60005 and ASTM A 48/A 48M.
Proof loads shall be physically stamped into the cover. Provide the
Contracting Officer copies of previous proof load test results performed on
the same frames and covers as proposed for this contract. The top of the
structure shall be modified to accept the ductile iron structure in lieu of
the steel structure indicated. The finished structure shall be level and
non -rocking, with the top flush with the surrounding pavement.
2.2.3 Joints
2.2.3.1 Flexible Watertight Joints
a. Materials: Flexible watertight joints shall be made with plastic
or rubber -type gaskets for concrete pipe. The design of joints and the
physical requirements for rubber -type gaskets shall conform to
b. Test Requirements: Watertight joints shall be tested and shall
meet test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT
JOINTS. Rubber gaskets shall comply with the oil resistant gasket
requirements of ASTM C 443. Certified copies of test results shall be
delivered to the Contracting Officer before gaskets or jointing
materials are installed. Alternate types of watertight joint may be
furnished, if specifically approved.
2.3 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923.
2.4 HYDROSTATIC TEST ON WATERTIGHT JOINTS
2.4.1 Concrete Pipe
A hydrostatic test shall be made on the watertight joint types as proposed.
Only one sample joint of each type needs testing; however, if the sample
joint fails because of faulty design or workmanship, an additional sample
SECTION 33 40 00 Page 3

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC 791876
joint may be tested. During the test period, gaskets or other jointing
material shall be protected from extreme temperatures which might adversely
affect the performance of such materials. Performance requirements for
joints in reinforced concrete pipe shall conform to ASTIR! C 443.
PART 3 EXECUTION
3.1 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for storm
drains, shall be in accordance with the applicable portions of Section
31 23 00.00 20 EXCAVATION AND FILL and the requirements specified below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus the indicated dimensions
inches to permit satisfactory jointing and thorough tamping of the bedding
material under and around the pipe. Sheeting and bracing, where required,
shall be Placed within the trench width as specified. Contractor shall not
overexcavate. adhere trench widths are exceeded, redesign with a resultant
increase in cost of stronger pipe or special installation procedures will
be necessary. Cost of this redesign and increased cost of pipe or
installation shall be borne by the Contractor without additional cost to
the Government.
3.1.2 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in a soil foundation accurately shaped and rounded to
conform to the lowest one-fourth of the outside portion of circular pipe or
to the lower curved portion of pipe arch for the entire length of the pipe
or pipe arch. When necessary, the bedding shall be tamped. Bell holes and
depressions for joints shall be not more than the length, depth, and width
required for properly making the particular type of joint.
3.3 PLACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Pipelines shall be laid to the grades
and alignment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Pipe shall not be laid in water, and
SECTION 33 40 00 Page 4

CALA & FIRE TRAINER: INTERIM FACILITIES
MCAS NEW RIVER, NC
791876
pipe shall not be laid when trench conditions or weather are unsuitable for
such work. Diversion of drainage or dewatering of trenches during
construction shall be provided as necessary.
3.3.1 Concrete Pipe
Laying shall proceed upgrade with tongue ends of tongue -and -groove pipe
pointing in the direction of the flow.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Flexible Watertight Joints
Gaskets and jointing materials shall be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry: Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, complete with frames and
covers or gratings . Pipe connections to concrete manholes and inlets
shall be made with flexible, watertight connectors.
3.5.2 Walls and Headwalls
Construction shall be as indicated.
-- End of section --
SECTION 33 40 00 Page 5

4
ANNA LEE BAMFORTH, P. E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. SAMFORTH
RICHAHD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
DAVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
October 27, 2008
Mr. Malcolm Boney
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28540
Re: Stormwater Permit Application
CALA and Fire Trainer Interim Facilities (07.092)
Dear Mr. Boney:
Please find attached two (2) copies of revised plans, and one (1) copy of the revised
Level Spreader Supplement for the Fire Trainer. Our responses to the comments dated
October 22, 2008 follow:
1. For low density projects with runoff transported primarily by vegetated
conveyances shall not include a discrete stormwater collection system. A
stormwater collection system, as defined in section .1002 of our administrative
code, is any conduit, pipe, channel, curb, or gutter for the primary purpose of
transporting (not treating) runoff. A stormwater collection system does not
include vegetated swales, swales stabilized with armoring or alternative methods
where natural topography or other physical constraints prevent the use of
vegetated swales, curb outlet systems, or pipes used to carry drainage
underneath, built upon surfaces that are associated with development controlled
by the provision of rule .1003(d)(1). Please include a level spreader at the
discharge of the under drain with a 50 ft. vegetative filter to diffuse flow or
remove the perforated pipe embedded within the drain.
Perforated pipes Have been revised to terminate in swale flowing to existing
level spreader and 50 ft. vegetative filler. Revised plans and Level Spreader
Supplement attached.
LOCT 2 8 7008
BY;
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. Box 6377, NORFOLK, VIRGINIA 2350E
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

October 27, 2008
Mr. Malcolm Boney, NCDWQ
RE: CALA and Fire Trainer Interim Facilities (07.092)
Page 2
2. 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.
Noted.
If you require any additional information or have any questions, please do not hesitate
to contact us.
cc: Eric Carpenter, MCAS Cherry Point
Sincerely,
Anna Lee Bamforth, P.E., L.S.
' TN7
O C T 2 8 408
BY-.—

5
W A TF�O
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t] �
October 22, 2008
Commanding General USMC Base Camp Lejeune
Attention: Carl Baker
Camp Lejeune
1005 Michael Rd.
Camp Lejeune, NC 28547
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: Request for Additional Information
Stormwater Project No. SW8 080945
MCAS Marine Corps Fire Trainer New River
Onslow County
Dear Mr. Baker:
Coleen 14. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a State Stormwater Management Permit Application
for MCAS Marine Corps Fire Trainer New River on October 9, 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 low density projects with stormwater runoff transported primarily by vegetated
conveyances shall not include a discrete stormwater collection system. A stormwater
collection system, as defined in section .1002 of our administrative code, is any
conduit, pipe, channel, curb, or gutter for the primary purpose of transporting (not
treating) runoff. A stormwater collection system does not include vegetated swales,
swales stabilized with armoring or alternative methods where natural topography or
other physical constraints prevent the use of vegetated swales, curb outlets systems,
or pipes used to carry drainage underneath built upon surfaces that are associated
with development controlled by the provision of rule .1003(d)(1). Please include a
level spreader at the discharge of the under drain with a 50 ft vegetative filter to
diffuse flow or remove the perforated pipe embedded within the under drain.
2. 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.
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 October 29, 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.
NonchCarolina
Naiura!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
WiLnington Regional Office Internet: www.nctyaterquatity.ore 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,
Malcolm Boney .
Environmental Engineer
ENBImb: S:1WQSISTORMWATERIADDINFO120081081003
CC: C. Allan Bamforth, P.E., L.S.
Malcolm Boney, NCDENR
Wilmington=Regional Office

j ot0F wArA,9QG
October 23, 2008
Commanding General USMC Base Camp Lejeune
Attention: Carl Baker
Camp Lejeune
1005 Michael Rd.
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 080945
MCAS Marine Corps CALA New River
Onslow County
Dear Mr. Baker:
Michael P. Lasley, Governor
William G. Ross Jr., Secretary
North Carol ina Department of Environment and Natural RCSOarces
Coleco H. Sullins Director
Division or Water Quality
The Wilmington Regional Office received a State Stormwater Management Permit Application
for MCAS Marine Corps CALA New River on October 9, 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:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
plans that none exist.
2. High Density developments with a control system must be designed to store, control,
and treat the stormwater runoff from all surfaces generated by one and one half inch
of rainfall. Please calculate the required storage, control and treatment for a one and
one half inch rainstorm event. Please correct the 1-inch rain event on the
supplement to a 1.5-inch rain event.
3. 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.
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 October 29, 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.
NQ`" hCarolina
Arrfura!!Y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 29405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.newaterqualit ,orb Fax [phone]
An Equal OpportunitylAffirmative Action Employer — M% 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,
4 JJ0111 A ookar
Malcolm Boney
Environmental Engineer
ENBImb: S:IWQSISTORMWATERIADDINFO120081080945.oct08
CC: C. Allan Bamforth, P.E.
Malcolm Boney, NCDENR
Wilmington -Regional Office

' - r
STORAMATER CALCULATIONS
P-703 GROW THE FORCE INTERIM FACILITIES
MARINE CORPS AIR STATION,
NEW RIVER, NORTH CAROLINA
A/E Contract No. N40085-06-D-8007
Work Order No. 791876
C. ALLAN BAMPORTH, JR.,
ENGINEER —SURVEYOR, LTD.
NORFOLK, vwiv to
April 2008
R�F���
O C T 0 9 2008
BY:

Interim Facilities, CALA Site, Camp Lejeune 07108
Trench Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Basis of Desi;yn: The CALA project includes an addition to the existing runway. On this site, a
portion of the new pavement along with existing pavement drains to the new BMP. The amount
of existing impervious area draining to the BMP is greater than the amount of new impervious
area bypassing the BMP. The bypassed area drains to an existing ditch. The BMP is designed
for both quantity and quality volumes. Quality volume was determined using the runoff volume
from the first inch and a half of rain, to drain in less than 40 hours. The quantity design is based
on the rational method using a ten year stone and Wilmington 1-D-F curve. Calculations have
also been performed using the 1-year, 24- hour storm, Soil Group B. Time of concentration was
found using Seelye's Chart for overland flow, Kirpich Chart for overland flow and Mannings
Equation for pipe flow with n = 0.013.
The BMP design is a sand filter with sediment basin that drains into a dry detention area and was
sized with the Haestad Methods "PondPack" software. It is in conformance with North Carolina
Division of Water Quality "Stormwater Best Management Practices Manual, July 2007".
Predevelopnxent:
Total Area — 3.10 acres
For purposes of calculations, treat entire area as grass.
Time of Concentration
Seelye's Chart for Overland Flow:
L = 200 ft Slope = (20.0 — 18.0)/200 = 2%
Kirpich Chart for Overland Flow:
L = 220 ft Height = (18.0 — 15.0) = 3'
Total T,, = 20 minutes
T, = 15 minutes
T,�=2.5x2=5minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Stone, 20 minutes
Allowable Discharge — Use all Grass
Q (I0-Year)= CAI = (0.30 x 3.10) x 4.6 = 4.28 efs
Runoff Volume f1-vr. 24-hr storm
q = 1.26 cfs
Page 1
I = 4.6 in/hr

Interim Facilities, CALA Site, Camp Lejeune
'french Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Postdevelo ment:
Area — 3.69 acres
Impervious — 3.67 acres C = 0.95
Grass — 0.02 acres C = 0.30
Time of Concentration
Seelye's Chart for Overland Flow:
L = 200 ft Slope = (20.6 — 19.5)/200 = 0.55% C = 0.95
Kirpich Chart for Overland Flow:
L = 480 ft Height = (19.5 — 14) = 5.5' T, = 6 minutes
Mannings Equation for Pipe Flow:
L = 190 Velocity = 2.5 ft/see T, = 1 minutes
Total T, = 15 minutes
Temporary Water Quality Volume Required
T, = 8 minutes
07108
ATM
Use "Simple Method" by Schueler to Determine Runoff Volume for One and a Half -Inch Storm
Over Site:
Site Area = 160,895 sf
Impervious = 159,895 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 159895/160895 = 99%
Rv = 0.05 + 0.009(99) = 0.94 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.94 in/in) x (3.69 acres) = 0.43 ac-ft
Page 2

Interim Facilities, CALA Site, Camp Lejeune
Trench Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Minimum Sand Filter Bed Surface Area
A= [WQV x df]/[k x t x (ha + dO]
WQV = water quality volume, df = filter depth, k = sand permeability, t = draining time,
ha = average head
A = [18886 x 1.5]/[3.5 x 1.66 x (1 + 1.5)]
A = 1950 sq. ft.
Runoff Volume (1-yr, 24-hr storm)
q = 9.48 cfs
Page 3
07/08
ATM

Interim Facilities, CALA Site, Camp Lejeune
07/0S
Trench Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Summary of Results:
Required Area for Sand Filter = 1950 sq. ft.
Area Provided for Sand Filter = 2552 sq. ft.
Allowable Outflow (I0-YearStorm) = 4.28 cfs
Outlet Structure — 10" Circular Orifice at Elevation 7.00
Peak Outflow for 10-Year Storm = 4.27 cfs at Elevation 10.07 feet
Page 4

Type.... Mod. Rational Craph Page 12-01
flame.... SUBAREA 10 Tag: c110 Event: 10 yr
File.... K:\.7ob-Files\2007\07092\ealra�CAI,A REV 072908.PPW
Storm... e, b, d Tag; c110
MODIFIED RATIONAL METHOn
---- Graahical Summary for Maximum Required Storage ----
Method I
Q � CiA * Units Conversion; where Conversion = 43560 / (12 k 3600)
it tyr**t#*##k.l****w**t*#*k*vFt***1rN*t#####t+R ttt**•k**taY-1 k* A4r*t*t*iii*Ir atw*k
* RETURN FREQUENCY: 10 yr I Allowable Outflow: 4.28 cfs
* 'C' Adjustment: 1.000 I Required Storage: 22385 au.ft:
`------------------'--------------------------------------------------*
* Peak Inflow: 8.37 cfs
* .HYG File: C110
Q I Td =
65.00 min
Return Freq:
10 yr
/------- Approx. Duration for Max. Storage
I
------/ C adj.factor:1.0o0
1
I
I Tc=
15.00 min
1
I
I I =
5.2703 in/hr
Area = 3.900
acres
I Q =
.19.69 cfs
Weighted C =
.950
Adjusted C =
.950
Required Storage
I -- 22385 cu.ft E Td= 65.00 min
I I I = 2.2414 in/hr
x x x x x x xlx x x x x x x x x x x Q= 8.37 cfs
I x x
I o Q = 4.28 cfs
I x o Ix (A1low.Outflow)
I x 0 I
x o NOT TO SCALE I x
Ir. o--__�_------ I
l0 1 x
-_--_..---------------------------- ----
72.33 min T
S/N: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 9.12 AM Date: 7/3Q/2008

Type.... Vol: Elev-Area page 9.01
Name.... POND 10
rile.... K:\Job-Files\2007\07092 \calcs\CALA REV 072908.PPW
Elevation
Pl.animeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
------------------------------------------------------------------------
7.00
----- 5400
0
0
0
11.65
----- 9256
21726
33675
33675
11.70
----- 17480
39456
658
34333
13.00
----- 19475
55406
24009
58342
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq-rt-(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the .increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
volume = Incremental volume between ELl and EL2
SIN: 321201907096 C. Allan 3amforth, Inc.
PondPaCk Vcr. 9.0046 Time: 9:11 AM Date: 7/30/2008

Type .... Qutlet Input Data Page 10.01
Name.... Outlet 1
File..... K:\Job-b'ile,s\2007\0'1092\talcs\CALA'REV 072908.PPW
0
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 7.00 ft
Increment = .10 ft
Max. Elev.= 13.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only-(UpStream to DnStrcatn)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure No. Outfall ' El, ft E2, ft
----------------- ----------- ------------------
orifice-Circulat ---> TW 7.OD0 13.000
TW SETUP, bS Channel
S/N; 321201907096 C. A1lan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 9:11 Am Date: 7/30/2008

Type.... Outlet Input Data
Name.... Outlet 1.
File.... K:\Job-Files\2007\07092\calcs\CALA REV 07290a.PPW
Page 10.02
OUTLET STRUCTURE INPUT DATA
Structure ID =
St.xucture Type Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 7.00 ft
Diameter = .8330 ft
Orifice Coeff. - .600
Structure ID = TW
Structure Type - TW SETUP, DS Channel
-------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVLRGtHCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
EW
tolerance =
.01
ft
Min.
Q
tolerance
.10
Cfs
Max.
Q
tolerance -
.10
cfs
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 9:11 AM Date: 7/30/2008

Type.... Pond £-V-Q Table Page 11.01
Name,.., POND 10
File.... K:\Job-Fi.les\2007\07092\talcs\CALA REV 072908.PPW
LEVEL POOL ROUTING DATA
HYG Aix = K:\Job--Files\2007\07092\ta1c5\
Inflow HYG file = NONE STORED - POND 10 IN C110
Outflow ICYG file = NONE STORED - POND 10 OUT c110
Pond Node Data = POND 1.0
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev
7.00
Et
starting
volume -
0
cu.ft
Starting
Outflow _
.00
Cts
Starting
Infiltr. _
.00
cfs
Starting
'fatal Qout=
.00
cfs
Time Increment
1.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
cfs
cu.ft
sq.ft
cfs
cfs
cis
------------------------------------------------------------------------------
7.00
.00
0
5400
.00
.00
.00
7.10
.03
544
5472
.00
.03
18.15
7.20
12
1094
5545
.00
.12
36.60
7.30
.26
1653
5618
.00
.26
55.35
7.40
.45
2218
5691
.00
.45
74.38
7.50
.68
2791
5765
.00
.68
93.70
7.60
.94
3371
5840
.00
.94
113.31
7.70
1-22
3959
5914
.00
1.22
i. 3.18
7.80
1.53
4554
5990
.00
1.53
153.33
7.90
1.52
5157
6066
.00
1.82
173.71
8.00
2.00
5767
6142
.00
2.00
194.24
8.10
2.17
6385
6219
.00
2.17
215.01
8.20
2.32
7011
6296
.00
2.32
236.02
8.30
2.47
7644
6374
p0
2.47
257.28
8.40
2.60
8286
6452
.00
2.60
278.79
8.50
2.73
8935
6531
.00
2.73
300.56
8.60
2.85
9592
6610
.00
2.85
322,58
8.70
2.97
10257
6690
.00
2'.97
344.87
8.80
3.09
16930
6770
.00
3.09
367.42
8.90
3.19
11611
6851
.00
3.19
390.23
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 9:11 AM Date; 7/30/2008

Type.... Pond E-V-Q Table Page 11:02
Name.... POND 10
File-. K:\Job-Fi.l.es\2007\07092\f-dlcS\GALA REV 072908.PPw
LEVEL POOL ROOTING DATA
HYG Dir = K:\Job-Files\2007\07092\calcs\
InflOW HYG file = NONE STORED - POND 10 IN C110
Outflow HYG file = NONE STORED - POND 10 OUT C110
Pond Node Data - POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 1
No infiltration
t
INITIAL CONDITIONS
Starting
wS Elev
7.00
ft
starting
Volume
0
cu.ft
Starting
outflow =
.00
cfs
Starting
Infiltr. µ
.00
cfs
Starting
Total Qout=
.00
cts
Time Increment a
1.00
min
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + O
. ft
cfs
cu.ft
sq•ft
cfs
•cfs
cfs
------------------------------------------------------------------------------
9.00
3.30
1230C
6932
.00
3.30
413.30
9.10
3.4D
12597
7014
.00
3.40
436.65
9.20
3.50
13703
7096
.00
3.50
460.26
9.30
3.60
14417
7178
.00
3.60
484.15
9.40
3.69
15138
7261
.00
3.69
508.31
9.50
3.79
15869
7345
.00
3.79
532.74
9.60
3.88
16607
7429
.00
3.88
55'7.46
9.70
3.96
17355
751.3
.00
3.96
582.45
9.80
4.05
18110
7598
.00
4.05
607.72
9.90
4.13
10874
7684
.00
4.13
633.27
10.00
4.22
19647
7770
.00
4.22
659.11
10.10
4.30
20428
7856
.00
4.30
685.23
10.20
4.3B
21218
7943
.00
4.36
711.64
10.30
4.45
22617
8030
.00
4.45
738.34
10.40
4.53
22824
8118
.00
4.53
765.33
10.50
4.61
23640
8206
.00
4.61
792.61
10.60
4.68
24465
8295
.00
4.68
820.19
10.70
4.75
25299
8384
.00
4.75
848.06
10.80
4.82
26142
8474
.00
4.82
876.23
10.90
4.90
26994
8564
.00
4.90
904.70
S/N: 321.201907096 C. Allan Bamforth, Inc.
POndPaCY Ver. 9.0046 Time: 9:11 AM Date: 7/30/200B

Type.... Pond E-V-Q Table
Name.... POND 10
File.... Kc\Job-Files\2007\07092\talcs\GALA REV 072908.PPW
Page 11.03
LEVEL POOL
ROUTING DATA
HYG Dir
=
K:\Job-Files\2007\07092\talcs\
Inflow
HYG file =
NONE STORED
- POND 10
IN C110
Outflow
HYG file =
NONE STORED
- POND 10
OUT c110
.Pond Node Data
POND 10
Pond Volume Data =
POND 10
Pond Outlet Data =
Outlet 1
.No Infiltration
INITIAL
CONDITIONS
Starting
WS Elev
- 7.00
ft
Starting
Volume
- 0
tuft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
- .00
cfs
Starting
Total Rout=
.00
cfs
Time Increment
= 1.00
min
Elevation
Outflow
Storage
Area
I11filt.
Q Total
ft
cfs
cu.ft
sq.ft
cfs
cfs
---------------------------------------------------------------
11- 00
4.97
27855
8655
.00
4.97
11.10
3.03
28725
8746
.00
5.03
11.20
5.10
29604
8838
.00
5.10
11.30
5.17
30493
8930
.00
5.17
11.40
5.24
31390
9022
.00
5.24
11.50
5.30
32297
9115
.00
5.30
11.60
5.36
33213
9209
.00
5.36
11.70
5.43
34333
17480
.00
5.43
11.80
5.49
36088
17630
.00
5.49
11.90
5.55
37859
17780
.00
5.55
12.00
5.62
39644
17931
.00
5.62
12.10
5.60
41445
18082
.00
5.68
12.20
5.74
43261
18235
.00
5.74
12.30
5.80
45092
18367
.00
5.8o
12.40
5.86
46938
18541
.00
5.86
12.50
5.91
48800
18695
.00
5.91
12.60
5.97
50677
18850
.00
5.97
12.70
6.03
52570
19005
.00
6.03
12.80
6.09
.54478
19161
.00
6.09
12.90
6.14
56402
19318
.00
6.14
2S/t + O
cfs
933.47
962.54
991.91
1021.59
1051.58
1081.87
1112.48
1149.85
1208.43
1267.50
1327.08
1387.17
1447.75
1508.85
1570.46
1632.57
1695.21
175B.35
1B22.02
1886.21
SIN; 321201907096 C. Allan aamforth, Inc.
PondPacY. Ver. 9.0046 Time: 9:11 AM Date: 7/30/2008

Type.... Pond E-V-Q Table Page 11.04
Name.... POND 10
File.... K:\Job-Files\2007\07092\calcs\GALA REV,072908.PPW
LEVEL POOL ROUTING DATA
HYG Dir = R:\Job-Files\2007\0'7092\Calcs\
Inflow- HYG file = NONE STORED - POND 10 IN C110
Outflow HYG file = NONE STORED - POND 10 OUT C110
Pond Node Data = POND 10
Pand Volume Data = POND 10
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL, CONDITIONS
Starting WS Elev = 7.00 'f:t
Starting Volume = 0 cu.ft
Starting Outflow - .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 1.00 min
Elevation Outflow Storage Area Infilt, Q Total 2S/t + O
ft cfs , cu.ft sq.ft cfs cfs cfs
13.00 6.20 58342 19475 .00 6.20 1950.92
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046. Time: 9:11 AM Date: 7/30/2008

Type.... Pond Pouting Summary
Nane.... POND 10 OUT Tag: c110
.File.... R:\Job-FileS\2007\07092\talcs\CALA REV 072908.PPW
Storm... e, b, d Tag_ c110
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\Job-Fi1es\2007\0'1092\talcs\
Inflow 11YG file = NONE STORFD - POND 10 IN c110
Outflow HYG file = NONE STORED - POND 10 ouT c110
Pond Node Data = POND 10
Pond Volume Data = P01M 10
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting uS Elev = .7.00 ft
Starting Volume = 0 cu.ft
Starting Outflow - .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 1.00 min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
8.37
cfs at 15.00 min
Peak
Outflow =
4.27
cfs at 71.00 min
------------------------------------------------------
Peak
Elevation =
10-07
ft
Peak
Storage =
20179
cu.ft
MASS BALANCE (cu-Et)
+ Initial Vol =
o
+ HYG Vol IN =
32657
- Infiltration =
0
- HYG Vol OUT =
32604
- Retained Vol =
53
UnrouLed Vol
1
cu.ft (.001t of Inflow Volume)
Page 11.07
Event: 10 yr
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 T.ime: 9:12 AM Date: 7/10/2008

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C��trclr�ricn! • ErrAironrrreriial• 7irsfing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
Combat Aircraft Loading Area Expansion (Task 1)
Project P-703; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
G E T PROJECT NO: EC08-172G
May 16, 2008
Prepared for
C. Allan Bamforth, Jr., Engineer- Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, Virginia 23517
ATTN: Mr. Allan Bamforth, P.E.
Prepared by
GET Solutions, Inc.
V s
504 East Elizabeth Street Suite 2, Elizabeth City, NC 27909
Phone [phone] ♦ Fax [phone] ♦ www.getsolutionsinc.com

TABLE OF CONTENTS
1.0 PROJECT INFORMATION...................................................................... 1
1.1 Project Authorization..........................................................1...... 1
1.2 Project Description................................................................... 1
1.3 Purpose and Scope of Services .................................................. 2
2.0 FIELD AND LABORATORY PROCEDURES ............................................... 3
2.1 Field Exploration...................................................................... 3
2.2 Laboratory Testing ...................................................... ....... 4
3.0 SITE AND SUBSURFACE CONDITIONS.......................................:............ 6
3.1 Site Location and Description.................................................... 6
3.2 Subsurface Soil Conditions........................................:..I........... 7
3.3 Groundwater Information.......................................................... 8
4.0 EVALUATION AND RECOMMENDATIONS .............................................. 9
4.1
Clearing and Grading................................................................. 9
4.2
Subgrade Preparation.............................................................
11
4.3
Structural Fill and Placement ...................................................
11
4.4
Building Foundation Design Recommendations ...........................
12
4.5
Gabion Retaining Wall Foundation Design Recommendations ........
13
4.6
Foundation Excavations...........................................................13
4.7
Retaining Wall Foundation Settlements......................................14
4.8
Below Grade Stuctures.......................:.................................14
4.9
Pavements.............................................................................15
4.10
Storm Water Ponds................................................................16
5.0 CONSTRUCTION CONSIDERATIONS.................................................... 19
5.1 Drainage and Groundwater Concerns ........................................ 19
5.2 Excavations.......................................................................... 19
6.0 REPORT LIMITATIONS....................................................................... 20
APPENDIX I - BORING LOCATION SKETCH
APPENDIX II - LOG OF BORINGS
APPENDIX 111 - SOIL BORING PROFILE
APPENDIX IV — SUMMARY OF CBR TEST DATA
APPENDIX V — SATURATED HYRDAULIC CONDUCTIVITY WORKSHEET
APPENDIX V —CLASSIFICATION SYSTEM FOR SOIL EXPLORAITON

GE:...
:. I 'u5
wmac
ft=n IM-1 A. � 0, ft,
& A-
GroWl.'a ea! L rrirrn:nrnlR: • Testing
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
Attn: Mr, Allan Bamforth, P.E.
RE: Report of Subsurface Investigation and
Geotechnical Engineering (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-703 Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Dear Mr. Bamforth:
May 16, 2008
In compliance with your instructions, we have completed our Preliminary Geotechnical
Engineering Services for the referenced project (RFP Report). The results of this study,
together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions
arise concerning subsurface conditions. G E T Solutions, Inc. would be pleased to
continue its role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we
would ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
CAR
"5s/­'
Gerald W. Stalls Jr., E.I.T.
Senior Project Manager = . sl"At:. `
014103'
Camille A. Kattan, P.E.
Principal Engineer t,, r t,,, t•
NC Reg. # 14103
504 Fist U7abeth Street; Suite 2 • Elizabeth City, NC 27909 . Phone: [phone] • Fax: [phone]
info@getsolutionsinc. com

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No; EC08-172G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our Preliminary Geotechnical Engineering study for
the proposed Combat Aircraft Loading Area Expansion (Task 1) portion of the P-703
Grow The Force Interim Facilities project located within the New River portion of Camp
LeJeune military facility in North Carolina. This report is to be included in the
design/build RFP for this project. Authorization to proceed with the services was
received from Mr. Allan Bamforth, P.F.
1.2 Project Description:
The proposed development at this site is planned to consist of relocating the propane
fueled fire fighting mock-up and its associated propane tanks and piping, as well as
constructing other site infrastructure components including storm water management
features. The new site will include a new entrance roadway and cul-de-sac area that.
will encompass the new fire fighting mock-up unit. Additionally, a storm water
management (BMP) pond will be constructed within the northeast portion of the site.
The finish grade elevations throughout the construction area are anticipated to be
located slightly above the existing site grade elevations.
The original fire fighting mock-up site will be modified including an expansion of the
exiting concrete pavements to the south and west as well as construction of a new
BMP pond. The west concrete pavement expansion will require up to approximately 7
feet of select fill to establish the design grades and a near level sloped embankment
along the north and west perimeters. The sloped embankment will be supported by a
retaining wall (Gabion of Segmental),
If any of the noted information is incorrect or has changed, please inform
G E T Solutions, Inc. so that we may amend the recommendations presented in this
report, if appropriate.
Sofiitions •Inc""-
,
x

Report or Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain preliminary information on the general
subsurface conditions at the proposed project site. The subsurface conditions
encountered were then evaluated with respect to the available project characteristics.
In this regard, engineering assessments for the following items were formulated:
1. General assessment of the soils revealed by the borings performed at the
proposed development.
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress
or structure performance, including existing fills, surficial/subsurface
organics, or expansive soils.
3. Soil subgrade preparation, including stripping, grading, and compaction,
as well as providing Engineering criteria for placement and compaction of
approved structural fill material, including weather and equipment effects.
4. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Feasibility of utilizing a shallow. foundation system for support of the
proposed retaining wall. Design parameters required for the foundation
systems, including foundation sizes, allowable bearing pressures,
foundation levels, and expected total and differential settlements. .
0. Soil design parameters including active, passive, and at rest earth
pressure coefficients have been provided for retaining walls.
7. Permeability (infiltration) values are provided based on the results of three
(3) Saturated Hydraulic Conductivity Tests, three (3) Double Ring
Infiltration Tests, three (3) 15-foot deep SPT borings, and five (5) 10 to
15-foot deep Hand Auger borings, as well as our experience with similar
soil conditions.
B. Typical pavement sections recommendations based on the results of
three (3) SPT borings performed to a depth of 10-feet and three (3) CBR
tests, as well as our experience with similar soil Conditions.
Soli loon iric`'%\n7

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: ECOB-172G
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in
this report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this
site, an environmental assessment is advisable.
2.0 FiELD AND LABORATORY PROCEDURES
2.1 Field Exploration:
In order to explore the general subsurface soil types and to aid in developing
associated pavement and storm water design parameters, ten (10) 10- to 40-foot deep
Standard Penetration Test (SPT) borings (designated as B-T1 through B-T4, BMP-T1
BMP-Cl, BMP-C2, and CBR-1 through CBR-3) and two (2) 10-foot deep Hand Auger
borings (designated as BMP-C3 and BMP-C4) were drilled by G E T Solutions, Inc.
within the proposed construction areas.
The SPT borings were performed utilizing mud -rotary drilling techniques with a CME 55
ATV -mounted drill rig. Standard Penetration Tests (SPT) were performed in the field in
general accordance with ASTM D 1586. The tests were performed continuously from
the existing ground surface to a depth of 12 feet and at 5-foot intervals thereafter to
the boring termination depth of 35-feet. The soil samples were obtained with a
standard 1.4" i.D., 2" O.D., 30-inch long split -spoon sampler. The sampler was driven
with blows of a 140 lb. hammer falling 30 inches. The number of blows required to
drive the sampler each 6-inch increment of penetration was recorded and is shown on
the boring logs. The sum of the second and third penetration increments is termed the
SPT N-value.
A representative portion of each disturbed split -spoon sample was collected with each
SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review.
The results of the borings are presented in Appendices II and III of this report.
Additionally, a CBR bulk soil sample was collected from the approximate subgrade
level at each of the three (3) CBR boring locations (CBR-1 through CBR-3). These
samples were returned to our Virginia Beach laboratory for natural moisture, full sieve,
Atterberg Limits, Standard Proctor, and CBR testing. The boring schedule noting the
SPT boring depths and locations is presented in Table I on the following page.

Report of Subsurface Investigation and
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Table I — Boring Schedule
5/16/08
O�gfli.„,
Number
.+4i
.5
•.ln+.n#".Li'uSYAian'1rS1:66JiTu�ix�Zid4iCu'�x:�kaMY:.LP:i1�+(tAr.:'I�d�...1:...5'.d�F1'.�+.
.s;BCo�r-m.hg s
a
,Vs1D_1
L k.�/ ,},.y ! 4r.:—+ .yK�.
Li pp
Tc'r
rv-iqg';F7sErr2 l,ryyf}:!�- + vx�v:S
,{•xi"'p�5.,� ah ,S S1.' y1 �, W 1 '�y �.�J;�R!� A'/i�,�ip�`'�3.z7 ,��,,}{.,r 'i.F.i. {t.8 "�i,f 4'� �e`�11',
B-T1
SPT
15
Approximate Center of New Mock-up Location
B-T2
SPT
15
Original Site; Southwest of Existing Pavement; South End
B-T3
SPT
30
Original Site; Southwest of Existing Pavement; Center
B-T4
SPT
40
Original Site; Southwest of Existing Pavement; North End
BMP-T1
SPT
15
East of New Mock-up Location
BMP-Cl
SPT .
15
Original Site; South of Existing Pavement
BMP-C2
SPT
15
Original Site; Southeast of Existing Pavement
BMP-C3
Hand Auger
10
Original Site; Southwest of Existing Pavement
BMP-C4
Hand Auger
10
Original Site; Southwest of Existing Pavement
CBR-1
SPT
10
Original Site; Southwest of Pavement Section
CBR-2
SPT
10
Original Site; South of Pavement Section
CBR-3
SPT
10
Original Site; Southeast of Pavement Section
The boring locations were established and were identified in the field by
G E T Solutions Inc. personnel by measuring from existing landmarks. The
approximate boring locations are shown on the "Boring Location Plan" attached to this
report (Appendix I, Figure 1). -This plan was developed based on the site plan provided
to G E T Solutions, Inc. by C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2.2 Laboratory Testing.
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled, and transferred to our Elizabeth City laboratory for classification and
analysis. The soil classification was performed by a Geotechnical Engineer in
accordance with ASTM D2488.
A total of fourteen (14) representative soil samples were selected and subjected to
natural moisture, 4200 sieve wash, and Atterberg Limits testing and analysis in order
to corroborate the visual classification of the recovered soils. These test results, as
well as the classification test results for the CBR bulk soil samples are presented in
Table II on the following page and are also presented on the "Log of Boring" sheets
(Appendix I1).
SgltitforSs;'Iric:�,��;

Report of Subsurface Investigation and
Geonechnice|Engineering Services (Final RFPReport)
Combat Aircraft Loading Area Expansion (Task 1)
P'171; Grow The Force Interim Facilities
New River, Comp LoJeune, North Carolina
GET Project No: ECO8'172G
Table 11 - Laboratory Test Results
iNatural
S.H.C. — Saturated Hydraulic Conductivity Test Sample
D.R. = Double Ring Test 8omp|o

0
Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description:
This project is composed of two individual sites (Trainer and CALA) located within the
vicinity of the existing runway in the New River portion of the Camp LeJeune Military
facility in North Carolina. The proposed construction sites for this project are
independent from each other and are separated by portions of the existing runway as
well as existing buildings and roadways. Additional information regarding each individual
site is provided below.
Proposed Trainer Site:
The proposed fire fighting training facility is located along the west side of the runway
perimeter road at the south end of the runway that is oriented from the north to the
south. This site is generally an open grass covered site and appeared to be relatively
level with less than 1-foot change in elevation in 50 feet.
The northernmost site boundary generally consists of an open area. The westernmost
boundary generally consists of wooded areas. The southernmost boundary generally
consists of an open area with an existing utility building and a lightly wooded area
beyond. The easternmost boundaries generally consist of the existing perimeter roadway
with the existing aircraft runway beyond.
Original Trainer (CALA) Site:
The original training (CALA) site is located along the north side of the runway perimeter
road at the south end of the runway that is oriented from the northeast to the
southwest. This site is generally an open grass covered site and appeared to be
relatively level with less than 1-foot change in elevation in 50 feet. As an exception, the
west portion of the proposed pavement expansion has existing site grade elevations
ranging from about 7 to 13 feet MSL within a 50-foot distance, which is approximately
4 feet to 1 foot below the adjacent finish.grade elevations of the existing drainage
concrete pavements. Additionally, the western portion of the site contains an existing
ditch, which is within the approximate limits of the proposed retaining wall. Within the
proposed construction limits the existing drainage ditch ranges in width and depth from
approximately 2 to 4 feet and 4 to 5 feet, respectively.
i
S6lUt1ian M ' " %

Report of Subsurface Investigation and
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
5/16/08
The northernmost site boundary generally consists of a combination of the existing
concrete pavements, a single story utility trailer, and/orbpen grass covered areas. The
westernmost boundary generally consists of a lightly wooded area with brush followed
by the runway perimeter road. The southernmost boundary generally consists of lightly
wooded area with brush followed by the runway perimeter road. The easternmost .
boundary generally consists of an existing ditch followed by an open area and a portion
of the existing runway beyond.
3.2 Subsurface Soil Conditions:
The surficial materials encountered at the boring locations were noted to consist of
Topsoil ranging in thickness from about 3 to 18 inches. Beneath the surficial Topsoil,
the subsurface soils were consistent at the boring locations and to their explored
depths. More specifically, the subsurface soils consisted primarily of very loose .to
medium dense SAND (SP, SP-SM, SM, SC-SM, SC) with varying amounts of silt and
clay. Additionally, deposits of very soft to stiff CLAY (CL, CH) with varying amounts
of sand were encountered at the location of borings 13-T1, BMP-T1, BT-4, and BMP-C1
at varying depths. A brief description of the natural subsurface soil conditions
encountered at the boring locations for each site are presented in Table III and Table
IV, included below and on the following page of this report.
Table III —. Subsurface Soil Summary: Proposed Trainer Site
AVERAGE
RANGES OF
DEPTH
STRATUM
DESCRIPTION
SPT(') N-
I
(Feet)
ALUES
Bo R s"�- BtT1lan 8M0,.1.Tz1
0 to 0.5
Topsoil
0.5 to 15
!
SAND (SP, SP-SM, SM, SC) with varying amounts
5 to 21
of silt and clay
2 to 9
IA
CLAY (CL,CH) with trace sand;
5 to 9
Boring BMP-T1 only
IL $ to 13
IB
CLAY (CH) with trace sand; Boring B-T1 only -
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot

Report of Subsurface Investigation and
Geotechnicai Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Table IV — Subsurface Soil Summary: CALA Site
5116/08
AVERAGE
RANGES OF
DEPTH
STRATUM
DESCRIPTION
SPT(') N-
(Feet)
ALUES
'�+'K `n ttir•1W'FLIe�� ""'v7 Wlsi+"
�,13or.in s:B-Tf2-throw
as- �': TT �rF -f,rh )f�jhj,'`I _ 1 �' 'YM?G`n r(-. F�..bs.'a
h,B T�4;„BMP?,.Cz1.thcou hBMPn„C4;ancIECBR.T�throu
eg �¢'.__ -. ,. �, 7"1 '�
h CBR-3
0 to 0.69
" Topsoil
0.69 to 40
1
SAND (SP, SP-SM, SM, SC-SM, SC) with varying
2 to 37
amounts of silt and clay
5.5 to 13
IA
CLAY (CH) with trace sand; Boring BMP-T4 only
2 to 5
13 to 15
IB
CLAY (CH) with trace sand; Boring BMP-C1 on(
3
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The subsurface description is of a generalized nature provided to highlight the major
soil strata encountered. The records of the subsurface exploration included in
Appendix II (Boring Log sheets) and in Appendix III (Generalized Soil Profile) should be
reviewed for specific information as to individual borings. The stratifications shown on
the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring
locations. The stratifications represent the approximate boundary between subsurface
materials and the transition- may be gradual.
3.3 Groundwater Information:
At the time of our field drilling activities, the groundwater table level was found to occur
at a depths ranging from about 4 to 13 feet below the existing site grade elevations at
the boring locations. Based on the existing site grade information provided on the
project site plans, the encountered groundwater depth correlates to elevations ranging
from approximate 4 to 12.5 feet MSL. In order to more accurately determine the
groundwater level, a groundwater monitoring well should be installed and 48 hour
groundwater readings obtained.
Perched and shallow water levels are anticipated to occur within the vicinity of borings
B-T1, BMP-T1, BT-4, and BMP-C1, during periods of heavy precipitation and/or during
the "Wet" season throughout the project site: This is anticipated to occur as a result
of the surficial and/or shallow subsurface CLAY (CL, CH) soils acting as a restrictive
soil layer and allowing excessive moisture to accumulate within the overlying granular
soils.

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171, Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Groundwater conditions will vary with environmental variations and seasonal
conditions, such as the frequency and magnitude of rainfall patterns, as well as man-
made influences, such as existing swales, drainage ponds, underdrains, and areas of
covered soil (paved parking lots, side walks, etc.). It is estimated normal seasonal hi h
groundwater level will fluctuate within 2 feet above t e current levels. We recommend
tha t e contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on this project, if needed.
4.0 EVALUATION AND RECOMMENDATIONS
Generally, the proposed expansion of the concrete pavements and construction of the
"Gabion" retaining wall within the west portion of the original training site (CALA) is
anticipated to require surcharge fill to pre -consolidate very soft CLAY (CH) soils that
were encountered at an approximate elevation of 3.5 feet MSL. The height and
duration of the surcharge fill process should be more accurately determined following
the completion of additional analysis.. Additionally, given the anticipated location of
the retaining wall and the existing site grade elevations within this area, foundation
improvements in the form of undercut and backfill with suitable structural fill is
anticipated to be required in order to develop the required bearing capacity
(preliminarily noted herein) along with global stability.
4.1 Clearing and Grading:
The proposed construction areas should be cleared by means of removing the surface
vegetation, associated root mat, and topsoil, where encountered. It is expected that a
cut ranging from approximately 3 to 18 inches below existing grades will be required
to remove the majority of the surface organic materials, where encountered. This cut
is expected to be deeper in isolated areas to remove deeper deposits of organic soils,
which may become evident during the clearing.
The granular subsurface soils encountered at the location of CBR-1 to a depth of about
2 feet below existing site grade elevations was noted to contain trace amounts of
organics. Accordingly, these soils should be further evaluated in the field during the
subgrade preparation procedures to further determine their suitability to remain in -place
for pavement support. Additional information regarding the subgrade evaluation
procedures is provided in Section 4.2 of this report.

Report of Subsurface Investigation and 5/1610B
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
The subsurface soils (CLAY; CL or SAND; SC, SC-SM) recovered at the location of
borings B-T1, BMP-T1, CBR-2, and CBR-3 typically contained appreciable amounts of
fines. Also, the current (natural) moisture contents of the surface soils at the explored
locations were tested to be near or in excess of their optimum moisture. Accordingly,
combinations of excess surface moisture from precipitation ponding on the site and the
construction traffic, including heavy compaction equipment, may create pumping and
general deterioration of the bearing capabilities of the surface soils. Therefore,
undercutting to remove very soft soils may be required. The extent of the undercut
will be determined in the field during construction, based on the outcome of the field
testing procedures (subgrade proofroll).
Furthermore, inherently wet subgrade soils combined with potential poor site drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should
be performed during a dry season if at all possible. This should minimize these
potential problems, although they may not be eliminated. The project's budget should
include an allowance for subgrade improvements (undercut and backfill with select fill
or Aggregate Base Course material). 0
Control of surface water is very important to the successful completion of the
proposed construction. The contractor should plan his grading activities to control
surface water and minimize erosion of exposed cut or fill material. This may include
constructing temporary berms, ditches, flumes and/or slope drains to intercept runoff
and discharge it in a controlled fashion, while complying with state and local
regulations.
The project's budget should include an allowance for subgrade improvements
(undercut and backfill with select fill). It is recommended that the clearing operations
extend laterally at least 5 feet beyond the perimeter of the proposed construction area.

11
Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
4.2 Subgrade Preparation:
Following the clearing operation and prior to site grading or any fill placement, the
subgrade soils should be evaluated by G E T Solutions, Inc. for stability. Accordingly,
the subgrade soils should be proofrolled to check for pockets of soft material hidden
beneath a crust of better soil. Several passes should be made by a large rubber -tired
roller or loaded dump truck over the construction areas (where possible), with the
successive passes aligned perpendicularly. The number of passes will be determined in
the field by the Geotechnical Engineer depending on the soils conditions. Any pumping
and unstable areas observed during proofrolling (beyond the initial cut) should be
undercut and/or stabilized at the directions of the Geotechnical Engineer.
During the subgrade evaluation process a series of test pit excavations and/or hand
auger borings should be performed within the- vicinity of boring CBR-1 (at the
discretion of the engineer) to further evaluate the subgrade soils and to determine their
suitability to remain in -place for pavement support. The depth and location of this
additional exploration should be determined and observed in* the field by the
Geotechnical Engineer.
Fallowing the proofroll and approval by the engineer, it is recommended that, within
the construction areas, the natural granular soils where encountered below stripped
grades should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557), as tested to a depth of 12-inches,
where possible. This densification will require the use of a large vibratory roller.
4.3 Structural Fill and Placement:
Following the proper compaction and approval of the natural subgrade soils by the
Geotechnical Engineer, the placement of the fill required to establish the design grades
may begin. Any material to be used for backfill or structural fill should be evaluated
and tested by G E T Solutions, Inc. prior to placement to determine if they are suitable
for the intended use. Suitable structural fill material should consist of sand or gravel
containing less than 20 percent by weight of fines (SP, SM, SW, GP, GW), having a
liquid limit less than 20 and plastic limit less than 6, and should be free of rubble,
organics, clay, debris and other unsuitable material.
5olutioris In" c;`�,

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Faciiities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
All structural fill should be compacted to -a dry density of at least 95 percent of the
Modified Proctor maximum dry density (ASTM D1557). In general, the compaction
should be accomplished by placing the fill in maximum 10-inch loose lifts and
mechanically compacting each lift to at least the specified minimum dry density. A
representative of G E T Solutions, Inc. should perform field density tests on each lift as
necessary to assure that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of
structural fill (as described above), and should be compacted to at least 95 percent of
ASTM D1557. This fill should be placed in 4 to 6 inch loose lifts when hand
compaction equipment is used.
Care should be used when operating the compactors near existing structures to avoid
transmission of the vibrations that could cause settlement damage or disturb
occupants. In this regard, it is recommended that the vibratory roller remain at least
25 feet away from existing structures. These areas should be compacted with the use
of a roller under static operations to a distance no closer than 10-feet from any
existing structure. Areas of 10 feet or closer to existing structures should be
compacted with the use of small, hand -operated compaction equipment.
4.4 . Use of On -Site Excavated Soils as Structural Fill Material:
The surficial and/or subsurface soils encountered at the boring locations, which were
generally noted to consist of SAND with varying amounts of silt (SP, SP-SM, SM) may
potentially be used as structural and/or pavement select fill material, provided they are
properly dried, placed, and compacted. Based on the visual and laboratory
classification test results, these soils appear to meet industry standard characteristics
of typical structural fill material. Additional information regarding suitable structural fill
material is provided in Section 4.3 of this report. For optimum grading and
compaction, these soils should be stockpiled separately from the soils previously
identified (SC-SM, SC, CL, CH), and/or Topsoil, when encountered. The Geotechnical
Engineer should perform additional classification tests (natural moisture and 4200
sieve analysis) on any soils proposed to be used as structural fill for verification
purposes.
S61ad inMc Rm

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp Le.leune, North Carolina
GET Project No; EC08-172G
4.5 Gabion Retaining Wall Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are
properly performed, the proposed retaining wall can be supported by shallow spread
footings bearing over firm natural soil or well -compacted structural fill material. The
footings can be designed using a net allowable soil pressure of up to 1500 pounds per
square foot (psf).
Foundation improvements in the form of undercut and backfill are anticipated to be
required in order to remove the very soft CLAY (CH) soils as encountered at the
location of boring B-T4 (northwest portion of CALA pavement expansion). The
undercut is anticipated to require an excavation extending to an elevation below the
groundwater level and will likely require de -watering. The depth and location of the
foundation undercut, if necessary, should be determined in the field by the
Geotechnical Engineer. The resulting excavations should be backfilled with suitable
select fill material as indicated in Section 4.3 of this report.
These cohesive soils, where allowed to remain in -place within the sloped embankment
and pavement areas, will likely result in perched water levels during the "wet" season
and/or periods of heavy precipitation. Accordingly, a foundation under -drain system
within the vicinity of the retaining wall may be required. Should a foundation under -
drain system be incorporated in to the retaining wall design, hydrostatic pressures may
be reduced.
4.6 Foundation Excavations:
Following the undercut and backfill procedures, where required, and immediately prior
to reinforcing steel placement, it is suggested that the bearing surfaces of all footing
and floor slab areas be compacted using hand operated mechanical tampers, to a dry
density of at least 95% of the Modified Proctor maximum dry density (ASTM D 1557)
as tested to a depth of 12 inches, for bearing capacity considerations. In this manner,
any localized areas, which have been loosened by excavation operations, should be
adequately re -compacted.
In addition to compaction testing, hand auger borings with Dynamic Cone
Penetrometer (DCP) testing should be performed within the base of the foundation
excavations to ensure that the footing bearing soils are suitable for foundation support.
Soiutians,��'�

Report of Subsurface Investigation and 5/16/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171, Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Soils exposed in the bases of all satisfactory and remedied foundation excavations
should be protected against any detrimental change in condition such as from physical
disturbance, rain or frost. Surface run-off water should be drained away from the
excavations and not be allowed to pond. If possible, all footing concrete should be
placed the same day the excavation is made. If this is not possible, the footing
excavations should be adequately protected.
4.7 Retaining Wall Foundation Settlements:,
It is estimated that, with proper site preparation (as previously presented), the
maximum resulting total settlement of the proposed building foundations should be up
to 1 to 2 inches, pending the outcome of the surcharge program.
The settlements were estimated on the basis of the results of the field penetration
tests and laboratory analysis. Careful field control will contribute substantially towards
minimizing the settlements.
4.8 Below Grade Structures:
In order to reduce the magnitude of lateral loads being applied to below grade walls
and to promote positive water drainage, it is recommended that a granular backfill be
placed directly behind the retaining wall and extend laterally back from the wall a.
minimum distance of five feet. These granular soils should be a relatively clean, free
draining granular material (sand) classified as SP-SM or better, containing less than 12
percent passing the No. 200 sieve (0.074 mm). The compaction of the select backfill
soils behind the wails should be 95 percent of the Modified Proctor maximum dry
density (ASTM D1557). The soils in this zone should not be over -compacted. In order
to minimize the potential for wall damage due to excessive compaction, hand operated
mechanical tampers should be used to compact the granular materials. Heavy
compaction equipment should not be allowed within five feet of the retaining wall.
With regard to the design of the structure's walls to resist lateral earth pressures, the
following estimated soil parameters can be used:

Report of Subsurface Investigation and
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171, Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
5/16/08
2 31 r Y 7i^d r �' �, s:r
, � � j' ` {� r:,Y '� '
i.• w^ �
�-n'Site,
EarthPressu erer @oefflcrent�a
l,'i1� —Y".17R^9i ....,w
Seleet B,ackflfl a d'
� JF' 47L' vJ��.�i
llfatural�-
(SPSPp'{�ti
SNf'
i �ygc'a'iB.
� Natural Sy u�bsurfa
l ... u
AY (CH)
p ``
Total Moist Unit Weight
(Ww; lbs/ft3)
115
120
Coeff. of At -Rest Soil Pressure (Ko)
0.53
0.86
Coeff. of Passive Soil Pressure (K)
2.77
1.32
Coeff. Of Active Soil Pressure (Ka)
0.36
0.76
Angle of Internal Friction (}
28"
8°
Cohesion (c; psf)
0
300
Retaining walls should be sized with considerations given to the hydrostatic pressures.
These pressures should assume the water table to occur near the ground surface.
Also, the wall's foundation (base) should include a heel to be sized by the Structural
Engineer, in order to enhance wall stability by increasing the resisting overturning
forces. Should a foundation under -drain system be incorporated in to the retaining wail
design, hydrostatic pressures may be reduced.
4.9 Pavements:
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging
from 9.1 to 15.1, having an average of 12.5. The average soaked CBR value was
multiplied by a factor of two-thirds to determine a pavement design CBR value. The
two-thirds factor provides the necessary safety margins to compensate for some non -
uniformity of the soil. Therefore, a CBR value of 8,4 should be used in designing the
pavement sections. A summary of the CBR test results and the moisture density
relationship curves (Proctors) is provided in Appendix IV.
In preparation for a stable subgrade support for the pavement section, the following
construction steps are recommended:
MENNEN
l:
S61adons inc7';�`�9

Report of Subsurface Investigation and
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp Le.Jeune, North Carolina
GET Project No: EC08-172G
1. Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded
dump truck or 7 to 10 ton drum roller to check for pockets
of soft material hidden beneath a thin crust of better soil.
Any unsuitable materials thus exposed should be removed
and replaced with a well -compacted material. The
inspection of these phases should be performed by the
Geotechnical Engineer or his representative.
2. , If excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these
weak areas can be stabilized by means of thickening the
base course layer to 10 to 12 inches and/or the use of a
Geotextile fabric (such as Mirafi 500x or equivalent). These
alternates are to be addressed by the Geotechnical Engineer
during construction, if necessary, who will recommend the
most economical approach at the time.
5/16/08
Actual pavement section thickness should be provided by the design civil engineer
based on traffic loads, volume, and the owners design life requirements. The previous
sections represent minimum thickness representative of typical local construction
practices and as such periodic maintenance should be anticipated. All pavement
material and construction procedures should conform to North Carolina Department of
Transportation (NCDOT) requirements.
4.10 Storm Wat r_P_ond
In order to aid in the storm water pond design three (3) Saturated Hydraulic
Conductivity Tests (infiltration test) and three (3) Double Ring Infiltration Tests were
performed on the subsurface soils encountered at the location of borings BMP-T1,
BMP-C2, and BMP-C4.
E

Report of Subsurface Investigation and
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Saturated Hydraulic Conductivity Tests:
6/16/08
The infiltration testing was completed by performing a hand auger boring to a depth of
approximately 7 to 10 feet at the hydraulic conductivity test locations. Following
obtaining a relatively static groundwater level reading, a second hand auger boring was
performed adjacent to the initial boring, at a distance of at least 10-feet. The second
hand auger boring was extended to a depth ranging from approximately 3.5 to 5 feet
below the existing site grade elevations, which maintained a minimum depth of 1-foot
above the groundwater level previously encountered at each test location.
Representative samples of the soils to be tested for Hydraulic Conductivity were then
obtained and sealed in glass jars for laboratory analysis, including natural moisture and
#200 sieve wash testing.
Once equipment setup and subsequent saturation of the subsurface soils to be tested
was complete, the infiltration rate of the soils was recorded at increments of either 10
ml or 100 mi. The records of the infiltration test results are included on attached
"Saturated Hydraulic Conductivity Worksheet" in Appendix V. Additionally, the field
Infiltration test results and the encountered groundwater levels encountered at the test
location is provided in Table V below. The attached "Boring Location Plan provides
the approximate test location.
Based on the results of our field saturated hydraulic conductivity testing procedures
and our experience with similar soil conditions encountered at the boring locations, as
indicated in Section 3.2 of this report, the permeability rates noted in Table V below
are provided to aid in the storm water design process.
Table V -- Saturated Hydraulic Conductivity Test Results
4`
VWL77.
Nest De Mtn
atic�
I�
=. z
Percent Silt
"Average lnfil r`a ionsTest '
`F r
Tes#�No ti
p . i -1
' i(ft,) N
oundvva er
r r � * �.
.`
�andl0rq, aY,
Re`s ltsa Ksat Values :
cm/sec.fir,� inliho
—ei .{t�
i��nA �;3
r��n`Y'
BMP-T1
4.5
10
85.0
4.51 E-06
0.006
BMP-C2
5.5
6.5
34.9
3.55E-04
0.504
BMP-C4
4.5
5.5
29.4
1.41 E-03
1.996
* = The depths noted above are referenced from the existing site grade elevations at the
boring locations at the time of our subsurface exploration procedures.
Solirtions� lra'c j

Report of Subsurface Investigation and
Geotechnicai Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
Double Ring Infiltration Tests:
6/16/08
The double ring infiltration testing was completed by excavating the test area to a
depth of approximately 1 to 2.5 feet below the varying existing site grade elevations at
an approximate distance of 10 feet to each of the previously completed boring
locations to determine the groundwater levels and/or to perform the previously noted
Saturated Hydraulic Conductivity Testing. Representative samples of the soils to be
tested for infiltration were then obtained and sealed in glass jars for laboratory
analysis, including natural moisture and #200 sieve wash testing.
Once equipment setup and subsequent stabilized water level was obtained between
the inner ring and the annular space between the inner and outer rings was obtained,
the volume of water infiltrated into the soils was recorded at increments of very 15
minutes for the first hour, every 30 minutes for the'second hour, and once for the final
hour. The volume of water used during each time interval was recorded and used to
determine the infiltration rate of the shallow subsurface soils at each test location.
Based on the results of our field double'' ring infiltration testing procedures and our
experience with similar soil conditions encountered at the boring locations, as indicated
in Section 3.2 of this report, the permeability rates noted in Table V below are
provided to aid in the storm water design process.
Table V — Double Ring Infiltration Test Results
-
F'1 USL
Test�DePth
! 7' "5. h
}��€t ��-Groundwater;r�
t�•
112�u
Static
�a ��
�•5Y L..�JL-ti L .A l'�
z
` ;'Ee�el � ) M"Wr
P ercentS,EIti0�
t� 7 u7J t�.'� ,'�
and/orrCla
fiiE.
Average lnfltration Test+
�v°�y� �'����
5' p� ""Yf '�In i#' I t
Results KsaC Uafues ' -
'—- .— �i )
inlhour'
/sec ts M .)
BMP-T1
1.5
10
24.5
5.29E-04
0.750
BMP-C2
2.5
6.5
19.9
9.10E-04
1.290
BMP-C4
1.5
5.5
5.
1.05E-02
14.882
* = The depths noted above are referenced from the existing site grade elevations at the
boring locations at the time of our subsurface exploration procedures.
5alititians;lr►c-�c'�° s,

Report of Subsurface Investigation and 5116/08
Geotechnical Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: ECOS-172G
Based on the results of the completed BMP borings and the infiltration testing
procedures, as well as our experience with similar soil conditions, the surficial and
shallow subsurface soils (CLAY) are anticipated to have significantly lower infiltration
rates than the deeper granular soils. The soil conditions noted herein and in Section
3.2 of this report, as well as their associated infiltration rates should be considered
when determining the required depth and/or size of the BMP areas.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
Perched groundwater levels are expected to interfere with excavations that extend
below a depth ranging from approximately 4 to 13 feet below existing grades, which
corresponds to an elevation ranging from 4 to 12.5 feet MSL. Dewatering to a depth
ranging from about 4 to 13 feet can most likely be accomplished by pumping from
sumps. However, dewatering below the groundwater levels may require well pointing.
Perched water levels are anticipated to occur within the vicinity of borings 13-T1 BMP-
T1, BT-4, and BMP-Cl as'a result of subsurface CL CH) deposits and may
affect construction procedures during periods of precipitation and/or the %wet" season.
Accordingly, it is recommended that the contractor determine the actual groundwater
levels at the time of the construction to determine groundwater impact throughout the
project site and at specific proposed excavation locations.
5.2 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States
Department of Labor, Occupational Safety and Health Administration {OSHA) amended
its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This
document was issued to better insure the safety of workmen entering trenches or
excavations. It is mandated by this federal regulation that all excavations, whether
they be utility trenches, basement excavation or footing excavations, be constructed in
accordance with the new (OSHA) guidelines. It is our understanding that these
regulations are being strictly enforced and if they are not closely followed, the owner
and the contractor could be liable for substantial penalties.
MENNEN "Soiwoo_�Mczwl!

Report of Subsurface Investigation and 5/16/08
Geotechnicai Engineering Services (Final RFP Report)
Combat Aircraft Loading Area Expansion (Task 1)
P-171; Grow The Force Interim Facilities
New River, Camp LeJeune, North Carolina
GET Project No: EC08-172G
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required
to maintain stability of both the excavation sides and bottom. The contractor's
responsible, person, as defined in 29 CFR Part 1926, should evaluate the soil exposed
in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation
depth, exceed those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions,
Inc. is not assuming responsibility for construction site safety or the contractor's
activities; such responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained
by.G E T Solutions, Inc, and the information supplied by the client for the proposed
project. If there are any revisions to the plans for this project or if deviations from the
subsurface conditions noted in this report are encountered during construction, G E T
Solutions, Inc. should be notified immediately to determine if changes in the foundation
recommendations are required. If G E T Solutions, Inc. is not retained to perform these
functions, G E T Solutions, Inc. can . not be responsible for the impact of those
conditions on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications
or professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should
be provided the opportunity to review the final design plans and specifications to
assure our engineering recommendations have been properly incorporated into the
design documents, in order that the earthwork and foundation recommendations may
be properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This report has been prepared for the exclusive use
of C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd. as well as their consultants for the
specific application to the Proposed Combat Aircraft Loading Area Expansion (Task 1) -
P-171; Grow The Force Interim Facilities. project located within the New River portion
of the Camp LeJeune military facility in North Carolina.

APPENDICES
1. BORING LOCATION PLAN
11. LOG OF BORINGS
111. GENERALIZED SOIL PROFILE
IV. SUMMARY OF CBR TEST DATA
V. SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
VI. CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX I -
BORING LOCATION PLAN

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APPENDIX H -
LOG OF BORINGS

m
GET
srs_
•+;� ,�.;.r�•�F.
BORING LOG
B-T1
PROJECT: Combat Aircraft L 6adinp Area Ex ansion Task 1
CLIENT: C. Allan Bamforth Jr.
PROJECT LOCATION: New River, North Carolina PROJECT.NO.: ,. ECO8-172G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20.5' MSL
DRILLER: Fishburne DrillingInc. _ LOGGED BY: P. Lankford, EIT
DRILLING METHOD:, Mud Rota(Wash).DATE: 4-8-08
DEPTH TO WATER- INITIAL": 13' AFTER 24 HOURS: 4.' CAVING> fl.
j
m
N
�
a
v
ra "
Description
m
E
m y
E
1d.F-
40�
o
m a
a
j
C)
V
TEST RESULTS
Plastic Limit H Liquid limit
Moisture Content- o
N-Value -
10 20 ' 30 40 50 60 70
zo
0
0
6
B
12
g
955.1
is
8-inches of TOPSOIL
1
24
ss
2
3
q
c
_ .:
.
Tan'. moist, Silty Fine SAND (SM), loose
.fipiz�
2 Tan -Gray, moist; Clayey SAND (SC), loose to medium dense2
Mottled Gray -Reddish Tan from 4-feet
Tan -Gray ffonl.fi-feet
'
"•" '
24
ss
a
2
3
24
ss
s
s
8
4
24
.ss'
q
4
.q
.. .. 8
Mottled Gray. Reddish Tan, moist. Fat CLAY.(CN) medium stiff
..
:"'•
rr.�r
5
24
ss
q
4
4
4
10
10
s
16
ss
7
17,
Tan; wet„poorly graded fine to, medium SAND (SP-SM) with silt to
oil raded fine to.medium.SANd SP medium dense
s
Boring terminated alas ft:.
0
20
•10
35
15
Notes: SS = split Spoon Sample
ST = Shelby Tube Sarnpie
HA = Hand Auger Sample
BS = Bulk Sample
ainuarlWetpr n mpy rf f he i i in r r pvp -wo- a
PAGE 1 of 1. . Standard Penetration_ Tests were performed in the field in general accordance with ASTM D 1586.

GET
-
c a:•a�M� � •r h�
BORING...LOG
B-T2
PROJECT. Combat Aircraft Loading Area Ex ansion Task I
CLIENT: C. Man Bamforth Jr.
PROJECT LOCATION:. New River, North Garbling PROJECT NO.: .: ... EC08-172G .
BORING LOCATION: See Attached Bodriq Location Plan SURFACE ELEVATION: 14.5' MSL
DRILLER: Fishburne Drillin Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary(Wash) DATE: 5-7-08
DEPTH TO WATER - INITIAL`: -V ' 5.5' AFTER 24 HOURS: � ._ CAVING .L 9'
N
ADO
m ;,
Eaw
Description
2
t9
n
z
cn
a >
m
rn�cn
Q 41
3
m a?
z
o
v
a
TEST RESULTS
Piastic 1-knit H, Liquid Limit
Moisture Content - o
N-Value -
10 20 30 40 50 60 70
e
e
12
8
8
3
12
18-inches ofTOPS 01L:
1.5
.....
1
24
ss
6.
s
:.. .::.
=
'
....... _- .-.
'
-
Lighl.Tan, moist, poorly:graded fine to medium SAND (SP); mediti
dense
2
24
ss
s
a
4,
7
z
Tan, moist to''wet, Silty fine SAND (SM), very loose to medium
dense
Wet.frorn 5;5-feet
5
3
24
ss
4
a-
a2.
r
..2
A2
Tan Reddish Tan, wet, Silty fine SAND (SM) to poorly graded fine to
medium SA-SM)'with silt, very loose,
1B
5s
a
2
2.
5
Dark Gray, wet Silty flee SAND (SM) with Cemented Sand, Marine
Shell Fragments and.trace clay, medium dense
i
8
6
'24
ss:
0
o:
Boring terminated at 15.ft..
5
..
a.
25
to
is
so
35
Notes: SS = Split Spoon Sample
.ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
7�,q initial cy(oundwater rpadihoa 1. P = W�jnhl of P
PAGE i of 1 Standard Penetration Tests were performed in the 61d in general accordance with ASTM D 1586•

GEC
PROJECT: Combat Aircraft Loading Area Expansion Task 1
fR.
CLIENT: C. Allan Bamforth Jr,
PROJECT LOCATION: New River, North Carolina PROJECT NO.:.,. ECOB-172G
xd �t� •ERrf�arnn •,re r
BORING LOCATION: See Attached Boring yLocation Plan _ SURFACE ELEVATION: 11,0' MSL
BORING LOG
DRILLER: Fishburne Drilling Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary((Wash) DATE: 5-7-08.
B-T3
DEPTH TO WATER -'INITIAL*: 6' AFTER 24 HOURS: v CAVING f. 22'
c
q
q
4
a d
a>
n m
3 fF
o
TEST RESULTS
Plastic Limit !-1, Liquid limit
.J
a'r u7
o JE_
� w
Description
m
m
m F
in c?
V
Moisture Con ten(- e
Lu
C7
N .
cn �
LO
Z
o
N-Value - / l
10 20 30 40 5D 60 70
0
0
9
,o
14-inches of TOPSOIL
:
1:
24
ss
2
5
Tan, moist, poorly graded'fine to,medlbm:SAND (SP); loose:
6
6
Tan -Gray, rtr6isl to wet; Silty fine SAND (SM), medium dense
2
24
ss
5
t0
3
--
s'
3
24
ss
a
a
z
Wettfrom 6-feet,
-
3
4
24
ss:
4
8
Tan-Gray,,wet,: Silty fine SAND (SM) wllh !race clay and trace:
organics; very loose'
? i
5
14
ss
z
3
=
so
:::::
2
M.
-ray=Tan, wel,,Silty fine SAND'(SM) to poorly graded fine to modiu
SAND (SP-SM) with silt, with -Marine Shell Fragments,:Veryloose to
6
18
ss
2
t
2
medium dense
3
5
6
:c
18
a
t2',
6
0
ii
7
11
23
Gray -Tan; wet; Silty;fin6SAND (SM), medium dense
8
18
ss
5
5
25
-
is
-
_15
9
,
7
9
18
s5
s
20
13.7
3D
13
Boring terminated at,30 FL
D
io
35
25
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
65 = Bulk Sample
_ PI
PAGE 1 of f Standard Penetration Tests,were performed in the Geld in, general accordance with ASTM D 1586,

GET
PROJECT: Combat Aircraft Loadinq Area Expansion Task 1
CLIENT: C' Allan Bamforth Jr.
h
PROJECT LOCATION: New River, North Carolina
PROJECT NO... ECOt3-172G
"
BORING LOCATION: See Attached Boring Location Plan
SURFACE
ELEVATION: 9.0' h75L
BORING LOG
DRILLER: Fishburne DrillingInc.
LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rota Wash
DATE:
5-7-08
B-T4
DEPTH TO WATER- INITIAL`: 5' AFTER 24 HOURS: 1� ­
CAVING>
-L 25'
oo
TEST RESULTS
c
w
c
a
Q
a
c4
Plastic Limit H Liquid Limit
W
o
o W
Description
Z
M t
in a
z
`
Moisture Content - a
in
N-Value -
10 20 30 AQ 50 60 70
a
o
8-inches of TOPSOIL
j..
2
s
.6
Tan; moist, poorly graded fine to medium SAND (SP-SM) with siIt to
:at?.
••: •-•
1
24
`ss
5•_
8
`"poorly graded fine to medium SAND (SP),-very ]ease to loose.
i r
3
Mottled Tan -Reddish Tan from 2-feat
7xrt
2
24
ss
2:
4
s
Reddish -Tap; ri,oistto iyef;Clayey SAND (SC), very loose
2
$
Wei from 5-feet1
3
20
S.S.
a
2-
�. 'IDark Gray, wet, Fat CLAY (CH), very soft to. rrieditim stiff
o
4
24
ss
2
2
2.
2
,
5
24 .
ss
3
5
10
3.
;
,s
Light Tan, wet, Silty fine SAND (SM) with Cemented Sand and
Marine Shell Fragments, dense
cli
6
24-
ss
15
31
18
i
5.
,o
Gray -Tan, wei,'Siityline SAND (SM),.loose'fo dense
7
20
ss
5"
10
si
20
4
5
1
8
18
ss
s
14
-
25
e.
"•20
9
24
ss
9
20
30:
13
,0
9
-75
10
20
ss
tD
19
35
13
Notes'
SS Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
•7' P fnifiat r -racarYinn m2y r?r)f he inrfirfthepr level,
PAGE 1 of,2 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

a
GET
" r
�A>K+9 .1•rri ro�.=„eI. rw=nr.
LOG OF BORING
ppt� Itl
No. B-T4
PROJECT:. Combat Aircraft Loading Area Expansion (Task i) PROJECT NO.: EC08-172G
CLIENT:' C. Allan Bamforth Jr.'
PROJECT LOCATION: New River, North Carolina
LOCATION: See Attached Boring Location Plan ELEVATION: 9.0' MSL
DRILLER: Fishburne Drilling inc. _ LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rota Wash DATE: 5-7-08
DEPTH TO - WATER> INITIAL; $ 5' AFTER 24 HOURS: CAVING> S. 25'
j r
m
uj
¢ ?'
�w
a m
�w ,�
Description
Q'
�:
a'o
m Z
a
¢
m F
a
TEST RESULTS
Plastic Limit H Liquid Limii
Moisture Content - o
N-Value -
11) 20 30 40 50 60 70
30
12
With Cemented Sand and Marine Shell Fragments from 38-feet
37
r
9
'
11
20
ss
14
20
18
�0
Boring terminated at 40.ft
"35
45
•40
50
�5
55
16
so
60
r-5
2P
72
65'
'
70
-65
Not S: SS = Spill Spoon Sample
AG 2 of 2 Standard Penetration Tests were performed in the held in general accordance with ASTM D 15W =Shelby Tube Sample
HA = Hand Auger Sample
85 = Bulk Sample

GET.
'
cn d,.F.zr�.m�r.r as
BORINGLOG
N
BMP-T 1
PROJECT:. Combat Aircraft Loading Area Expansion Task 1
CLIENT: C. Allan Bamforth Jr.
PROJECT LOCATION:. New River, North Carolina PROJECT NO::... .. -ECDS-172G
BORING LOCATION: See Attached Boring Location Ffan SURFACE ELEVATION: 22.5' MSL
DRILLER: Fishburne Drilling Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rota Wash DATE:
DEPTH TO WATER- INITIAL'": -V- 10' AFTER 24 HOURS:' � � CAVING>' L
° r
w Lj
S
o
Description
C
z°co
a>
a m
� in
m a
m
ov
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- o
N-Value -
10 20 30 413 50 60 70
Q
o
B
g
8
9
zi
24.tQ
5
4-inches of TOPSOIL
3
1
24
5s
z-
3
4
_
)
,t.
' b •;._ .:
r
'
-_
- '
Gray -Tan; moist, Silty Time SAND (SM), loose
26
Monied Gray -Reddish Tan,irioist,.Faf CLAY (CH)„"medium. stiff:
2
24
ss
3'
a
5
3
24
ss
4
4.
4
Mottled Gray -_Reddish Tani, moist, Sandy,Lean CLAY (CL),;inediiim
- . .stiff to stiff. ..
4
24
ss
4
4
4.
15
$
24
ss
3
4�
$
1a
Reddish Tan Gfay, moist to wet, Clayey SAND (SC), foo_se'
4
13
Tarr Wet,,poorly graded tine to medium�SAND (SP-SM) With. silt to
poorly graded {ine to, medium SAND (SP), medium dense
_,
f ' i i
r 1 "
6.
1a
ss
10
,1' 17
Boring ,terrriinated at 15.ft.
6
a.
8
25
30
a'
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*Tho fi f r ra i ;—A i Yi _ f 1h? I n P 1 = ' 1 r
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GEC"
PROJECT: Combat Aircraft Loading Area Expansion STask 1)
(--,�hxt. T,.7
BGRING LOG
pq
BMP-Cl
CLIENT: C. Allan BamfD6 Jr.
PROJECT LOCATION: New River, North Carolina PROJECT NO.:.. ECOB-172G
BORING LOCATION:. See Attached Baring Location Plan SURFACE ELEVATION:, 18.0' MSL
DRILLER: Fishburne_Drilling Inc. _ y LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rota Wash DATE: 4-8-08
DEPTH TO WATER- INITIAL`: -V, 13' AFTEk 24 HOURS: -3� CAVING> L-
o
v}
w
w
o
a
a w
Description'
o
.2
a.
ro
[7
2
o
m z
cn
a1
a
m
Lo
d. N
E>
cn
N c'O
;
—�° a?
�,
:
m
z
o
N
v
o
TEST RESULTS
Plastic Limit l-t Liquid Limit
Moisture Coritent- o
N-Value -
10 20 30 40 50 6D 70
n
D
11
8
8
13
3
—
3-inches of TOPSOIL.
?
E
1
18
ss
4
6
7
.2
Tan -Gray, moist, Silty fine SAND (SM), loose to medium dense'
Gray -Light Gray from.2-feet
2
8
ss
4=
a
G.
15
y
$
4
Very light Gra moist, poorly
ry 'g. y, P y graded fine to.medium.SAND (SP-SM)
With silt to poorly graded fine to medium SAND (SP), loose
•�•"� t �
r ]:t1:
4:r f i
3
24
4,
a
4-
10
Ligh_.. ..
t Gray moist, Silty fine SAND (SM) to poorly graded fine to
medium'SAND (SP-SMy with silt, loose to medium dense.
_
4
18
ss
4
3
5.
S.
iD
5
16
Ss
7.
6
7
a
6
24
1
ss
z
2
5'
1a
Dark Gray, tivet. Fat CLAY (CH), softi
15Iq
Boring lerminali:d at.15 ft:..
s
a
20
5,
.10
s
25
10
30
-15
35
Notes-. SS = Sptlt Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'rhP.ingial pprTmdwater .�! a of thn vatircroundwafor levmf.- Pr
PAGE 1 of 1, Standard Penetration rests were performed in the field in general accordance with ASTM D 1586.

0
GET
®RIptG LAG
Bf�n�+ �i P-C2
PROJECT_: Combat Aircraft Loading Area Expansion Task I
CLIENT: C, Allan Barrforth Jr..
PROJECT LOCATION: New River, North Carolina PROJECT NO: ECO&172G
BORING LOCATION:- See Attached Boring Location Plan SURFACE ELEVATION: 20.5' MSL
DRILLER: Fishbume Driilin Inc. LOGGED By, P. Lankford, EIT
DRILLING METHOD: Mud Rota Wash BATE: 4
DEPTH TO WATER - INITIAL*: U: 13' AFTER 24 HOURS: _ CAVING>
J
w
Q
a y
o m
DBSCfIpti0i1
a
a
a o
z
m
R 7q
n
m
z
o
.`
TEST RESULTS .
Plastic Limit H. Liquid Limit
Moisture Content - o
N Value
o
11
s
11
18
4
2
10' 20 30 40 50 60 70
8-inches of TOPSOIL
6
':
T
1a
ss
3
fi
t ':
"
b
r.•
.. .,
-
.
Gray -Tan, moist, Silty fine SAND (SM) with trace small roots, loose
io medium dense
Tan from 2-feet;
Wtiled-Tan-Light Gray from 6-feet
2
2a
SS
3
4.}:
s
z'
5
3
24
, ss
6
7'
4
24
ss
14
5
t 8
ss
7
10
4
is
Gray, wet; poodygratled fine to.meditati SAND (SP-SM) with silt to
poorly graded fine to medium SAND (M,,,very• loose
!*.i
rr.n:
6
24
ss
3,
5
Boring ter rinated aL75 ft.
0
g
25
5
30
-1D
to
35
15
Notes: SS = Split Spoon Sample
ST = Shethy Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
•The in;IW nrnnnrlwatPr r?ndinn may not he indirml va of ihA,statir umurldwaterlHVE%' .
PAG1= 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

O
GETPROJECT:
Combat Aircraft Loading Area Expansion (Task 1)
CLIENT: C. Allan Bamforth Jr:
�k,* K.1•t��;or..,3r•r.
BORING LOG
pA
BMP-C3
PROJECT LOCATION: New River, North Carolina PROJECT NO.: EG08-172G
BORING LOCATION: See Attached Boring Location Pian SURFACE ELEVATION:. 9.5' MSL
DRILLER: B. Gallop T LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger _ DATE, . 4-29-08�
DEPTH TO WATER - INITIAL": 4' AFTER 24 HOURS: CAVING> L 5'
c s
>
m
a J-E
a-�
w
❑
Description
C
�
a o
E 7E
a i
�
m
a 6
E
W
;
Q to
m n
,—��
o
`
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- o
N-Value -
10 20 30 40 50 60 70
o'
0
8-inches of TOPSOIL
. s
-
-
Gray -Tan, moist to wet, Silty fine SAND (SM) to poorly graded fine t
medibm SAND (SP-SM) with silt, loose to medium dense:
Reddish Tan from 4-feet
Wet.from 4-feet
5
5
Boring terminated at 7 ft:
.0
10
4
15
5
B
-' 16
20
25
_20
30
to
-25
35
ST = Shelby Tube S
Notes: SS = Splil Spoon SaLo.,
HA= Hand Auger S
BS =Bulk Sample .
' i i r i nt o f it i r r. st Fr- r r r! o -
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with AS TM D 1586,

GEC
r�.:•u=+mw.r�:�
BORING LOG
p�pp
BM P-C4
PROJECT: Cornbat Aircraft Loadin Area Ex arision (Task]):
CLIENT: C. Allan Bamforth Jr,
PROJECT LOCATION: New River, North Carolina PROJECT NO.: EC0$-172G
BORING LOCATION: See Attached Borin Location Plan SURFACE ELEVATION: 15.5' MSL
DRILLER:. B. Callo LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: _ 4-29-08
DEPTH TO WATER - INITIAL": 4� 8' AFTER 24 HOURS: CAVING> -L. 10'
> �'
w�
n E
ra
o
Descriptipri
r
C7
a
z
rn
E. o
N�cn
W F-
10
m o U
aZ
>
a
0
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content = a
N-Value - ®.
10 20 30 40 5o 60 70
15
0
0
4,0
5-inches of TOPSOIL
a.
:f.�c(
i } .
b
-
Tan -Gray, moist; poorly graded fine to'rrledium SAND (SP-SM) with
silt to poorly graded fine.to medium SAND SP ; loose to medium
p Y 9 (. )
dense
Light Tan -Tan from '2-feet
5
Tan, moist to wet, Silty fine SAND (5M),t6 poorly graded fine_ to
medium SAND (SP-Stvl) With silt,'medium dense
Reddish Tan.from 7-feet
Wet from.8-feet
10
z
$
4
10
s
B&hg.f&minated'aI.10 ft.
.0
zo
25
30
15
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 7 Standard Penetration Tests were performed in Cho- field in generar accordance with ASTM D 1588.

GETPROJECT:
`
13®RING LOG
CF3R-1
Combat Aircraft Loading Area Expansion Task t
CLIENT: C. Allan Bamforth Jr:
PROJECT LOCATION: New River, North Carolina PROJECT NO.: ECOB-172G
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION- 13.5' MSL
DRILLER: Fishburne Drilling Inc. LOGGED BY: P. Lankford,.EIT
DRILLING METHOD: Mud Rotary (Wash) _ DATE: 4-8-08
DEPTH TO WATER - INITIAL": -'F, 8.5' AFTER 24 HOURS: -Z� CAVING -C.
c c
> N
LU
m y
o E
r
a ;,
0.2
ou
Description
L
m
m'
E z
a
E
m
a to
E
N
N,
p `v
m o
%
@
�
o
o
"
v
a
TEST RESULTS
Plastic Limit H Uquid Limit
Moisture Conferit- o
N-Value -
10 20 30 40 50 60 70
0
0
13
15
14:
6
g4
5,
4-inches of TOPSOIL:
0.3
Dark Gray, moist to wet,, Silty 6ne'5AND (SMi ),.loose to medium
dense
Mh`traoe Organics from 0.33 to.2-feet
Tan from 2-feet
Dark Gray from 4-fe'e[
Tan with clay lenses €f6m 6 to 84661:
Gra`y-Tan from 6 feet
Wet from B:5-feet '
;
1
24
ss
49
7
:.,
,
.
-.
7p
. 2
1$
'ss
s
6'
s,
2
a
3
1$
ss
6.
9
9
5
. "
T?
.4
24
ss
t0
7
5
1B
ss
7' '
3.
z
,°
Boring terminated at 101L'
0
1$
-5
-S0
20
25'
15
3°
-20
35
Notes: SS = Splil Spoon Sample
ST= Shelby Tube Sample
HA = viand Auger Sampie
BS = Bulk Sample.
—Theinit"t o f _ as A = I
PAGE 1 of 7 Standard Penetration Tests were performed in the field in general accordance with ASTM D.1586..

GET
�� ry
c o- ;• + n •�
BORING LAG
CBR-2
PROJECT: Combat Aircraft Loading Area Expansion Task I
CLIENT: C. Allan Bamforlh Jr.
PROJECT LOCATION:. New River, North Carolina. PROJECT NO ECOB-172G
BORING LOCATION: See Attached Bodnq Location Plan SURFACE ELEVATION: 16.5' MSL
DRILLER: Fishburne Drilling Inc: LOGGED BY: P. Lankford, EIT
DRILONG METHOD: Mud Rota Wash DATE: 4-8-08
DEPTH TO WATER- INITIAL*: 9' AFTER 24 HOURS: CAVING> _G
°
a]
a
a
Description
m
a o
0z
a.i
N
a °
N =
3 to
—m°. Q
m
ru
Z
o
*4
ov
TEST RESULTS
Plastic Limit H. Liquid Limit
Moisture Content - o
N-Value
10 20 30 40 50 60 70
0.
0
10
5
9
14
7
42.7
8-inches of TOPSOIL
1
24.
ss
3
5.
a
.
-
-
-
.
Tan -Gray, moist to wet, Silty, Clayey SAND.(SC-SM) to Silty fine
SAND (SM), loose to medium dense-
Light Tan -Tan from 2-feet
Tan -Gray from 8-feet,
Wet.froni 9-,feet
5
2
24
Ss
3:
33:
3'
2
3
24
ss
3?
g
10
4
18
ss
5'
j
a
5
24
ss'
a
s
2.
t0
4
Boring terminated aL.10.fC
5
15
0
25
3
10
35
-15
Notes:. SS = Split Spoors Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r Pi I argoindiggigrWDH — ==f e
PAGE f of 1 Standard Penetration. Tests were performed in the ffeld in general accordance with ASTM D 1566.

GETPROJECT:.
2
Combat Aircraft Loading Area Expansion Task 1
CLIENT: C. Allan Bamforth Jr.
~s^
c.o�c:=iw•r. �, .rtyl•r� n
BORING LOGDRILLER:
C B R-3
PROJECT LOCATION: New River, North Carolina PROJECT NO.: EC08-172G
BORING LOCATION: See Attached Soring Location Plan SURFACE ELEVATION: 18.5' MSL
Fishburne Drillinq Inc. LOGGED BY: P. Lankford, EIT
(Wash) DATE: 4--08_
DRILLING METHOD: Mud Rotary 8
DEPTH TO WATER - INITIAL'.' -:E; 7' AFTER 24 HOURS, CAVtNG> L
a c
J
wn
N
a m
E
es
rj
Description
�,
m
z
a m
m
EL y
3 CO
m a
z`
o
`'
TEST RESULTS
Plastic Limit H Liguid Limit
Moisture Content- o
N•Vatue -
10 20 30 40' 50 60 70
p
p
7
10
10
10
12
2
6-inches of TOPSOIL.
1
2g
,5
a
;
"' '
D.3
Tan -Gray, moist, Clayey SAND (SC), loose
Li ht Gray, moist to wet, 2
g _ y poorly graded fine to medium SAND (SP�
SM) with sill to poorly graded fine to medium SAND] (SP), loose to
medium dense
With medium to coarse'sand from 6 to 8 feet':
- Wet from 7-feet'
'Light Tani from
':,,-V,:
�1.r7.
xl
`r
K;(P
'�,: r r
2
18
Ss
s
5
5
7
,s
,n
3
24
ss
e
4
24
ss
s
5
5
15
ss
4.8-feet
7
Boring terminated at 10 ft.
t5'
.5
9
25
30
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = an Auger Sample
8S = Bulk Sample, .
ThP "n ' 1 rn tp ra Ln f e 'n it r l r" r e — h ( mma
PAGE 1' of 1 Standard Penelralion Tests were performed in the field in general accordance with AS TM D 1586:

KEY TO SYMBOL
Symbol. Description
Strata.symbols
Topsoil
Silty. sand
Clayey sand
f77i
Fat clay
f
Poorly graded sand
`5l:s.
with -silt
Poorly graded sand
mean clay
Poorly- graded. clayey
silty sand
MisC: S
ols
Water .table during
drilling
Depth to caving
11 Notes
I1. Exploratory borings were drilled on 478-08 using a
4'.-inch diameter continuous flight power augek.
�2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing-f eatur.es and
elevations extrapolated from the final desig'n.schematic plan.
�4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the Logs.

APPENDIX III -
GENERALIZED SOIL PROFILE

T
El EYdT10.Y
l.�'f££Y
Z � �
O 7
CA
W ur _ y
LL < O
EL> W
D. LLJ ¢ o
a U
_Nm
a W
f-� zLLJ
O
1-4
LLI
cc O
U V
e+� n w P a a Y+
✓i N
ivn s{n cP nvi
3 E
•'E
H�
i
2�
N
NI v�i W W �'fv vP
ID ••
I
T
U
m
fjf
I
.
#iEI
v
N
v
i
C n
a O
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a
LL a 3
i
_
.rght N! A'Of1F-.i373

_ -J_KEY TO SYMBOLS
Symbol. ,Description
Strata symbols
Topsoil
Silty Sand.
Clayey Sand
r T/� Fad: Clay
Poorly` graded Sand
wi.th�. Silt.
Leazi, Clay
M .
Misc. Symbols
Wder table°,during a
drilling,
i. Exploratory borings; were arilie.d on..4-8-Q8. using a
41-inch.-diameter continuous flight power auger:
1 2. No free water' was. encountered at the time of drilling or'
when -re -checked the.following day.
I3. Boring locations were taped from existing features and
ielevations extrapolated from the final design schematic plan.
�4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logo.

LIJ
LLI
LU
LL
0 L5
LL
;gym W -�
VC) >� LU
0
.........
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coo N
cs u
z 0
_j
<
LJ
z
� b
..........
P-4
00 L)
U.
......... .. .............
.. .................
............ . ......... ...........................
............
..........
'P ........... .... ..... ....................
................ ............
* t .................
ri
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.......... ....... ...................... ...... ...........
IL LA 0. 3 L)

6 q-
t.'cerr rran� ry
FF�r
P
ti 6
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FIM
1333 A7 NO11Yd373
'

KEY TO SYMBOLS
Symbol Description
Strata symbols
.,° Topsoil
JY
Poorly graded'Saad
Silty Sand
Poorly graded Sand
with Silt
Clayey Sand
Fad Clay
Silty Cl.ayey' Sand.
Misc.
Svmbols
sz _ Water table during
drilling. .
I1. Exploratory borings were drilled on 4-$-08' using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re=checked the following day.
I3: Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
I4. These logs are subject to the limitations, conclusions, and
Ij recommendations in this report.
5. Results of tests conducted on samples recovered are: reported
on the logs.

APPENDIX IV -
SUMMARY OF CBR TEST DATA

v
SUMMARY OF CBR TEST DATA
Semple
Number
CBR-1
CBR-2
CBR-3
Sample Depth
1 to
1 to
1 to
(ft.)
2-feet
2-feet
2-feet
Unified Soil
Classification
SM
SC-SM
SC
Syipbol
AASHTO'
Classification,
A7-4(0)-
A4(0)
A74(0)
Symbol
Nkbeai
Moisture
11.0
9.0.
7.0
Content
A terlaerg
Limits
NP
21/ 4/Z
22/1418'
L/PL/PI
%:;Passing
36.0
42:7
'45.0
#200 Sieve.
Maxim'urri
.D�y
Density,'pcf°
1 11.6;
i 09.5
11 5:2
Optimum
Mo1sture.% ,.
1 1,.5
12 S
i D.8:
SoakedCBR
15.1
13.4
9.1.
Resiliency,
Factor .
31.0
2`.5
2.5
Swell.%
Q:00
0.40
0.80
Project; Combat Aircraft Loading Area Expansion (Task 1.);
Project No: EC08-172G
Client: C. Allan Barnforth Jr.
Date: Mav 14, 2003

Moisture Density Reiati.ons.hip (Proctor Curve)
118
I
I'.
1 1
11
1
I
1
I
I
1
71
7171
1
?
11$
I
I
ZAV for
2.7
1'14
Ar
I
I
I
I
_
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,
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I
1 •
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I !
1
I
110
:...
I
.f:...
I
,
I.
1
III
I.1
_I.I
I
77
108
!
I
5 7 9. 11, 13 15 1.7
Water•con(6nt,
Test specification: ASTM D 698-00a Meihod A Siandard:
Elev/
Depth
Classification
Nat.
Moist:
Sp.G.
LL
PI
No.4
-No_200
USCS
AASHTO
1-2 ft:
SC'
A11(0)
7
22
8
0.0
45
TEST RESULTS'
MATERIAL DESCRIPTION.
Maxiinuin dry density = 115.2 pcf.
Optimum moisture = 10.8 %
Tan, Clayey SAND
Project No. ECOS-172T Client: C. Allan Bamforth, 1r.
Project: CALA Expansion & ARFF Trainer Relocation
o Location: CBR-3 (See Plans)
Remarks:
C13R-3
Sample Obtained 4/8/08
Soaked CBK Value=9.1
Resiliency.Factor=-2.5; Swell=0.8%
Figure 3
Moisture Density Relationship (Proctor Curve)
GET SenLUioMNS IN .

I
Moisture Density relationship (Proctor Curve)
114 1I
I
I
I
I
I
I
I
I
I
I
I
I
II
I
I_
I
-
I
I
I
112
I
I
I
I
I
I
IIII
�
y
WW
1013
I
I
106
d.
I
I
i
I
I
104
!
3.5
6.0
15; 11.0 13.5 -16.0
18.5
Water content; %
test specification: ASTM'D 698-60a Method A Standard
7AV for
Sp.G.
2.7
Elev!
Depth;
Classification
Nat,
Moist
Sp.G.
LL
PI
% >:%<
No.4.
No.200
USCS
AASHTO
1-2 f.
SM
A 4(0)
11`
NP.
NP-
off
36'
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 111.6 pcf Brown, Silty SAND
Optimum moisture = 11.5 %
Project No. ECOS-172T Client: C. Ailan Barnfarth, Jr. Remarks:
Project: CALA Expansion & ARFF Trainer Relocation CBR-1
Sample Obtained 4/8/09
o Location: CBR-1 (See Plans) Soaked CB Value=15.1
ResilinccyFactor=3:0; No Swell
Moisture Density Relationship (Proctor Curve))
GET SOLUTIONS, ANC. Figure 1

Moisture Density Relationship (Proctor Curare)
113
I
I
I
I I
I
I
I
I
I
111
i
I
I
I
I
I
I
I
I I
for
P G.
!
f
I
I
I
I
2.7
I
I
-
,
109
11
i1TI
I.
is I
.
-17
U
a
7;
—
Nk7
I
.
I
I
107
l��
f
.A
1 .
I
I�
1
_
I
I
4
!
105
I.
td-11
...
I,
I
I
I
III
F
I
f
I
I
10.3
13 1.5 .17` 19
Water content, °!o
Test speciilcation:. �STM D 698-O6a Method A Standard',
Elev1
Depth
Classification
Nat.
Moist:
Sp.G:
LL
P1
% >
No,4
No.200
USCS
AASHTO
1.-2 ft.
SC-SM.
A-4(0)
.9
21
7
0.0
423
TEST.RESULTS'
MATERIAL DESCRIP11ON
Mahimuhi dry density = .109,5 pcf
Optimum moisture = 12.5
Tan. Silty, Clayey SAND
Projecf No. -ECOS-172T Client: C. Allan Bamforth, Jr.
Project: GALA Expansion & ARF'F Trainer Relocation
o Location: CBR-2 (See Piaris)
Remarks:
CBR-2-
Sample Obtained 4/8/08
Soaked CBR Value-13.4
Resiliency Factor=2.5;Swell=0.4%.
Figure 2
Moisture Density Relationship (Proctor Curve)
GET SOL.0 IONS INC.

APPENDIX V -
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET

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APPENDIX VI -
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

lot
GET
Crrtrd>eira' • T:�,,. meme,u.! � Trs,irSQ
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Standard Penetration Test (SPn. N-value
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler, The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring fogs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESNE SOILS .
(SILT, SAND, GAVEL and Combinations)
Relative Density
Very Loose
4 blows/ft. or less
Loose
5 to 10 bloves/ft,
Medium Dense
11 to 30 blows/ft.
Dense
31 to 50 blows/fL
Very Dense
51 blows/ft. or more
Particle Size Identification
Boulders
8 itch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium 1/2 to i inch diameter
Fine 1/4 to 112 inch diameter
Sand
Coarse 2.00 rem to 1/4 inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 min
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see panicles)
CLASSIFICATION SYMBOLS ASTM D 2487 and D 2488
Coarse Grained soiI,3
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w,'Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Weil -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC -Well-graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine- ra' ed Soils
5D% or more passes the No. 200 sieve
CL - Lean Clay
CL-NIL - Silty Clay
ML - Silt
OL- Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and CombInadOnS)
Consistency
Very Soft
2 blows/h, or less
Soft
3 to 4 blows/ft.
Medium Stiff,
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/h.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readines
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swalrs, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring du al
symboLs
60
Plasticity Chart
MENEEMM. Sol
MEMO
Wgrmm sm
Page i of 1
GET Revb1on 12112107
0 ID 20 30 40 53 6D 70 80 DD 100
LIQUID LIMIT (LL) (%)

4
,.
:v

DWQ USE ONLY.
Date Received
fee Paid
Permit Number
Applicable Rules: - ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph I I - Post Construction
(select all [lint apply) ❑ Non -Coastal SW- HQV/OIZW Waters ❑ Universal Stormwater Management PIan
❑ Other WQ M mt flan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This forty luny be photocopied for use as an original
1. GENERAL INFORMATION
I. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Ordnance Loading Area Addition
2. Location of Project (street address):
City:MCAS New River, Camp Lejcune County:Onslow 7ip:28547
3. Directions to project (from nearest major intersection):
]"Fast on Douglas Rd. from Rt. 17. Turn right on Canal Street. Turn left on Perimeter Street
4. Latitude:34° 42' 10.08" N
11. PERMIT INFORMATION:
l,ongitude:77° 27' 11.16" W
of the main entrance to the project.
1. a. Specify whether project is (check one): ❑New . ®Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 080945 , its issue date (if known)November 6, 2008 , and the status
of construction: ®Not Started ❑Partially Completed* ❑ Completed* 'provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted) as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the Stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 19.5 ac of Disturbed Area
❑NIIDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
]corm SWU-101 Version 073un2010 Page 1 of 6
i?FVEO
OCT 0 7 Z011
�Y:

III. CONTACT INFORMATION
I,a, Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project);
Applicant/Organization:Comitiandii)g Officer, Marine Corps Base, Camp Lejeune
Signing Official & Title:Mr. Carl 1-I. Baker, Ir., P.F., Deputy Publiic Works Director
b.Contact information for person listed in item I above:
Street Address:1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if aliplicable):1005 Michael Road
City:CB Camp Lejeune
Phone: (9.10 _ ) 451-2213
) mail:carLh.bakerOusnic.mil
State:NC 7_ip:28547
Fax: [phone]
Please check the appropriate box. The appiicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, ite►n 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and con-iplete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person fisted in item 2a above:
Street Address:
City: State: Z
Mailing Address (if applicable):
City: State: Z
Phone: { ) Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project.
Other Contact Person/Organization: Mr. David'1'owler
Signing Official & Title:Mr. Carl H. Baker, Jr., P.E., Deputy Pubhic_Works Director
b.Contact information for person listed in item 3a above:
Mailing Address Public Works Division, Building 1005, Civil Design Branch
City:MCB Camp Lejeune State:NC
Phone: (910 ) _451_3238 dxt. 3284 Fax:
f-,iiiail:[e-mail]
4. Local jurisdiction for building permits: N/A - Federal Property
Point of Contact: Phone #:
Forin SWU-101 Version Mu112o10 Page 2 of 6
Z i p:28547

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will drain via overland flow and an inlet and piging system to underground concrete
sedimentation and sandfilter BMPs. The BMPs dischar e to existing drainage ditches.
2, a. if claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designee{ in accordance with:
❑ Coastal SW - 1995 ❑ Ph lI - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 19.5 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = `i'otal Project
Area+:19.5 acres
+ 'Total project area shall be calculated to exclude tlae following: the normal pool of imporrrrded structures, the area
betzoecrr the barrlrs of streams rind rivers, the area below the Noraual High Water (NHW) lure or Mean High Water
(MHVQ lure, and coastal zoellands landward frorrr the NHW (or MHW) line. 11re resultant project area is rased to
calculate overall percent built rapou area (BUA). Non -coastal wetlands landward of the NHW (or MHM lure rnny
be included in the total project area.
$. Project percent of impervious area: (Total Impervious Area / 'Total Project Area) X 100 = 39.7 %
9. How many drainage areas does the project have?'14 (ror hfgh densily, count I for each proposed engineered
stornazoater BMP. For loco densihj and other projects, rrse 1 for the whole properhj area) .
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an'additional sheet with the information for each area
provided in the same format as below.
Bashi Information
Drainage Area A
=
DrainagejArea.
E11
Drainage Area' _
'A2'
Drainage Area .
A3
Receiving Stream Name
New River
New River
New River
New River
Stream Class *
SC
Sc
Sc
SC
Stream Index Number *
19-7
19-7
19-7
19-7
Total Drainage Area (so
21,431
22,805
22,805
22,805
On -site Drainage Area (so
21,431
22,805
22,805
22,805
Off -site Drainage Area (so
0
0
0
0
Proposed Impervious Area so
13,983
17,985
17,985
17,985
% Im ervious Area** total
65.3
78.9
78.9
78.9
Im. ervious" Surface Area
Drama e Area A:
Draina e Area B.
Draina e Aiea C
Drainage Area D
On -site Buildings/Lots (so
0
0
0
0
On -site Streets (so
0
0
0
0
On -site Parking (sf)
0
0
0
0
On -site Sidewalks (so
0
0
0
0
Other on -site (so
13,983
17,985
17,985
17,985
Future (so
0
0
0
0
Off -site (sf)
0
0
0
0
17xisting BUA*** (SO
0
0
0
1 0
Total (so:
13,983
17,985
17,985
'17,985
Stream Class and Index Number carr be determined at: lrttp://portal.ncite nr.oi:0veh/tog/ps/csrr/class i rcatinrrs
* Im rervious area is defined as the buill uport area including, but not limited to, buildings, roads, l r�rrs�� -�E�
sir ezuolks, gravel areas, etc.
roan SWU-101 Version 07Jun2010 Paoe 3 of OCT 0 7 2011
BY:

Section 111, Project Information, no. 8
`Basin information
H,'uDraina a Area., B '
Receiving Stream Name
New River
Stream Class
SC
Stream Index No
19-7
Total Drainage Area sf
83,343
On -site Drainage Area sf
83,343
Off -site Drainage Area sf
0
Proposed Impervious Area sf
72,972
% Impervious Area total
87.6
.1m ernous 5urface'Area
Draina e Area $ _,•,,,��..., ..�
On -site Buildings Area sf
0
On -site Streets Area (sf)
0
On -site Parkin Area sf
0
On -site Sidewalks Area sf
0
Other On -site sf
72,972
Off -Sites
0
Total (so
72,972
Basin Information _
— -
"' braina� e,Afea' C
,_.
Receiving Stream Name
New River
Stream Class
SC
Stream Index No
19-7
Total Drainage Area sf
74,275
On -site Drainage Area sf
74,275 .
Off -site Drainage Area sf
0
Proposed Im ervtous Area sf
65,760
% Impervious Area total
88.5
-....
_ Impeivious Surface.Aii a
On -site Buildings Area sf
0
On -site Streets Area (sf)
0
On -site Parkin Area sf
0
On -site Sidewalks Area s{
0
Other On -site (sf)
65,760
Off -Site sf
0.
Total sf
65,760
".Basin:'lhformation'=�
ReceiLn2 Stream Name
New River
Stream Class
SC
Stream Index No
19-7
Total Drainage Area sf
67,495
On -site Drainage Area (qfL
67,495
Off -site Drainage Area sf
0
Proposed Impervious Area (sf)
56,324
% Impervious Area total
83.4
dr envious Surface'Area:, • `,
_ Draina a Area D :"r_
On -site Buildings Area (sf)
0
On -site Streets Area s
0
On -site Parkin Area (sf)
0
On -site Sidewalks Area_(sfl
0
Other On -site sf
56,324
Off -Site (sf)
0
Total (sfl
56,324
RECEIVED
OCT 0 7 2011
$Y:

w.
Basin Information:
Draina e Area E
Receivin2 Stream Name
New River
Stream Class
SC
Stream Index No
19-7
Total Drainage Area sf
23,328
On -site Draina e Area sf
23,328
Off -site Drainage Area (sf)
0
Proposed Impervious Area sf
13,155
% Impervious Area total
56.4
On -site Buildings Area sf
0
On -site Streets Area sf
0
On -site Parking Area sf
0
On -site Sidewalks Area sf
0
Other On -site sf
13,155
Off -Sites
0
Total sf
13,155
'i?�'".Basin'Infoi=mationwa;;: "".w_.
- . _..-ram. ..,.
,. .....Draina e'Area E-1
Receiving Stream Name
New River
Stream Class
5C
Stream Index No
19-7
Total Drainage Area sf
11,980
On -site Drainage Area sf
11,980
Off -site Drainage Area sf
0
Proposed Impervious Area sf
7,450
% Impervious Area total
62.2
'Im ervious•Surface Area,-
,-
On -site Buildings Area sf
0
On -site Streets Area sf
0
On -site Parkin Area (sf)
0
On -site Sidewalks Area sf
0
Other On -site sf
7,450
Off -Site (sf)0
Total (sf)
7,450
..:'a;'Basin'Information �..
_'
_ Draina e.Ai-ea E72 . -_-_'-�
Receiving Stream Name
New River
Stream Class
SC
Stream Index No
19-7
Total Drainage Area sf
11,980
On -site Drainage Area sf
11,980
Off -site Drainage Area sf
0
Proposed Impervious Area st
7,450
% Impervious Area total
62.2
' , ", "_ Im eniious Surface"'Area °
On -site Buildings Area (sf)
0
On -site Streets Area sf
0
On -site Parkin Area (sfj
0
On -site Sidewalks Area sf
0
Other On -site sf
7,450
Off -Site sf
0
Total (sf)
7,450
RECEIVED
OCT 0 7 Z011
BY:

Basin Information ` _ " " .."::
' ' ""`"" ' Drainage AFda 'E-3 ^..
Receiving Stream Name
New River
Stream Class
Sc
Stream Index No
19-7
Total Drainage Area (sf)
11,980
On -site Drainage Area sf
11,980
Off -site Drainage Area sf
0
Impervious Area (sf)
7,450
.Proposed
Im ervious Area total
62.2
j Impervious Surface Aregr
Draina e'Area E-3 �.. ,
On -site Buildings Area (sf)
0
On -site Streets Area sf
0
On -site Parkin Area (sf)
0
On -site Sidewalks Area sf
0
Other On -site sf
7,450
Off -Site sf
0
Total (sf)
7,450
Inform6ti6n 7
'" -.-Drainage Area E 4
ReceivingTStream Name
New River
Stream Class
Sc
Stream Index No
19-7
Total Draina e Area sf
12,980
On -site Drainage Area(!if)
12,980
Off -site Drainage Area sf
0
Pro osed Im ervious Area sf
8,058
% Impervious Area total
62.1
Im erviousSurface Area _ _
Draina e'Areai E=4 - Y , ..
On -site Buildings Area sf
0
On -site Streets Areas
0
On -site Parkin Area sf
0
On -site Sidewalks Area sf
0
Other On -site sf
8,058
Off -Site sf
0
[Total (sf)
8,058
Basin lnfo7matiori-';,',
k r 3"Draina e+Area: F: E;`
Receiving Stream Name
New River
Stream Class
Sc
Stream Index No
19-7
Total Drainage Area sf
57,079
On -site Drainage Area sf
57,079
Off -site Drainage Area sf
0
Impervious Area sf
30,561
.Proposed
Impervious Area total
53.5
.;IrSi"ervioiis'SurfaceArea,a
On -site Buildings Area sf
0
On -site Streets Areas
0
On -site Parkin Area sf
0
On -site Sidewalks Area (sf)
0
Other On -site sf
30,561
Off -Site sf
0
Total sf
30,561
OCR 0 7 2011
9�

Existing Sand Filter - Permit no. SW 8080945
I - . -'Basin Inf6rmation!
Drainage'Arda (1)
Receiving Stream Name
Now River
Stream Class
Sc
Stream Index No
19-7
Total Drainage Areas
160,895
On -site Drainage Area (sf)
160,895
Off -site Drainage Areas
0
Proposed Impervious Area (sf)
159,895
% Impervious Area (total)
99.0
'I i6u-s Surface &66�'; Z
rnpery
-',,--,",Drahade'A�ba (1)--4-
On -site Buildings Area (sf)
0
On -site Streets Area (sf)
0
On -site Parking Area (sf)
0
On -site Sidewalks Area (sf)
0
Other On -site (sf)
159,895
Off -Sites
0
Total (sf)
159,895
OCT 0 7 Z011

""Report only thaf antonnI of existing BLIA that will reinain after developtncrrt. Do not report any existing BLIA that
is to be reruoved and which will be replaced by new BLIA.
11. How was the off -site impervious area listed above determined? Provide documentation.
No off -site impervious a
Promectsin Union County: Contact DI1Q Centr-:rl0fli-ce stafito check if the projcct is Iocated sritlun a 7hrc7rcncd �.0
Endangered Species Italershed that maybe subject to more stringetrf .slortm+ater requirements as per ACAC 0 B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management perinit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncden.r.org web/wc�Jws/su/bmy-manual.
V1. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of lVater Quality (DY1'Q).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from does. The complete
application package should'be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at httk: portal.ticclennorg/kveb/wq/ws/sit/rnaps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from htt L)ortal.ncdenr.orgweb we ws su state forms dots.
Initials
1. Original and one cops/ of the Stormwater Management Permit Application Form. AL8-
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N/A
Form_ (if required as per Part VII beloro)
3. Original of the applicable Supplement Forrn(s) (sealed, signed and dated) and O&M
AL,6
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCD! NR. (For an Express review, refer to
AID
htt�/f w�vw.cnvhc]p.org/pages/0nestopexpress.htmI for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and'to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
A L8
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
G. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
AL -a
receiving stream drains to class SA waters within 1/4- mile of the site boundary, include the 1/4-
mile radius on the map.
7. Sealed, signed and dated calculations.
Aga
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, €- dated), including:
1}Lb
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation ol* impounded
structures, the banks of streams or rivers, and the MHW (or NNW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Detaiis of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
_
i�ED
1'ornlSWU-101 Version 07]un2010 Page 4ofb
EOCT
0 7 2011
B

n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated 51-11NT elevations (Please identify _�1L('
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x'11" copy of tine NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visil for DYVQ to verifiy fire SNIA17'17rior
to subauiffrtl, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A N/A
H. For corporations and limited liability corporations (LLC): Provide documentation from the NC N/A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item -la, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or Ll-C must be listed is an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://wivw,secretary.sta te.iic.us/Corporations/CSea rcii.aspx
V11. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and fu lure development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BIJA allocations vary, a table listing each lot number, Iot size, and the allotivable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
htt //portal_ncdenr.org/<vcb/��ct/ws1su/statestiv/Norms flocs_ Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
oil the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot he changed or deleted
without concurrence from the NC DYVQ and that they will be recorded prior to the sale of any lot.
Vill. CONSULTANT INFORMATION AND AUThIORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm).so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna,Lee Bamforth, P.E., I_..S., LEED AP
Consulting Firm: C. Allan l3amforth lr., Engineer-Survevor, Ltd,
Mailing Address2207 Nameton Boulevard
City:Norfolk w ��
Phone: (757 _ ) 627-7079
hmail:albf1 babmforth.com
Sta te: V A Zip:23517
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Cott tact lrrfor•inatutrt, item 2 has been filled out, cotrtplete this
scction)
1, (print or type frame of person listen in Contact Inforiuntion, item 2a) w _ , certify that I
own the property identified in this permit application, and thus give permission to (print or hype name of person
listed in Cotrtnct 11001-rufltiall, itelu M) with (print or type untrue of or-auization listen in
C01110d hIf01'1l101i0ta, uteri! 1(7) to develop the project as currently proposed. A copy of
the lease agreernent or pending property sales contract has been provided %vith the submittal, which indicates the
party responsible for the operation and maintenance Of the StOTMwater SVstem.
F2ECEI.VED
OCT 0 i 2011
Form SNVU-101 Version 07Jun2010 Paoe 5 of 6
BY:

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Dorm within 30 days; otherwise I Nvill be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 1.43-215.6.
Signature: Da
1, , a Notary Public for the State of , County of
, do hereby certify that
personally appeared
before me this _day of , and acknowlcdge the duc exccution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICA'rION
1, (print or type n mfe of person Iisled in Contact Information, item In)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21-1 .1000, SL 2006-246 (Ph. 11 - Post Construction) or SL 2008-211,
Signature: Date:
1, a Notary Public for the State of _ County of
do hereby certify that personally appeared
before me this — day of I , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires,
Form SWU-101 Version 071un2010 Page 6 of 6
RECEIVED
OCT 0 7 2011
BY:

MEMORY TRANSMISSION REPORT
FILE NO.
502
DATE
11.21 08:42
TO
8 919104512927
DOCUMENT PAGES
8
START TIME
11.21 08:42
END TIME
11.21 08:44
PAGES SENT
STATUS
0�
*** SUCCESSFUL, TX NOTICE
L.b atd` s AO - J -a
TIME :11-21-Ill 08:44
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
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MEMORY TRANSMISSION REPORT
FILE NO. 603
DATE 11.21 08:54
TO : 8 917576257434
DOCUMENT PAGES 8
START TIME 11.21 08:54
END TIME 11.21 08:56
PAGES SENT
STATUS OK
SUCCESSFUL TX NOTICE
TIME
FAX NO.1
NAME
XJ»i S r7 � Via• �C7� S �d � -� � �'i`J�y�
:11-21- 11 08:56
:910-350-2004
:DENR Wilmington
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� Central Files: APS_ SWP_
11/18/11
Permit Number SW8080945 Permit Tracking Slip
Program Category Status Project Type
State SW Active Major modification
Permit Type Version Permit Classification
State Stormwater 1.10 Individual
Primary Reviewer
linda.lewis
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Facility Name
CAIA Ordnance Loading Area Addition
Location Address
Perimeter St
Camp Lejeune
Owner
NC 28542
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name Owner Type
Commanding Officer US Marine Corps - Camp Lejeune Government - Federal
Owner Affiliation
Carl H. Baker
Deputy Ofc Public Works
Building 1005 Michael Rd
Dates/Events Camp Lejeune NC 28547
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
11/06/08 10/07/11 11 /17/11 11 /17/11 11 /06118
Regulated Activities Requested/Received Events
State Stormwater - HD - Sand filters Deed restriction requested
Deed restriction received
Additional information requested 10/18/11
Additional information received 10/25/11
Additional information requested 10/28/11
Additional information received 11 /14/11
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

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