SW8070925_HISTORICAL FILE_20071010

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 o�p�i25
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 00-1 l U 10
YYYYMMDD

-.t
W n 7-F9Q
G
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
October 10. 2007
Mr. Carl M. Baker
Deputy Public Works Division
U.S. Marine Corps Camp Lejeune
1005 Michael Street
Camp Lejeune, NC 28547
Subject: Permit No. SW8 070925
P-671 Aircraft Fire Rescue Facility
High Density Project
Onslow County
Dear Mr. Baker:
Coleen H. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-671 Aircraft Fire Rescue Facility on September 25, 2007. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No.
SW8 070925 dated October 10, 2007, for the construction of the subject project.
This permit shall be effective from the date of issuance until October 10, 2017 and shall be
subject to the conditions and limitations as specified therein, and does not supercede any
other agency permit that may be required.
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 sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact either Paul Bartlett at [phone] X235 or me at [phone].
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WQS\STORMWATER\PERMIT\070925.oct 07
cc: James W. Farrell, P.E., Hoggard-Eure Associates, P.C.
Mike Morris, Onslow County Inspections
Paul T. Bartlett, P.E.
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone]
Wilmington Regional Office Internet: www.newateraualitv.ore Fax [phone]
One
No hCarolina
Aaturatty
Customer Service
1-877-623-6748
An Equal Opportunity/Affirmative Action Employer— 50% Recycledl10% Post Consumer Paper

State Stormwater Management Systems
Permit Number SW8 070925
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl M. Baker and U.S. Marine Corps Camp Lejeune
P-671 Aircraft Fire Rescue Facility
Curtis Road, MCAS New River, Onslow County
FOR THE
construction, operation and maintenance of an overall 30% low density development
with two wet detention ponds for treatment of pockets of high density in compliance with
the provisions of 15A NCAC 2H..1000 (hereafter referred to as the "stormwater rules')
.and the approved stormwater management plans and specifications, and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
The Permit shall be effective from the date of issuance until October 10, 2017 and shall
be subject to the following specific 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 permit covers the construction of 101,558 square feet of built -upon area for
the entire project. This permit makes no allocation for any future built -upon area.
3. The overall tract built -upon area percentage for the project must be maintained at
30%, as required by Section .1005 of the stormwater rules. The low density
areas are permitted for runoff conveyance by sheet flow, and the runoff from the
high density pockets is treated by two wet detention ponds.
4. Approved plans and specifications for projects covered by this permit are
incorporated by reference and are enforceable parts of the permit.
5. The only runoff conveyance systems allowed in the low density area will be
vegetated conveyances such as swales with minimum side slopes of 3:1 (H:V) as
defined in the stormwater rules and approved by the Division.
6. No piping is allowed in the low density area except that minimum amount
necessary to direct runoff beneath an impervious surface such as a road or to
provide access.
Page 2 of 9

State Stormwater Management Systems
Permit Number SW8 070925
7. Unless specified elsewhere, permanent seeding requirements for the swales and
stormwater control must follow the guidelines established in the North Carolina
Erosion and Sediment Control Planning and Design Manual.
8. Low density areas covered by this permit will maintain a minimum 30 foot wide
vegetative buffer between all impervious areas and surface waters.
9. Roof drains in low density areas must terminate at least 30' from the Mean High
Water line.
10. The stormwater systems to treat the runoff generated by the designated high
density areas have been approved for the management of stormwater runoff as
described in Section 1.13 on page 3 of this permit. The systems designated as
North Pond and South Pond have been approved to treat a maximum of 37,331
ft2 and 29,619 ft2 of built -upon area, respectively.
11. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final platsfor the project
will be recorded showing all such required easements, in accordance with the
approved plans.
12. The runoff from all built -upon area in the designated high density pockets must
be directed into the permitted stormwater control system.
13. The following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided at all times.
Design Criteria
North Pond
South Pond
a. Drainage Area, acres:
Onsite, it'
Offsite, it'
1.79
77,878
None
1.83
79,603
None
b. Total Impervious Surfaces, ft'
(1) Buildings
(2) Roads/Parking
(3) Other
(4) Offsite
37,331
5,267
31,046
1,018
None
29,619
5,267
21,095
3,257
None
c. Design Storm, inches
1.0
1.0
d. Pond Depth, feet
3.08
3.00
e. TSS removal efficiency
90
90
f. Permanent Pool Elev., FMSL
14.0
14.0
g. Penn. Pool Surface Area, ft'
8,070
6,352
In. Permitted Storage Volume, ft'
4,535
3,588
i. Temporary Storage Elev., FMSL
14.5
14.5
j. Controlling Orifice, "0 pipe
1.0
1.0
k. Permitted Forebay Volume, ft'
5,195
4,515
I. Receiving Stream/River Basin
New River / White Oak
m. Stream Index Number
19-(15.5)
n. Classification of Water Body
SC; NSW
o. Max. fountain horsepower
1/8 1/8
Page 3 of 9

State Stormwater Management Systems
Permit Number SW8 070925
II. SCHEDULE OF COMPLIANCE
The permittee shall not fill in, alter, or pipe any drainage feature (such as swales)
shown on the approved plans as part of the stormwater management system
without applying for a revision to the permit and receiving approval from the
Division.
The permittee is responsible for verifying that the proposed built -upon area does
not exceed the allowable built -upon area.
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.
Prior to the subdivision and/or sale of this project, in whole or in part, the
following deed restrictions must be recorded with the Office of the Register of
Deeds:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 070925, as issued by the Division of
Water Quality under NCAC 21-1.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
c. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without the
express written consent of the State of North Carolina, Division of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
f. Construction of additional built -upon area in excess of 101,558 square feet will
require a permit modification.
g. Construction of additional impervious areas such that low density requirements are
no longer met must be submitted to DWQ and a permit modification must be issued
prior to construction. An engineered system will be required to collect and treat the
runoff from all built -upon area associated with the project, including that area
permitted under the low density option.
h. Filling in or piping of any vegetative conveyances (ditches, swales, etc.) associated
with this development, except for average driveway crossings, is strictly prohibited by
any persons.
i. A minimum 30' wide vegetated buffer area shall be provided between surface waters
and all impervious surfaces.
5. A copy of the recorded restrictions must be received in this Office within 30 days
of the date of sale.
6. Filling in or piping of any vegetative conveyances (ditches, swales, etc.)
associated with the permitted development, except for average driveway
crossings, is strictly prohibited by any persons.
Page 4 of 9

State Stormwater Management Systems
Permit Number SW8 070925
7. 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 the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and Erosion
Control Plan approval was sought.
f. Filling in, altering or piping any vegetative conveyance shown on the approved plan.
The Director may determine that other revisions to the project should require a
modification to the permit.
8. Swales and other vegetated conveyances for low density areas and the
stormwater management system for high density pockets shall be constructed in
their entirety, vegetated, and be operational for their intended use prior to the
construction of any built -upon surface.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or other vegetated conveyances will be repaired immediately.
10. 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, but not
limited to:
a. Inspections (once every 6 months for detention ponds)
b Sediment removal.
c. Mowing, and revegetating of the side slopes and vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes'in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins, and piping.
g. Access to the outlet structure must be available at all times.
11. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work, and what actions were taken.
12. Within 30 days of completion of the project, the permittee shall certify in writing
that the project has been constructed in accordance with the approved plans.
13. The permittee shall submit all information requested by the Director or his
representative within the time frame specified in the written information request.
14. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing, may
be used only if they draw water from the surface in the deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for a fountain in each pond is 1/8 horsepower.
Page 5 of 9

State Stormwater Management Systems
Permit Number SW8 070925
15. 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.
16. 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.
17. 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.
18. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
19. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the -approved plans, prior to construction.
20. 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
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to an enforcement action by the Division of Water Quality,
in accordance with North Carolina General Statutes 143-215.6A to 143-215.6C.
2. 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.
3. 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 Title 15A of the North
Carolina Administrative Code, Subchapter 2H.1000; and North Carolina General
Statute 143-215.1 et. al.
4. This permit is not transferable except after notice to and approval by the Director.
The Director may require modification or revocation and reissuance of the permit
to change the name and incorporate such other requirements as may be
necessary. A formal permit request must be submitted to the Division of Water
Quality accompanied by the appropriate fee, documentation from both parties
involved, and other supporting materials as may be appropriate. The approval of
this request will be considered on its merits, and may or may not be approved.
The permittee is responsible for compliance with all permit conditions until the
Director approves the transfer.
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.
Page 6 of 9

State Stormwater Management Systems
Permit Number SW8 070925
6. The permittee grants permission to DENR Staff to enter the property during
normal business hours for the purpose of inspecting all components of the
stormwater management facility.
7. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
8. 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) which have jurisdiction.
Permit issued this the 10th day of October 2007
NORT CAROLINA EN 0 ENTAL MANAGEMENT COMMISSION
------ --- -- --------------------------------------------------
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 070925
Page 7 of 9

State Stormwater Management Systems
Permit Number SW8 070925
Page 1 of 2
Stormwater Permit No. SW8 070925
P-671 Aircraft Fire Rescue Facility
Onslow Countv
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit Number SW8 070925
Page 2 of 2
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11.. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Mike Morris, Onslow County Build ing'Inspections
Page 9 of 9

i
OFFICE USE ONLY 11
Date Received
Fee Paid
I Permit Number
O— — Un
v ' mo o
StL O 2
9 zSo'"7 - o . PAe V x1, axe a, k if 338i7
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):
US MARINE CoRps CAmp LE)eumE.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
MR. CARL QaKF2 17onu�ta ';1,lot ic wnQKS 0%*\ANI'o,J
3. Mailing Address for person listed in item 2 above:
1005 MICV,Ael sTRe-c-T
City: CAMP Le!S2uNE State: rlC Zip: 28s4l
Telephone Number:
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P- lol I A i aC RAFT 'PI 2E 1Ze5CuE IAC IL.I T Y
5. Location of Project (street address):
—Cu R-TiS 2ONC\ . MCAS New (zwe R
City: CPtMp Lq2urJE County: ONSLOW
G. Directions to project (from nearest major intersection):
�KOM G ACE En0TRA/0(t i SOu TR ON C6t RTI S 2OAC) . .T'I,IST
5o,.. rL i2 ExiSTWR 3Btittroi.x AS84-O
7. Latitude: 34—P42t 30" N Longitude: %10 2%t 2 S" H( of project
8. Contact person who can answer questions about the project: tt//
Name: TAMPS VAR12.ELL- Telephone Number
II. PERMIT INFORMATION:
1. Specify whether project is (check one): _New Renewal Modification
Form SWU-101 Version 3.99 Page I of 4

9IIt407-6,J eev. �.2
Sw8 07692r
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 _Other
(Ut ve,raW /_.i7 �40<14! 7ft H )
Additional Project Requirements (check applicable blanks):
_CAMA Major /Sedimentation/Erosion Control _404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
2. Stormwater runoff from this project drains to the A I k a t River basin.
3. Total Project Area: )ot 75 acres
5. How many drainage areas does the project have? 12 -
4. Project Built Upon Area: o[ I t 1 %
6. 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 belowrT'i ra�007
001ZT1 l POAI O 'r SotA-FK POtJD >F %oTAL
Basin Information
Drainage Area 1
Drainage Area 2
PkalG
Receiving Stream Name
New kwo P
e wet
Heio Alver
Receiving Stream Class
Sc SW
SC S ytJ
Drainage Area
0-76 S F
F
2Z1
Existing Impervious* Area
k 10c)
Z r
4 %ag
Proposedlmpervious"Area
I
SSo
Impervious* Area (total)
%
31 2"O
"70o
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
5 ZG ri
526 7
o 53
On -site Streets
On -site Parking
31 o` (P
On -site Sidewalks
IoI9325
ti 2�5
Other on -site
Off -site BY PASS
0
Total: 3 ( 33
Total: aq
0 57
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
-6y-0ASS AjzEA2, r\)oT inSCILA6PC\-
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? N A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized 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.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
PM A410
���
2. No rnor'e than N square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swinuning pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future. development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
OffSiteSystem Supplement
FormSWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99
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 Regional Office.
1. Please Indicate thatyou 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
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, Including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another Individual or firm so that they may provide Information on your
behalf, please complete this section. \\
Designated agent (Individual or firm): I OGG ARQ- EU eE A-ssoc t Fl - e S
Phone: ( —1J5' ) 78'y'7iJ-)U
VIII. APPLICANT'S CERTIFICATION
State �L�- zip:
Fax: ( ' 7Ei� ) $/8i%�%�i`/�n
I, (print or type name of person listed In General Information, Item 2) C NP_ L_ 1A , &,r 4 i<IR,
certify that the Information Included on this permit application form is, to the best of my knowledge, correct and
that the project will b constructed In conformance with the approved plans, that the required deed restrictions
and protective cov a its will be recorded, that the proposed project complies with the requirements of 15A
NCAC 2H .1000 / // A
Date: �— 6
Form SWU-101 Version 3.99 Page 4 of 4

�. TRANSACTION REPORT P. 01
OCT-16-2007 TUE 09:53 AM
FOR: NCDENR 9103502004
>K �
SEND '�
� DATE START RECEIVER TX TIME PAGES TYPE /0T`E M# DP �
OCT-16 09:51 AM 917574847498 1'30" 10 FAX TX OK 886
k TOTAL 1M 30S PAGES: 10
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State Of h Carolina
Department of Environment and aural Resources
Wilmington Regional Office
MicbaelF. E'ns/ey, Governor
Date:
To;
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Re:
FAX COVER SHEET
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p ar•d'E"rir� �/
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iVrN4ft G. Ross, Jr, Secretary
No. Pages (excl. cover):_
From: O GQ
Phone:
Fax:
-1s cve
910 350-2004
' n /�7 .4r-. • L� � to r d c a `,
127 Cardinal Drive E"Sion, Wilmington, NC 2W5 • (91 U) 796.7215 • An E99j DF1ortunity Affirm ive A
coon Employer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Date:
To:
Co:
Fax:
Re:
FAX COVER SHEET
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✓A/hr5 �4. /'/'E//
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7 9 Fax: [phone]
ro'0y e -YC 0Pin,f a.ffa,C- hed- Aa"-d co'0s/
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

5k n C
K
Hoggard-Sure
_AssociatesP.G.
ENGINEERS SURVEYORS PLANNERS
757-484-9670 - fax: [phone] - 901 Porl(entre Parkway, Suite 5 - Portsmouth, Viroinio 23704
September 24, 2007
DENR-DWQ
Stormwater Unit
Archdale Building
12th Floor, Room 1209E
512 N. Salisbury St.�+F,tVE
Raleigh, NC 27604
ATTN: Mr. Paul Bartlett, P.E. 'Z 5
Re: Aircraft Fire Rescue Facility S
Marine Corps Base $`c
Camp Lejeune, North Carolina
Our File No. 2724.02.06
Project ID: Onslo-2008-017
Dear Mr. Bartlett:
Hoggard I Eure Associates, P.C. respectfully requests the review of the above referenced project.
Included in this submittal package are the following:
V1. Two (2) full size copies each of the revised drawings, C-107, C-110, C-111. C-113, C-114,
C-503 & C-504.
j,,,2. Two (2) SWU-101, page 2 of 4, Revised as requested.
V3. Two (2) SWU-102, page 1 of 4, South Pond, Revised for pond outlet size as requested.
Check for IS 1,000.00
Responses to each comment are indicated below:
1. Please clarify the Project Area and Project built -Upon Area in Sections 111.3 and 111.4 of the
application. The disturbed area or contract area (listed as 6.7 ac. In the calculations) must
equal the listed Project Area in the application (10.75 ac) in order to have a project
built -upon area of 21.7%
The total project area, 10.75 acres is taken as the area bounded by North and South Ditches,
Curtis Road and Longstaff Street. The contractor is limited to this area. Not all of this area is
to be disturbed. The project area is divided into two drainage areas, North — 6.46 ac, and
South — 4.29 ac. The disturbed area, 6.78 acre, is the area within the site that is actually
disturbed.
The total impervious area being constructed by this project is 2.33 acres. 2.33 acres of
impervious in a 10.75ac total site = 21.7% impervious.
/2.Please provide 3 columns for the table in Section 111.6 of the application: (a) one for each
drainage area to the Ponds North and South (do not include "bypass" areas); and (b) one for
the Total Project Area (see Item #1 above) and include impervious areas in square feet.
Three columns have been provided on the revised calculation as requested. The total site
area remains 10.75 acres.

3. Please clarify the drainage from the vehicle wash pad. Wash Water is considered a process
discharge and needs to be discharged to a POTW and separated from stormwater discharge.
i
Drainage from the vehicle wash rack shall be directed towards the sanitary sewer system.
The runoff water shall enter the curb inlet. There will be a 1 ft grit trap, sump. Above the grit
trap will bean outfall pipe to the sanitary sewer system. The line to the sanitary sewer will be
valved to direct flow from the wash operation to sewer and flow from rain water to the ditch.
Please see revised detail C4 on Sheet C-503, and revised site plan Sheet C-107.
4No comment 4.
�5. / Please label the orifice diameter and invert elevations for both ponds on Sheet C-504, Detail
V/ C2.
Orifice diameters and inverts labeled on detail. This information was previously provided on
plan sheets C-111 & C-114
6� For the Ponds' orifices: (a) please increase the Pond South orifice diameter to 1"minimum
c/ (3/4" too likely to plug and 1" results in approx. 2.4 day drawdown); and (b) provide a screen
mesh over both inlets or provide a 450 bend on an inlet pipe to place the inlet to the orifices
below the permanent pool to prevent plugging.
- Orifice size increased to 1"
�p Detail D3, Sheet C-114, indicated 450 bend on previous submittal. Screen mesh
added to detail.
7' Please label "4 O.C. max' for the bars on the Beehive Frame and Grate in Detail C2 of Sheet
v
C-504
Note to detail edited.
�Zvegetated
Please provide a cross-section detail: (a) labeling bottom permanent and temporary pool, and
SHWT elevations, vegetated shelf, and side slopes for each pond that illustrates the
shelf; and (b) referencing the vegetation plan on sheet C-001.
Please see Detail D3 on Sheet C-114. SHWT added to section, vegetated shelf clarified.
Reference to C-001 added. All other information was present on original documents.
/ Please label: Ponds vegetated shelf in the plan view on Sheet C-111; and (b) clarify
the 2 FESs on Sheet C-111 (it appears that the discharge pipe from the Ponds' outlet
structure to the FES was omitted).
Vegetated shelf clarified with hatching. Outlet pipe indicated on Utility drawing. We typically
turn off pipes on grading plan for clarity. Pipe added to grading plan for permit purposes.
I hope these responses satisfy your review requirements. Please let me know as soon as possible if
you require any additional information.
yours,
P.C.
W. Farrell, P.E.

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Michael F. Easley, Governor
FAX COVER SHEET
William G. Ross, Jr., Secretary
Date: 9/24/07 No. of Pages: 2 (Incl. Cover)
To: Jim Farrell From: Paul Bartlett
Company: Hoggard-Eure Water Quality Section - Stormwater
FAX #: [phone] FAX #: [phone]
Phone #: [phone] X235
C7ac) ZS�
DWQ Stormwater Project Number: SW8 unassigaed
Project Name: P-671 AFRF
MESSAGE:
Jim,
As requested, Form SWU-101, page 2 of application attached.
Paul
f�GG
ENB\ptb:
S:\WQS\STORMWATER\ADDI NFO\2007\P671 AFRF2FAXunassign.sep07
1617 Mail Service Center, Raleigh, NC 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Sep,21. 2007 3:41PM HOGGARD EURE
Y"x 919-733 - 361Z_
No.4755 P. 1
yggarrd-Eure
kssoclates. "
PEAL WWPv s %.he ft
157.4K9610 , F4e7914W490 90ttaiCEnAaRrkrar.9du5 - PMmaI9.ftaieVO4
September 21, 2007
DENR-DWQ
Stormwater Unit
Archdale Building
Ir Floor, Room 1209E
512 N. Salisbury St.
Raleigh, NC 27604
ATTN: Mr. Paul Bartlett, P,E.
Re: Aircraft Fire Rescue Facility
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 2724.0206
Project ID: Onslo-2008-017
Dear Mr. Bartlett:
Hoggard / Eure Associates, P.C. respectfully requests a delay of one day, pushing the data of return
documents until September 26, 2007. 1 have been out of the office and only received the document on the
moming of Friday September 21, 2007,
The required documents will be sent via UPS and be in your office at 8:00 am on the morning of
September 26, 2007
I have faxed and e-mailed this notice. At this time a Mailed letter would not be received by your office
in a timely manner.
.it11;�Y
P.C.
Farrell, P.E.

p State of North Carolina (Nr.
Department of Environment and Natural Resources �o
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, NC 27699-1617 �
r� I iS
Michael F. Easley, Governor Will am G. Ross, Jr., Secretary
FAX COVER SHEET
Date: 9/20/07 No. of Pages: 3 (Incl. Cover)
To: Jim Farrell From: Paul Bartlett
Company: Hoggard-Eure Water Quality Section - Stormwater
FAX #: [phone] FAX #: [phone]
Phone #: [phone] X235
07C i 2)
DWQ Stormwater Project Number: SW8 yuria
i7^v n Q
Project Name: P-671 AFRF
MESSAGE:
0� sr..^
A
Jim,
A Request for Additional Information is attached for the subjegje)�ignpl will
be mailed to Mr. Baker, and a copy will be mailed to y�o ���
If you use a courier service, please send to my attention at:
NCDENR — Div. Of Water Quality
Archdale Building, 12th floor, Room1209E
512 N. Salisbury St.
Raleigh, NC 27604
/U
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2007\P671AFRFunassigned.sept07
1617 Mail Service Center, Raleigh, NC 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
September 20, 2007
Mr. Carl Baker
Deputy Public Works Division
USMC Camp Lejeune
1005 Michael Street
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 unassigned
P-671 Aircraft Fire Rescue Facility
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a Stormwater Management Permit Application for P-671
Aircraft Fire Rescue Facility on September 17, 2007. 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 clarify the Project Area and Project Built -Upon Area in Sections 111.3 and 111.4 of
/ the application. The disturbed area or contract area (listed as 6.7 ac in the calculations)
t must equal the listed Project Area in the application (10.75 ac) in order to have a project
built -upon area of 21.7%.
Please provide 3 columns for the table in Section 111.6 of the application: (a) one for
each drainage area to Ponds North and South (do not include "bypass" areas); and (b)
llV// one for the Total Project Area (see Item #1 above) and include impervious areas in
square feet.
3Please clarify the drainage from the vehicle wash pad. Wash water is considered a
v process discharge and needs to be discharged to a POTW and separated from
stormwater discharge.
Please label the orifice diameter and invert elevation for both Ponds on Sheet #C-504,
Detail62.
ry
6. For the Ponds' orifices: (a) please increase the Pond South orifice diameter to 1"
minimum (3/4" too likely to plug & 1" results in approx. 2.4 day drawdown); and (b)
provide a screen mesh over both inlets or provide a 450 bend on an inlet pipe to place
the inlet to the orifices below the permanent pool to prevent plugging.
Please label 'A" O.C. max." for the bars on the Beehive Frame and Grate in Detail C2 of
Sheet #C-504.
8. Please provide a cross-section detail: (a) labeling bottom, permanent and temporary
pool, and SHWT elevations, vegetated shelf, and side slopes for each pond that
illustrates the vegetated shelf; and (b) referencing the vegetation plan on Sheet #C-001.
N""off�` hCarolina
Naturally
Wetlands and Stormwater Branch 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone]
Internet: h2o.enr.state.nc.us 512 N. Salisbury St. Raleigh, NC 27604 FAX [phone]
An Equal OpportunitylAff rmative Action Employer - 50 % Recycletl110% Post Consumer Paper

Mr. Carl Baker
September 20, 2007
9. Please label: the Ponds' vegetated shelf in the plan view on Sheet#C-
1.11; ands -clarify the 2 FESs on Sheet #C-111 (it appears that the
discharge pipe from the Ponds' outlet structure to the FES was omitted).
Additional fees, not to exceed 50% of the original permit application fee, may be
charged for subsequent reviews due to the insufficiency of a permit application,
as specified by Section 11.4A of S.L. 2003-284.
Because the application has significant permitting issues/deficiencies, a
resubmittal fee of $1,000 will be required in order for this project to remain
in the express program.
Please note that this request for additional information is in response to a partial,
preliminary review. The requested information should be received by this Office prior to
September 25, 2007, 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 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 construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please 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] X235.
Since ly,
7,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATERWDDINFO\2007\P761AFRFunassigned.sept07
cc: James W. Farrell, P.E., Hoggard-Eure Associates
Paul Bartlett

DEVELOPED DRAINAGE AREAS
1.TO POND NORTH = 1.79 AC
2. BYPASS TO NORTH = 3.98AC
3.TO POND SOUTH = 1.83AC
4. BYPASS TO SOUTH = 3.1 5AC
-
• _._
J vv - ------ -
♦ J t,.
: %—/ 1 2p01
2.3b
�e� of
b GRAPHIC SCALE: -
ts
I-f/e 7

;:,..
�
y.
i

a
WET DETENTION POND ANALYSIS
FILE NAME:
S:\WQSISTORMWATER\EXCELSPREADSHEETSIPOND1070925.WK1
PROJECT#:SWB
070925
REVIEWER: P.Bartlett
PROJECT NAME:
P-671 Aircraft Fire Rescue Facility
Original Run Date:
Last Modified: 09-Oct-07
Pond North Pond South Pond 3
Pond 4 Pond 5 Pond 6
Receiving Stream:
New River/White Oak
Classification:
SC; NSW
Index Number:
19-(15.5)
Onsite DA, sf=
77878.00 79603.00
Offsite DA, sf =
0.00 0.00
Total Drainage Area:
77878.00 79603.00 0.00
0.00 0.00 0.00
Built -Upon Area
Buildings/Lots, sf=
Streets/Parking, sf=
Sidewalk/Concrete, sf=
Other, sf=
Offsite, sf=
Total Built -upon Area:
Surface Area
%impervious 47.94%
37.21%
#DIV/O!
#DIV/O!
#DIV/01
#DIV/O!
Design Depth, ft: 3.08
3.00
TSS (85% Or 90°/%): 90
90
SAIDA ratio 5.37%
4.22%
#DIV/O!
#DIV/01
#DIV/O!
#DIV/O!
Req. Min. Surface Area 4184
3360
#DIV/01
#DIV/O!
#DIV/01
#DIV/O!
Volume Calculations
Design Storm, inches: 1
1
Rational Cc= 0.57 .
0.49
#DIV/O!
#DIV/01
#DIV/01
#DIV/O!
Rational Volume, cf: 3724
3252
#DIV/O!
#DIV/01
#DIV/O!
#DIV/O!
Rv = 0.481
0.385
#DIV/O!
#DIV/0!
#DIV/O!
#DIV/O!
Min. Req. Volume= 3124
2553
#DIV/01
#DIVI01
#DIV/01
#DIV/01
Bottom Elevation= 8.00
7.00
Permanent Pool Elev= 14.00
14.00
Perm Pool Area= 8070.00
6352.00
Temp. Pool Elevation= 14.50
14.50
Temp.Pool Area= 10068.00
7998.00
Total Volume Prov. = 4534.50
3587.50
0.00
0.00
0.00
0.00
Forebay Volume
Permanent Pool Vol.= 24859.00
19144.00
Req. Forebay Volume= 4971.8
3828.8
0
0
0
0
Prov, Forebay Volume= 5195.00
4515
Percent=(22>%>18) 21%
24%
#DIV/O!
#DIV/01
#DIV/O!
#DIV/O!
Pond 1
Pond 2
Pond 3
Pond 4
Pond 5
Pond 6
Drawdown Orifice/Weir
Avg. Head, ft =
0.23
0.23
0.00
0.00
0.00
0.00
Average Flow Q2, cfs
0.018
0.015
#DIV/O!
#DIV/01
#DIV/01
#DIV/O!
Average Flow Q5, cfs
0.007
0.006
#DIV/0!
#DIV/O!
#DIV/01
#DIV/O!
Q2 Area, sq. in. =
1.13
0.92
#DIV/O!
#DIV/01
#DIWO!
#DIV/O!
Q5 Area, sq. in. =
0.45
0.37
#DIV/O!
#DIV/01
#DIV/O!
#DIV/O!
No. of Orifices
1
1
Orifice Diameter, in.=
1
1
Orifice Area, sq. in. =
0.785
0.785
0.000
0,000
0.000
0.000
Weir Height, inches=
Weir Length, inches=
-
Weir C =
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/01
#DIV/01
#DIV/O!
Weir L', eff. length=
-0.046
-0.046
0.000
0.000
0.000
0.000
Avg. Flowrate, Q, cfs =
0.013
0.013
0.000
0.000
0.000
0.000
Drawdown, days =
2.9
2.4
#DIV/01
I #DIV/01
I #DIVI01
#DIVI01

Im m m m m = = m w m m m m m m m m m m

STORMWATER MANAGEMENT
PERMIT APPLICATION
EXPRESS PERMITTING OPTION
Original
SEP 1 I
AIRCRAFT FIRE RESCUE FACILITY
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
September 14, 2007
�Qo E S/p'
SEAL
027192 =
\` `
HOGGARD/EURE ASSOCIATES. P.0
ENGINEERS/SURVEYORS/PLANNERS
901 PORTCENTRE PARKWAY SUITE 5
PORTSMOUTH, VIRGINIA 23704
[phone]

TABLE OF CONTENTS
STORMWATER MANAGEMENT
REQUEST FOR EXPRESS PERMIT REVIEW APPLICATION
1.0 PROJECT NARRITIVE
1.1 Project Description
1.2 Existing Site Conditions
1.3 Developed Site Conditions
1.4 Adjacent Areas
1.5 Off — Site Areas
1.6 Soils
1.7 Critical Areas
1.8 Stormwater Runoff Considerations
2.0 DRAINAGE CALCULATIONS
2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
2.2 DEVELOPED DRAINAGE CHARACTERISTICS
2.3a EXISTING DRAINAGE AREA MAP
2.3b DEVELOPED DRAINAGE AREA MAP
2.4 DISTURBED AREA MAP
2.5
DISTANCE OF POND TO RIVER MAP
2.6
BASIN CHARACTERISTICS; 2, 10, & 100 YR STORM FREQUENCIES
- Hydrologic Report - Summary of Peak Flow Rates - NORTH
- Hydrologic Report - Summary of Peak Flow Rates — SOUTH
2.7
TEMPORARY SEDIMENT TRAP SIZING
2.8
WET POND CALCULATIONS
- North Pond
- South Pond
2.9 WET DETENTION POND VOLUME CALCULATIONS
4.0 APPENDICES
4.1 Applicable Project Specifications
Section 01 56 10 "Erosion and Sediment Control'
Section 01 57 19.00 20 "Temporary Environmental Controls"
Section 31 23 00.00 20 "Excavation and Fill'
Section 32 92 19 "Seeding"
4.2 Geotechnical Report
4.3 USGS Maps
Aircraft Fire Rescue 1 OF 4 September 14, 2007
2724.02.06

APA
Reviewer
NCDENR Submit
' North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Time
Request for Express Permit Review Confirm
FILL-IN all information below and CHECK required Permit(s).
FAX to Express Coordinator along with a detailed narrative and vicinity map of the project location.
R Projects must be submitted by 5:00 pm the day before the review date, unless prior arrangements are made.
APPLICANT Name/Title: Mr. Carl Baker Deputy Public Works Division
Company United States Marine Corps Camp Leieune
Address: 1005 Michael Street City: Camp Leleune Zip 28547 County ONSLOW
Phone [phone] Fax [phone] Email carl.h.baker(a)usmc.mil
PROJECT Name P-671 Aircraft Fire Rescue Facility County ONSLOW
PROJECT DRAINS TO New River (Stream name) in the White Oak RIVER BASIN
ENGINEER/CONSULTANT INFORMATION:
Name James Farrell PE
Company Hoccard-Eure Associates, PC
Address 901 Portcenter Parkway Suite 5 City Portsmouth State VA Zip 23704_
Phone [phone] Fax [phone] Email iim(a)hoggard-eure.com
------------------------------------------------------------------------------------------------------------------------------------------------------------------------
State or National Environmental Policy Act (SEPA or NEPA) — EA or EIS Required? ❑Yes ®No
------------------------------------------------------------------------------------------------------------------------------------------------------------------------
❑STREAM ORIGIN DETERMINATION # of Stream calls Stream Name
® STORMWATER
❑ Low Density
® High Density -Detention Pond
❑ High Density - Other
(check all that apply)
❑ Low Density -Curb & Gutter
❑ High Density -Infiltration
❑
Off -site
Wetlands MUST be addressed below
Plan Revision
--------------------------------------
❑ COASTAL
l---------------------------------------❑------9
❑Excavation &Fill
-------------------------------
Brid es &Culverts
Stru------------------------
❑Structures Information
MANAGEMENT
❑ Upland Development
❑ Marina Development
❑ Urban Waterfront
—---
---------- -- ---- --- --- ---- ---- - --- - --- ----------------- --- ----- ------ ---- ---------- -- --- ------ ----
® LAND QUALITY ® Erosion and Sedimentation Control Plan with 6.7 acres to be disturbed
----------------------------------------------------------------------------------------------------------------------------------------------------------------------
WETLANDS (401) Wetlands on Property ? ❑ Yes ® No Isolated Wetlands on Property? ❑ Yes ® No
(Check all that apply) Wetlands will be impacted? ❑ Yes ® No Wetland impacts: 0.0 acre(s)
Wetlands delineation has been completed? ❑ Yes ® No ❑ Buffers impacted: Acre(s)
PLEASE SEE ATTACHED FORM DD1391, PAGE 4
SACOE Approval of Delineation completed? ❑ Yes ® No
' 404 Application in Process w/USACOE? ❑ Yes ® No / Permit recv'd from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ® No If Yes, ❑ Regular ❑ Express
'Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
' Total Fee:$ Stormwater $ Date Received
CAMA $
' LQS $
401 $

Project Name P-671 Aircraft Fire Rescue Facility
Stormwater Express Questionnaire (6/15/2007)
1. What is the applicant's full legal name? US Marine Corps, Camp Leieune
❑If a corporation, LLC or Partnership is involved, what is that name?
If it's an LLC, is it ❑ manager -managed or ❑ member -managed?
What is the applicant's title within the corporation, LLC or partnership?
Will an agent (someone other than the applicant) be signing the application? N Yes LJ No
If Yes, what is the agent's name and title?
Mr. Carl Baker Deputy Public Works Division
El Please note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
2
Where is the project located?
County ONSLOW Nearest Town/City MICAS New River
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase 11 Post -
Construction rules will apply.
3.
What is the name of the receiving stream? NEW RIVER
What River Basin is it located in? WHITE OAK
'
What is the classification of the receiving stream? SC
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map.
4.
If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin Sand Filter
8 8
Bio-retention Wetlands Alternative Offsite
Dry Detention Other Grassed Swales
How many separate BMP's are being proposed? 1 2 3 4 5 6 7 8 9 10 11 12 Other
5.
Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
1
the proposed BMP's on the project and is not being diverted? ❑ Yes ® No
6.
Is an access road across other property required to access the project? ❑ Yes ® No
7.
Is there any existing development or pre-1988 existing BUA located on the property?
(Please provide documentation & delineate and identify on the plans.) Yes ® No
8.
For high density projects, has all of the proposed BUA been collected? ® Yes ❑ No
(If not, attach a separate explanation sheet)
9.
Will the project involve the subdivision and sale of property? ❑ Yes ® No
Page 1 of 2

Project Name P-671 Aircraft Fire Rescue Facility
I
1
1
i
1
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed? N/A
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Have the wetlands been delineated? ❑ Yes ® No
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
Please see attached Government Form DD1391 stating no wetlands on site.
11. Are wet detention ponds or other engineered controls proposed to be located adiacent
wetlands? MYes ® No
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report? ❑ Yes ® No
If yes, what was the date of the site visit?
Include a copy of the consultant's soil report with the application.
13. Does the project propose Level Spreaders at the outlet of all engineered controls and swales
prior to entering surface waters or wetlands? ❑ Yes ® No
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project a modification to an existing permit, part of a larger subdivision, or is it a lot that
will be treated in a BMP under a previously issued permit? ❑ Yes ® No
If yes, what is the name of the permitted facility?
What is the permit number of the permitted facility?
Is the permitted facility in compliance with its permit?
Yes
No
Have the deed restrictions been recorded?
Yes
No
H
Have the deed restrictions been submitted?
Yes
No
Has the Designer's Certification been submitted?
Yes
No
15. Do the plans reflect all information as listed in 15A NCAC 2H.1003 (g)? ® Yes ❑ No
16. Have all of the design requirements of each proposed BMP been met? ® Yes ❑ No
(If not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
' 17. For each BMP in all high density projects, and low density curb outlet swale projects, has a
drainage area delineation map been provided? Z Yes ❑ No
' 18. . Any revisions made to.the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
�i
' Page 2 of 2

1.Component
FY 2006 1[ILIT
Y
IOA PROplt11»I
2.Date
NAVY
05 AUG 2004
3. Installation and Location/UIC:
625737,iAIRCRAFT
. Project Title
MARINE CORPS AIR STATION NBN RIVER
FIRE AND RESCUE FACILITY
JACKSONVILLE, NORTH CAROLINA '
S.Program Element
6.Category C6,1e
7. Project Number
e. Project Cost ($000)
14120
P671
4,310
9. OO 9 1
ROMELTZ0
Ita9
ON
Quantity
Unit Cost
Cost($000)
AIRCRAFT FIRE AND RESCUE FACILITY (1 400 8)
m2
1,152
AIRCRAFT RESCUE AND FIREFIGHTINd'(12,40
m2
1,152
2,370.44
2,940
(2,730)
SP)
BUILT-IN HQUIPMENT
Lg
TECHNICAL OPERATING MANUALS
LS
(40)
INPORMATION SYSTMS
Lg
(40)
ANTI-TERRORISM/PORCE PROTECTION. I'
LS
(0)
SPECIAL COSTS
14
(30)
SUPPORTING FACILITIES I
(30)
SPECIAL FOUNDATION FEATURES
LS
810
ELECTRICAL UTILITIES
LS
(90)
MECHANICAL UTILITIES
LS
(370)
PAVING AND BITS nUMOVBMITrS
LS
MiVIROtDtIBeTI'AL MITIGATION
LS
((40)
0)
SUBTOTAL
(140)
cowr:mcy (St)
3,750
TOTAL CONTRACT COST
290
SION (5.71;)
3,940
SUBTOTAL
220
DESIGN/BUILD - DESIGN COST (4.t)
4,160
TOTAL REQUEST ROtIDIDBD
ISO
TOTAL RAT
4,310
EQUIPMENT FROM OTHER APPROPRIATIONS
4,310
(190)
Guidance Unit Cost Analysis
category OM QddaM&: 06idmoe
Code/Facility
8a0 Area
Project else aim Cost Yacalatlon chit
Gold. Coat sin
Brnya Fctr Peer Fetr latr Coat
14120 AIRCRAFT RasCOa AND • 2,522 75002
FrumIG64I"a
I
1152e2 .9904 .960 1.019436346 2,370.44
10. Description of Proposed Congt*uatLoni
Construct a single story, high bay
buildi
, slab on grade, with structural steel
framing, pile foundations and rei*Orced
Made beams, exterior brick and masonry veneer,
.interior concrete masonry unit (CM�T)
bloc:
walls, and sloped standing seam metal roof
system. Provide insulated glass
ndowe
n metal frames with blast resistant
construction and 2 X 2 drop intical
ceilings with 2 X 4 flouresoest lighting. The
facility will include alarm/c
cati
/dispatch center, training Facilities, living
quarters for male and female peresnel
i
luding ADA rest rooms with showers,
kitchen/dining/dayroom areas, adm}41istrat
On spaces, maintenance/repair/storage areas,
nn v..—
I,
.
1 Dec 76
Page No. 1

1.Compoaent
Fr 2006 NILIT
OCTION PROGRAM
2.Date
NAVY
05 AUG 2004
3. Installation and Location/UIC:
1 62573
4. Project Title
MARINE CORPS AIR STATION NM RIVER
AIRCRAFT FIRE AND RESCUE FACILITY
JACKSONVILLE, NORTH CAROLINA
S.Program Element
6.Category
a
7. Project Number
8. Project Cost ($000)
14120
P671
4,310
and other support spaces as requi
. S
ctrical systems include fire alarms with mass
notification, emergency generator
l , Inforation
Systems, and radio signal antennae.
Mechanical systems include plumb
, fir
protection systems, and heating ventilation and
air conditioning (HVAC). Support
fac
sties include site and building utilities
connections (water, sanitary and
Ia or a
rare, electrical, telephone, local area network
(LAN) and cable television. Pav
and
to improvements include bituminous POV parking,
roadway access for emergency vshilC
es
POV'a, building apron for emergency vehicles,
sidewalks, and landscaping. The
w faci
ity will provide stalls for 6 emergency
vehicles. Sustainable features will
be i
luded in the design, development, and
cnnstruction for the project in
0rdan
with Executive Order 13123 and other laws and
executive orders.
11. Requireaemt:
FACILITY PL&MK32(G DATA
Category Cade Requiremen DM
to Substandard Inadequate Deficit/Surplus
14120 AIRCRAFT 1248 m2
870 0 0 -378
FIRS&RESCUE �.
STATION
NOTRB:
SCOPR:
The project scope was derived us" NAVF
P-80 for category code 141.20 •Aircraft Fire
and Rescue Station*. Historical d..pta frco
the existing facility and improvements
required were used in developing these
ce requirements.
PROJA=:
Construct an Aircraft Rescue and Fiirefi
" building with close proximity to the
aircraft flight lines, runways, aaq taxiw
ays.
(current Mission)
RSQIIIRffi1'P: I
Adequate and efficiently configurel facilities
to support an Aircraft Rescue and Fire
Pighting mission in support of Metins Ai
raft Group (MG) 26, with 94 aircraftj Marine
Aircraft Group (MAO) 29 with 79 al craft;
and HAKE with 2 VC-12B aircraft for a total of
175 aircraft permanently statiI oneat MCAS
Now River,
CURRENT BITUATION:
The existing building co -locates rcraft
Rescue with the Structural Fire Department.
The facility lacks space to incl storage
areas or sufficient space for.personnel and
emergency vehicles. Aircraft Re p
ently has only 3 stalls within the bay to park
the emergency vehicles. They Darr tly
ve 7 vehicles, 5 of which need to be in the
.... �...,,. ���,. .. I 1 Dec 76 Page No. 2

i.Component
8Y 2006 NNILIT
UMON PROORAN
2.Date
NAVY
05 AUG 2004
3. Installation and Location/UIC:
62573
Project Title
MARINE CORPS AIR STATION NEW RIVERI
14.
AIRCRAFT FIRE AND RESCUE FACILITY
JACKSONVILLE, NORTH CAROLINA
5-Program Element
6.Category
7. Project Number
8. Project Cost ($000)
14120
P671
4,310
building to protect them from i emant
Mather. The unit presently bee to find
maintenance hangar space to park veh
lee that will not fit in the Aircraft Rescue
facility. The current facility 1 cke wo3anIg
'
restroome resulting in the women using the
unisex restroome by hanging a Big on thi
door. The current facility has no storage
space available for equipment, and t
, or supply which has had to be located in a
building 2 miles away from the main fact
ty. This has the potential to cause delayed
response in emergency conditions.:
IMPACT IF NOT PXOVID>D:
The undersized, flood prone facility j
zee emergency rg cY response time and risks the
lose of personnel and valuable equipment
1 The unit will be forced to park the emergency
response vehicles where ever they tan Mo
room and risk freezing and damaging these
valuable assets. The unit will continue
to work out of two undersized buildings
separated by miles.
ADDITI02D1L: ECOn-40 A1ternati4*a
�dered:
a. Statue Quo:
I
This is not a viable alternative. The e$1Lsting
facility in not large enough to house the
number of people and the amount 6� equip
t and vehicles required to perform this
mission.
b. Renovation/Modernization:
I
This is not a viable alternative— The
Sting facility does not have the neceeeary area
for storage and equipment. ROWVOtion wjj
1 cost 75t of new construction.
c. Lease:
This is not a viable alternative.l Thane
no facilities near enough to the airfield
surfaces to lease.
d. New Construction:
This is the only viable alternative. He
.construction provides a facility that will meet
the requirements for space and prcmcimlty�to
the airfield surfaces.
e. Other Alternatives:
N/A
f. Analysis Results:
New construction is the only viable alto
ties.
12. enpplamumtal Data:
Site Approval
Yee, obtained date :
1 Dec 76
1
Page No. 3

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1.Component Fr 2006 NIL1" ION PA0a8Al! a:Dete
NAVY Os ADO 2004
3. Installation and Location/UIC: 1 062573 4. Project Title
MARINE CORPS AIR STATION NEW RIVER! AIRCRAFT FIRE AND RRSCDR FACILITY
JACKSONVILLE, NORTH CAROLINA
i
5.Program Element 6.Category C' 7. Project Number S. Project Cost ($000)
14120 P671 4,310
® No,expected approval date:
Issues (If yes, please provide disc Dion
Yee NO
X DDESE, AICUZ, Airfield, BMR or v
X Endangered species/senaitii habi
X Air quality
X Cultural/archeological roe as '
E Clearing of trees
E Known contamination at eel ted e
X Operational problems
E Traffic patterns impact
X Existing utilities upgrade
E Ordnance sweep required prior to
Planning :
Consistent with Master Plan or Eaed/Regi
❑X Yea
No, why not:
Host Nation Approval : N/A
National Capital Region Approval N/A
NEPA Documentation
Complete Yes 0 No
Level of NEPA :
X Categorical Exclusion
Environmental Assessment (, )
Environmental Impact Stat t (I
Memorandum of Negative Dec, ion
Mitigation Issues
Yee No II
X Wetlands replacement/enhandejneat
X Hasardous waste II
X Contaminated soil/water
X other
Environmental Cleanup : N/A
Project Issues
Yes No
DD Form 1391 C
1 Dec 76
issue) :
Development
Page No. 4

1.Component
FY 2006 KlUT OW
IIG'PION PROGRAM
2.Date
NAVY
I
05 AUG 2004
3. Installation and Location/UIC: 62573
4. Project Title
MARINE CORPS AIR STATION NEW RIVER i.
AIRCRAFT FIRE AND RESCUE FACILITY
JACKSONVILLE, NORTH CAROLINA
S.Program Element
6.Category C
e
7. Pzojacf Number
8. Project Cost ($00D)
14120
P671
4,310
i
Yee No
j iSystem safety
X Soils - foundation and sei- c
tions:
I, X Construction/operational pelmits
X�Local air quality/vastawate,z permilm
Complies with Final Governixg Standard
(Environmental standard for Spain, Italy 6
Greece)
X Land Acquisition (i.e. location,
tity)
X Technical Operating Manuals
R Feasibility/Constructibilit in FY
X Historical Preservation
X Does the facility have an ' rhead
crane requirement?
X Navy Crane Center contacted to ass
t with dev. of crane estimate (lifting
capacity < 10-Cone)?
�_JX� Navy Crane Center contacted to coo
procurement and timelines (lifting capacity
>. 10-tone)?
F—] F_X7, Physical Security:
Shielding
SCIF
Fencing
IDS
Other Type:
i
Budget Estimate Summary Sheet:
i
Item Q�1
i, Ouantitv Unit Cost Total
BUILT-IN EQUIPMENT L6
37,500
Back-up Generator 60 RN EA
1.00 22,500.00 22,500
Vehicle Exhaust System HA
j 6.00 2,500.00 15,000
Special Construction Features:
item U 4
Quantity Unit Coat Total
TECHNICAL OPERATING MANUALS Is
40,000
GHSI RA
1 40,000.00 40,000
' uu Form 1'"" U
1 Dec 76
Page No. 5
II

I.Component FY 2006 KILr?A#:Y IIClIbu YhOOitm 2:Date
i'
05 AUG 2004
3. Installation and Location/UIC: #2573 4. Project Title
MARINE CORPS AIR STATION NEW RIVER AIRCRAFT FIRS AND RESCUE FACILITY
JACKSONVILLE, NORTH CAROLINA
i
S.Program Element 6.Category Co4e7. project Number 8. Project Cost ($000)
14120 !I P671 4,310
Item
Quantity
Unit Cost
Total
INFORMATION SYSTEMS
�,
69,581
Mass Notificationm2
1152
32.05
36,922
Telephone and LAN
I�
1152
19.00
21,868
STY
m2
1152
9.35
10,771
ANTI-TERRORISM/PORCR PROTECTION
L$
28,858
Laminated Windows/Doors
piQ ��.
1152
25.05.
28,858
SPECIAL COSTS
LS
31,770
Standing Seam Metal Roof
012
! 1059
30.00
31,770
Utilities and Site Improvemente:
Item
Quantity
Unit Cost
Total
SPECIAL FOUNDATION FEATURES
XIS
91,035
Pile Foundation
a2
1071
85.00
91,035
ELECTRICAL UTILITIES
L6
!
368,453
Communications, voice.data
m
! 2529
111.00
280,719
Primary Electric
m
75
310.00
23,250
Transformer
E.A
1
19,459.00
19,459
Secondary electric
in
35
715.00
25,025
Exterior Lighting
'8
2,500.00
20,000
MECHANICAL UTILITIES
L
39,360
Water Service
120
98.00
11,760
Sanitary Sewer
120
230.00
27,600
PAVING AND SITE IMPROVEMENTS
LIS
I
165, 200
Excavation/grading
m2
I_ 5000
5.00
25,000
POV Pavement
m2
1200
26.00
31,200
Fire Apparatus and Road Pavement
m
3500
30.00
105,000
Landscaping
CII2
I 800
5.00
4,000
ENVIRONMENTAL MITIGATION
LS
138,900
Building Stormwater Planters
S�+
I 500
60.00
30,000
Parking Biofiltration Bede
Sir
7260
15.00
108,900
DO Form 1391 C Page No. 6
1 Dec 76

I
1
I
1
1
1
1
11
1
C
I1i.component I Fr 2006 MILIT11� CON��ION PROfi"M 2.Date
05 AUG 2004
3. Installation and Location/UIC:
MARINE CORPS AIR STATION NEW RIVER
JACKSONVILLE, NORTH CAROLINA ,.
4. Project Title
AIRCRAFT FIRE AND RESCUE FACILITY
5-Program Element I6.Ca2tegory Ccide 17.. Project Number IS. Project Coot ($000) I
L. Estimated Design Data:
1. Statue:
(A) Date Design or Parametric Cosi: stim
(B) Date 35% Design or Parametric;L st E
(C) Date Design Completed
(D) Percent Completed as of SSP7 3R
(E) Percent Completed as of JAM4Y
(P) Type of Design Contract
(G) Parametric Estimate used to lop
(H) Energy study/Life cycle anal ye s pe:
2. Basis:
(A) Standard or Definitive Design!
(B) Where Design Was Previously Used:
3. Total Cost (C) a (A) + (8) a (D). + (R)
(A) Production of Plans and Specificati<
(8) All other Design Costs
(C) Total
(D) contract
(E) In -House
4. Contract Award
5. Construction Start
6. Construction Complete,
B. Equipment associated with this project
JOINT USE CERTIFICATION:
The Director Land Use and Military
Department, Headquarters Marine Co:
for joint use potential. Unilater
operational considerations, and lo,
Activity POC: David D. Turner
Attachmaataz
MILCON CHECKLIST
Site Plan
Facility Planning Documents)/P-BO
Other
DO Form 1391 C
1 Dec 76
Started
ate Complete
$0
$0
will be provided from other appropriations:
on Branch, Installations and Logistics
an that thin project has been considered
tion is recommended. Mission requirements,
incompatible with use by other components.
Phone No: 910-449-5401
Page No. 7
I'

® _ i � � � � � � � �. � � � � � � � �

r1.0 PROJECT NARRATIVE
1.1 Project Description:
' The existing site is located between Curtis Road and Longstaff Street, just south of the
aircraft parking apron at MCAS, New River.
Latitude: 340 42' 30" N
Longitude: 770 26' 2.95" W
The project consists of the construction of a 10,258 square foot Fire Station, concrete aprons
for fire truck parking, site utilities, access to Curtis Road, and remote gravel parking lot
located 460' east of the proposed building. Between the building and the gravel parking lot
shall be two (2) wet detention ponds.
1.2 Existing Site Conditions:
The site is currently undeveloped and exists as a grassed field area traversed by a gravel
and broken asphalt drive connecting Curtis Road to Operations building AS840. A scattering
of trees are located to the southeast of the new building site.
Drainage ditches / swales are located both south and north of the site. Both ditches flow in
' an easterly direction, joining west of Longstaff Street. After the ditches join, the flow is piped
under Longstaff Street and flows to the New River. At the closest point the New River is
approximately 415' east of Longstaff Street.
Between the ditches, Curtis Road and Longstaff Street is approximately 10.75 acres. 6.46
acres flowing north and 4.29 acres flowing south. The runoff flows mostly north and south to
the bordering ditches.
1.3 Developed Site Conditions:
' As part of this project, the new Aircraft Fire Rescue Facility (AFRF) will be located east of the
Curtis Road and west of Longstaff Street, approximately centered between the north and
' south ditches.
' The AFRF building will be supported by an emergency vehicle access road from Curtis Road.
Pavements shall be constructed for building access and parking. A vehicle wash down area
shall between the building and Curtis Road. Drainage from this area shall pass thru a
sumped curb inlet for capturing grit and then an oil water separator before being discharged
6 into the e south ditch. NWC oft
' The paved areas shall be connected to the Wet Detention ponds by grassed swales located
both northeast and southeast of the AFRF building. The wet detention ponds shall be sized
to maintain flows to pre-existing conditions as tabulated below in section 1.8, with additional
detailed calculations in section 2.6.
1
Aircraft Fire Rescue 2 OF 4 September 14, 2007
2724.02.06

A gravel parking lot and access road from Longstaff Road shall be constructed east of the
AFRF site. Runoff from the gravel areas shall be captured in grassed swales with stone
check dams before entering the north ditch.
Associated site utilities include water for domestic and fire fighting use, and sanitary sewer.
1.4 Adjacent Areas:
' The site is located between Curtis Road and Longstaff Street. It is bounded on the north by
an airfield and support buildings and on the south by a housing development.
' 1.5 Off -site Areas:
No off site areas will be disturbed for the construction of this project.
' 1.6 Soils:
' Additional Geotechnical information was provided in a report by ECS Carolinas, LLP, dated
January 18, 2007. No Appreciable organic topsoil was reported at boring locations.
' Groundwater depths were observed to range from 0.6 to 4 feet below the existing grade. At
the infiltration test location, ground water was encountered at a depth of 36 inches below
existing grade. Based on infiltrations tests at a depth of 12 inches, a rate of 3.2 inches per
hour was obtained. Seasonal high water table at infiltration test location estimated at 17
inches below grade.
Additional soil data is provided the geotechnical report, attached.
1.7 Critical Areas:
There are no critical areas located on this site.
Cl
1
1
L
' Aircraft Fire Rescue 3 OF 4 September 14, 2007
2724.02.06

I
1.8 Stormwater Runoff Considerations:
1
.I
u
1
Storm water runoff from the Fire Station site area is currently split between the two (2)
ditches to the north and south of the site which connect downstream. Both ditches flow to
the east toward the New River.
The site has been divided into two drainage areas: North, and South. The North area sheet
flows to the ditch on the north border of the site. The South area flows to the southern ditch.
Pre and Post developed flows are tabulated below:
Pre -developed North Runoff (cfs)
2YR = 6.60
10YR = 8.80
100YR= 12.00
Pre -developed South Runoff (cfs)
2YR = 5.40
10YR = 7.30
'
100YR= 10.20
Pre -developed Total Runoff (cfs)
2YR = 12.00
10YR = 16.10
100YR= 22.20
Developed Runoff North (cfs)
2YR = 6.83
10YR = 9.26
100YR= 13.08
Developed Runoff South (cfs)
2YR = 4.50
10YR = 6.38
100YR= 9.16
Developed Runoff Total (cfs)
2YR = 11.33 (5.6% decrease)
10YR = 15.64 (2.9% decrease)
100YR= 22.24 (0.2% increase)
Sizes of the North and South drainage areas change after the site development. Below are
the characteristics of the pre and post drainage areas:
'
Pre -developed North
6.46 acres
Developed North
To Pond 1.79 acres
'
To Ditch 3.98 acres
Total 5.77 acres
1
[J
Pre -developed South
4.29 acres
Developed South
To Pond 1.83 acres
To Ditch 3.15 acres
Total 4.98 acres
' Aircraft Fire Rescue 4 OF 4 September 14, 2007
2724.02.06

2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
File:
2724.02.06
Project:
Aircraft Fire Rescue
Location:
Camp Lejeune, NC
Design:
JWF
Date:
6/1 /2007
Revision'.
Yr. Storm:
10
N Value:
0.013
North
South
Site Area: 6.46
SF AC "C A*C
Grassed, Good Condition 279044 6.41 0.30 1.92
Impervious Area 2180 0.05 0.90 0.05
281224 0.30 Weighted C
% Impervious: 0.8%
Site Area: 4.29
SF AC "C" A*C
Grassed, Good Condition 184485 4.24 0.30 1.27
Impervious Area 2528 0.06 0.90 0.05
187013 0.31 Weighted C
TOTAL
Impervious: 1.4 %
Site Area: 10.75
SF AC "C' A*C
Grassed, Good Condition 463529 10.64 0.30 3.19
Impervious Area 4708 0.11 0.90 0.10
468237 0.31 Weighted C
Impervious: 1.0 %

2.2 DEVELOPED DRAINAGE CHARACTERISTICS
File:
2724.02.06
Project:
Aircraft Fire Rescue
Location:
Camp Lejeune, NC
Design:
CPS
Date:
6/1/2007
Revision:
Yr. Storm:
10
N Value:
0.013
North To Pond
Site Area. 1.79
SF AC 'C'. A*C
Grassed, Good Condition 40547 0.93 0.30 0.28
Impervious Area 37331 0.86 0.90 0.77
77873 0,59 Weighted C
% Impervious:
North To Bypass
Site Area:
47.9 %
3.98
SF AC "C.. A*C
Grassed, Good Condition 141919.2 3.26 0.30 0.98
Impervious Area 31528.8 0.72 0.90 0.65
173448 0.41 Weighted C
% Impervious: 18.2 %
South To Pond
Site Area: 1.83
SF AC "C" A*C
Grassed, Good Condition 49984 1.15 0.30 0.34
Impervious Area 29619 0.68 0.90 0.61
796D3 0.52 Weighted C
% Impervious: 37.2 %
South To Bypass
Site Area: 3.15
SF AC
"C., A*C
Grassed, Good Condition 134212 3.08
0.30 0.92
Impervious Area 3080 0.07
0.90 0.06
137292
0.31 Weighted C
% Impervious: 2.2 %
TOTAL
Site Area: 10.75
SF AC
"C., A*C
Grassed, Good Condition 366662.2 8.42
0.30 2.53
Impervious Area 101558.8 2.33
0.90 2.10
468221
0.43 _ Weighted C
% Impervious: 21.7 %

mim m mMINI m m M. m! M M m
EXISTING DRAINAGE AREAS
1. EX.. DRAIN AREA NORTH = 6.46
2. EX. DRAIN AREA SOUTH = 4.29
11
2.3a
GRAPHIC SCALE:

DEVELOPED DRAINAGE AREAS 2.3b
1.TO POND NORTH = 1.79 AC
2. BYPASS TO NORTH = 3.98AC
3.TO POND SOUTH = 1.83AC
4. BYPASS TO SOUTH = 3.1 5AC
d ----- —
N
-- GRAPHIC SCALE:
, ,* o y t ;*. a• so• +oo' Aso' zoo'
p. }
`q1� o
1 jr r"r �iiSt J E
II Y�rt Y • rYYzT J _�{• .a _.� x
�
r
v d -` ee.... ^,-a d 7a... .+ .—1 .�+ 3i d a d ,•��V//3
a
�j ,
. CJ

DISTURBED AREA = 6.70 ACRES 2.4
..................., .
IrvGRAPHIC SCALE:
o' so• ioo• Isa' zoo'
ILL
J 1 + �..
j •SY (* Yei i�M'L
} �� w m�a{l� 4...J •iJG._ i� J I jai + . J . � t +� IP 31II
99. _
�F
+ 3
'i .y hj J tl dI�
�.�.1 ........
L. p� d �•E J• J . + + \J . e • l J

i
Hoggard-Eure Associates, P.C.
' 901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:26:01 2007
1 -PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
----------------------------------------------------------------------------
HYDROLOGIC REPORT - SUMMARY OF PEAK FLOW
RATES
BASIN: POND NORTH
ID: POND NORTH
PREDEVELOPMENT
AREA
6.46
'
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
= 20.90
CURVE NUMBER
= 0.30
'BASIN
DEVELOPMENT
AREA
= 1.79
AVERAGE BASIN SLOPE
= 0.00
HYDRAULIC LENGTH
= 0.00
'
TIME OF CONCENTRATION
= 13.00
BASIN CURVE NUMBER
= 0.59
BYPASS
'
AREA
3.98
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
= 0.00
'
TIME OF CONCENTRATION
BASIN CURVE NUMBER
15.00
0.41
Frequency Pre -developed
By-pass area
Developed
Allowable peak
(years) Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
--------
2 6.6
--------------
6.5
4.3
---
0.1
10 8.8
8.5
5.8
0.3
100 12.0
11.8
8.2
0.2
1
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1
11
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1
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1
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:26:35 2007
PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
--------------------------------------------------------------------------------
HYDROLOGIC
REPORT FOR
POND NORTH
SUMMARY OF
PEAK FLOW
RATES
. FREQ PRE -DEVELOPED
POST -DEVELOP
POND
ROUTED
FLOW
FLOW
ELEVATION
STORAGE
OUTFLOW
(yr) (c.f.s.)
(c.f.s.)
(ft.)
(cu.ft.)
(c.f.$)
2
6.62
4.33
14.75
7125.1
0.33
10
8.82
5.81
14.94
9144.7
0.76
100
12.03
8.21
15.13
11199.4
1.28
11
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11

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 09:39:32 2007
I PROJECT_ MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
-----------------------------------------------------------------------
HYDROLOGIC
REPORT -
POND DEPTH VS
STORAGE PROVIDED
POND: POND
NORTH
ELEV
DEPTH
AREA
VOLUME
SUMVOL
feet
feet
sq.ft.
cu.ft.
cu.ft.
-----------------------------------------------------------------------
14.0
8070.0
0.0 (Perminant Pool)
'
0.5
4534.5
14.5
10068.0
4534.5 (Temporary Pool)
0.5
5154.0
15.0
10548.0
9688.5
0.5
5485.8
15.5
11395.0
15174.3
0.5
6058.0
16.0
12837.0
21232.3
1
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1
1
1
1
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I
1
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:26:18 2007
PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
--------------------------------------------------------------------------------
HYDROLOGIC REPORT - POND OUTPUT DEVICES
POND: POND NORTH
1=CIRCULAR ORIFICE
INVERT 14.0000 C 0.5000
D 0.0830
if (H < D) Q = 3.0
* D * (H ** 1.5)
if (H >= D) Q =
C * A * SQRT(64.4 *
(H - RAD)
2=CIRCULAR ORIFICE
INVERT 14.5000 C 0.5000
D 0.8300
if (H < D) Q = 3.0
* D * (H ** 1.5)
if (H >= D) Q =
C * A * SQRT(64.4 *
(H - HAD)
3=TRAPEZODIDAL BROAD
CRESTED WEIR
INVERT 15.4000
W 5.0000 A 45.0000
Q = 4.8 * (H **
1.5) * (0.667 * W +
0.533 * H * TAN(A)
1
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r�
Hoggard-Sure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:29:03 2007
1 PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
----------------------------------------------------------------------------
HYDROLOGIC REPORT - SUMMARY OF PEAK
FLOW
RATES
BASIN: AIRCRAFT FIRE RESCUE
- SOUTH
ID: POND SOUTH
PREDEVELOPMENT
AREA
4.29
1
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
= 12.40
BASIN CURVE NUMBER
= 0.30
DEVELOPMENT
AREA
= 1.83
AVERAGE BASIN SLOPE
= 0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
= 13.92
BASIN CURVE NUMBER
= 0.52
BYPASS
1
AREA
3.15
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
BASIN CURVE NUMBER
12.40
0.31
Frequency Pre -developed
By-pass area
Developed
Allowable peak
(years) Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
10 7.3
5.5
5.1
1.8
100 10.2
7.7
7.2
2.5
I
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1
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:29:32 2007
PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
--------------------------------------------------------------------------------
HYDROLOGIC
REPORT FOR
AIRCRAFT FIRE
RESCUE -
SOUTH
SUMMARY OF
PEAK FLOW
RATES
'
FREQ PRE -DEVELOPED
POST -DEVELOP
POND
ROUTED
FLOW
FLOW
ELEVATION
STORAGE
OUTFLOW
(yr) (c.f.s.)
(c.f.s.)
(ft.)
(cu.ft.)
(c.f.$)
---2-_------_5-43----_-----3-90--_-------19
75-_--_---6050.8
0.40
10
7.30
5.06
14.94
7824.3
0.88
100
10.20
7.17
15.11
9535.9
1.46
1
1
1
1
CJ

I
Y
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:29:46 2007
PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
--------- -------------------------- --------------- ------ ----------- ----- --------
„ HYDROLOGIC
REPORT -
POND DEPTH VS
STORAGE PROVIDED
POND: AIRCRAFT FIRE
RESCUE - SOUTH
ELEV
DEPTH
AREA
VOLUME
SUMVOL
feet
feet
sq.ft.
cu.ft.
cu.ft.
14.0
-- -----
---------------------------------------------------
6352.0
0.0 (Perminent Pool)
0.5
3587.5
14.5
7998.0
3587.5 (Temporary Pool)
1.2
11637.6
15.7
11398.0
15225.1
1
[]
1
1

I
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Fri Sep 14 08:29:17 2007
PROJECT: MACC\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\SWM POND - 2.pro
HYDROLOGIC REPORT - POND OUTPUT DEVICES
' POND: AIRCRAFT FIRE RESCUE - SOUTH
1=CIRCULAR ORIFICE
INVERT 14.0000 C 0.5000 D 0.0630
' if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
2=CIRCULAR ORIFICE
INVERT 14.5000 C 0.5000 D 1.0000
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 15.4000 W 10.0000 A 45.0000
' Q = 4.8 * (H ** 1.5) * (0.667 * w + 0.533 * H * TAN(A)
1
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2.7 TEMPORARY SEDIMENT TRAP SIZING
File:
2724.02.06
Project:
Aircraft Fire Rescue
Location:
Camp Lejeune, NC
Design:
JWF
Date:
7/4/2007
Revision:
North
TEMPORARY SEDIMENT BASIN
DRAINAGE AREA =
5.77
Acres
4.98
Acres
DISTURBED AREA =
1.79
Acres
1.83
Acres
OFFSITE DISTURBED AREA =
0.00
Acres
0.00
Acres
TOTAL DISTURBED AREA =
1.79
Acres
1.83
Acres
VOLUME REQUIRED =
6444
Cubic Feet
6588
Cubic Feet
VOLUME PROVIDED =
8642
Cubic Feet
7006
Cubic Feet
BOTTOM ELEV. =
13.50
Feet
13.00
Feet
TOP OF EMBANKMENT =
15.70
Feet
16.00
Feet
TRAP DEPTH =
2.20
Feet
3.00
Feet
SIDE SLOPE =
3:1
MAX
3:1
MAX
TEMPORARY SEDIMENT TRAP @ North Pond
ELEV
FT
CHANGE IN
ELEV.
AREA
SF
VOL.
CF
SUM VOL.
CF
13.5
7695
0
0.5
4083
14
8638
4083
0.5
4558
14.5
9596
8642
1
9596
15
10553
13679
0.5
5578
15.5
11760
19257
TEMPORARY SEDIMENT TRAP @ South Pond
ELEV
FT
CHANGE IN
ELEV.
AREA
SF
VOL.
CF
SUM VOL.
CF
13
1715
0
1
2374
14
3032
2374
0.5
1710
14.5
3809
4084
0.5
2099
15
4586
6183
0.7
5595
15.7
11401
11778

2.8 Wet Detention Pond Sizing
Calculations
North
Pond
Drainage Area(D.A.)= 1.79 Acres ('7 '7)
Impervious Area = O.f6A.cres
9 Impervious, (I) = 47.9 %
Use a 3.0 foot deep pond, with 90% TSS
Therefore, SA/DA= 5.6 &
(From Table 3.3-3)
'
MINIMUM REQUIRED SURFACE AREA AT PERMANENT POOL (PP):
= SA/DA x Drainage Area=
4361 SF
MINIMUM REQUIRED VOLUME
Rv _ .05 + .009(I)= 0.48
'
VOLUME _ (1"/12") X R, X D.A. X 43560
= 3124 CUBIC FEET
'
SURFACE AREA (S. A.) PROVIDED AT PP :
= 9070 SF(>Required S.A.)@ Elev. =
14,00 ft
'
M F2
SET ELEVATION OF TEMPORARY POOL (TP):
REQ. VOL./S.A. PROVIDED @ PP =
0.39 FEET
'
THEREFORE USE 050 FEET
'
TP ELEV. = 14.500 FEET
SURFACE AREA AT TEMPORARY POOL ELEVATION:
= L x W
= 10068 SQUARE FEET
'
VOLUME PROVIDED = (S.A. PROVIDED(PP) + S.A. @ TP ELEV.)/2
x (TP ELEV. - PP ELEV)
(B21+B33)/2 X (E- G21)
_
t
MPS 4� ,35 CUBIC FEET (> REQUIRED VOL.,
OKAY)
FOREHAY VOLUME:
'
BOTTOM OF POND ELEVATION AND SURFACE AREA: 6.0 FT - 1690 SF =
PERMANENT POOL VOLUME =
24859 CUBIC FEET
'
FOREBAY VOLUME REQUIRED=
.2(VOL. OF PP)=
4972 CUBIC FEET
FOREBAY VOLUME PROVIDED=
5195.25 CUBIC FEET
20. 95
'
ORIFICE SIZING:
Qi = REQ. VOL./172600 = 0.026
CPS (FLOWRATE REQUIRED
FOR A 2 DAY DRAWDOWN
Q5 = REQ. V0L./432000 = 0.010
CPS (FLOWRATE REQUIRED
FOR A 5 DAY DRAWDOWN
'
CHOOSE A 0.75" CIRCULAR ORIFICE, AVERAGE
HEAD = (0.50'-(1/2)(0.75"/l2))/2
1
ORIFICE W/ AVERAGE HEAD =
0.229 FEET
AREA = 3.14R'
'
AREA = 0.0055 SF
Q=Co(A2gh)112
Q= 0.026 CFS (0.0I0</=.026</=.026)
'
USE ONE (1) - ONE INCH (111)
DIAMETER PVC

I
2.8 Wet Detention Pond Sizing Calculations
South Pond
Drainage Area(D.A. )= i.'o;i Acres (76)6D3 K'1
Impervious Area = 0.65 Acres
8 Impervious, (I) = 37.2 8 C
Use a 3 foot deep pond, with 90% TSS
Therefore, SA/DA= 4_5 6 (From Table 3.3-3)
MINIMUM REQUIRED SURFACE AREA AT PERMANENT POOL (PP):
= SA/DA x Drainage Area= 3582 SF
MINIMUM REQUIRED VOLUME
Rv= .05 + .009(I)= 0.38
VOLUME _ (i"/12") X Ry X D.A. X 43560
2553 CUBIC FEET
SURFACE AREA (S.A.) PROVIDED AT PP
= 6352 SF(>Required S.A.)@ Elev. = 14.00 ft
1 SET ELEVATION OF TEMPORARY POOL (TP):
REQ. VOL./S.A. PROVIDED @ PP = 0.40 FEET
THEREFORE USE 0.50 FEET
' TP ELEV. = 14.500 FEET
1 SURFACE AREA AT TEMPORARY POOL ELEVATION:
= L x W
7998 SQUARE FEET
VOLUME PROVIDED = (S.A. PROVIDED(PP) + S.A. @ TP ELEV.)/2 x (TP ELEV. - PP ELEV)
(B21+B33)/2-X (B29 - G21)
= 3588 CUBIC FEET (> REQUIRED VOL., OKAY)
FOREBAY VOLUME:
t BOTTOM OF POND ELEVATION AND SURFACE AREA: 7 FT - 555 Se =
PERMANENT POOL VOLUME = 19144 CUBIC FEET
FOREBAY VOLUME REQUIRED= .2(VOL. OF PP)= 3829 CUBIC FEET
' FOREBAY VOLUME PROVIDED= 4515.25 CUBIC FEET
23.6%
1 ORIFICE SIZING:
Qi = REQ. VOL./172600 = 0.021 CFS (FLOWRATE REQUIRED FOR A 2 DAY DRAWDOWN
Q, = REQ. VOL./432000 = 0.008 CFS (FLOWRATE REQUIRED FOR A 5 DAY DRAWDOWN
' CHOOSE A 0.75" CIRCULAR ORIFICE, AVERAGE HEAD = (1.00'-(l/2)(0.75"/I2))/2
0.75 ORIFICE W/ AVERAGE HEAD = 0,234 FEET
AREA = 3.34R'
AREA = 0.0031 SF Q=Cp(A2gh)1/2
Q= 0.019 CFS (.006</=. 019</=. 021)
' USE ONE (1) - THREE QUARTER INCH (3/411) DIAMETER PVC

1
1
t
1
1
2.9 Wet Detention Pond Volume Calculations
NORTH POND
ELEVATION
AREA
VOLUME
SUM VOL
8
1690
0
BOTTOM
1
2047
9
2404
2047
1
2790
10
3175
4837
1
3589
11
4002
8425
1
4444
12
4886
12869
1
5357
13
5827
18226
0.5
3037
AVE DEPTH 3.08
13.5
6319
21262
0.5
3597
/
14
8070J
24859 ✓
PERM POOL
0.5
4535
14.5
10068
29394
TEMP POOL 4535
NORTH POND FOREBAY
ELEVATION
AREA
VOLUME
SUM VOL
10
0
0
0
0
10
785
0 BOTTOM
1
961
11
1136
961
1
1344
12
1551
2304
1
1791
13
2031
4095
0.5
1100
13.5
2370
5195 FOREBAY VOL

1
1
1
1
t
1
1
1
t
2.9
SOUTH POND
Wet Detention Pond Volume Calculations
ELEVATION
AREA
VOLUME
SUM VOL
7
555
0
BOTTOM
1
809
8
1062
809
1
1344
9
1626
2153
1
1936
10
2246
4089
1
2585
11
2923
6673
1
3290
12
3656
9963
1
4051
AVE DEPTH 3.01
13
4446
14014
0.5
2327
13.5
4862
16341
0.5
2804
14
6352
19144
PERM POOL
0.5
3588
3588
14.5
7998
22732
TEMP POOL
1.2
11638
15.7
11396
34369
SOUTH POND FOREBAY
ELEVATION
AREA
VOLUME
SUM VOL
10
0
0
0
0
10
648
0 BOTTOM
1
809
11
969
809
1
1162
12
1355
1971
1
1580
13
1805
3551
0.5
963
13.5
2054
4515 PERM POOL

SECTION O1 56 10
EROSION AND SEDIMENT CONTROL
03/03
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 (1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (1991; R 1996) Grab Breaking Load and
Elongation of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (1993) 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 01330, "Submittal
Procedures:"
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
Erosion Control Plan; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
Page 1

Filter Fabric
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, with the
erosion control plan. The work schedule shall coordinate the timing of land
1 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 FENCE
2.1.1 State Standard Sediment Fence
' NCSCC ESCM Standard 6.62, sediment fence (maximum height of 18 inches).
2.2 CONSTRUCTION ENTRANCE
2.2.1 State Standard Construction Entrance
' 2.2.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
' 2.2.1.2 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 (IF 25 #1/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)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
1
Page 2

�1
2.3 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
' designed for dust suppression.
2.4 TEMPORARY SEEDING
2.4.1 State Standard Temporary Seeding
' Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
6.10.
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 traps, sediment fences, and filter
barriers as grading progresses. Provide 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 AND SEDIMENT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment fence height
shall be approximately 18-24 inches. Do not attach filter fabric to
existing trees. Secure filter fabric to the post 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 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
of 12 inches.
3.4 DUST SUPPRESSORS
'I 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
'I yard of surface for pellets for the initial application. For subsequent
11
Page 3

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
1 dust emissions.
3.5 TEMPORARY SEEDING
t
3.5.1 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 in Section
32 92 19 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.
3.5.2 Seeding Requirements
3.5.2.1 State Standard Seeding Requirements
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
6.10.
3.6 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
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.
3.7 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
Page 4

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 --
Page 5

SECTION O1 57 19.00 20
TEMPORARY ENVIRONMENTAL CONTROLS
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 within the text by the
basic designation only.
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 832-R-92-005 (1992) Storm Water Management for
Construction Activities Developing
Pollution Preventions and Plans and Best
Management Practices
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
29 CFR 1910.120 Hazardous Waste Operations and Emergency
Response
40 CFR 112
Oil Pollution Prevention
40
CFR
122.26
Storm Water Discharges (Applicable to
State NPDES Programs, see section 123.25)
40
CFR
241
Guidelines for Disposal of Solid Waste
40
CFR
243
Guidelines for the Storage and Collection
of Residential, Commercial, and
Institutional Solid Waste
40
CFR
258
Subtitle D Landfill Requirements
40
CFR
260
Hazardous Waste Management System: General
40
CFR
261
Identification and Listing of Hazardous
Waste
40
CFR
262
Standards
Applicable to Generators of
Hazardous
Waste
40
CFR
263
Standards
Applicable to Transporters of
Hazardous
Waste
40
CFR
264
Standards
for Owners and Operators of
Hazardous
Waste Treatment, Storage, and
Disposal
Facilities
40
CFR
265
Interim Status
Standards for Owners and
Operators
of Hazardous Waste Treatment,
Storage,
and Disposal Facilities
Page 1

for the Management of Specific
40 CFR 266
Standards
Hazardous Wastes and Specific Types of
Hazardous Waste Management Facilities
40 CFR 268
Land Disposal Restrictions
j�
40 CFR 270
EPA Administered Permit Programs: The
Hazardous Waste Permit Program
40 CFR 271
Requirements for Authorization of State
Hazardous Waste Programs
40 CFR 272
Approved State Hazardous Waste Management
Programs
40 CFR 273
Standards For Universal Waste Management
40 CFR 279
Standards for the Management of Used Oil
40 CFR 280
Technical Standards and Corrective Action
Requirements for Owners and Operators of
Underground Storage Tanks (UST)
40 CFR 300
National Oil and Hazardous Substances
Pollution Contingency Plan
40 CFR 355
Emergency Planning and Notification
40 CFR 372-SUBPART D
Specific Toxic Chemical Listings
49 CFR 171
General Information, Regulations, and
Definitions
49 CFR 172
Hazardous Materials Table, Special
Provisions, Hazardous Materials
Communications, Emergency Response
Information, and Training Requirements
49 CFR 173
Shippers - General Requirements for
Shipments and Packaging
49 CFR 178
Specifications for Packaging
1.2 DEFINITIONS
'
1.2.1 Sediment
Soil and other debris
that have eroded and have been transported by runoff
'
water or wind.
1.2.2 Solid Waste
Garbage, refuse, debris,
sludge, or other discharged material, including
'
solid, liquid, semisolid,
or contained gaseous materials resulting from
domestic, industrial,
commercial, mining, or agricultural operations.
Types of solid waste
typically generated at construction sites may include:
'
'
Page 2

I
I
a. Green waste: The vegetative matter from landscaping, land
clearing and grubbing, including, but not limited to, grass,
bushes, scrubs, small trees and saplings, tree stumps and plant
roots. Marketable trees, grasses and plants that are indicated to
I_ remain, be re -located, or be re -used are not included.
b. Surplus soil: Existing soil that is in excess of what is required
for this work, including aggregates intended, but not used, for
on -site mixing of concrete, mortars and paving. Contaminated soil
meeting the definition of hazardous material or hazardous waste is
Bnot included.
I
e. Scrap metal: Scrap and excess ferrous and non-ferrous metals such
as reinforcing steel, structural shapes, pipe and wire that are
I recovered or collected and disposed of as scrap. Scrap metal
meeting the definition of hazardous material or hazardous waste is
not included.
i f. Paint cans: Metal cans that are empty of paints, solvents,
B thinners and adhesives. If permitted by the paint can label, a
thin dry film may remain in the can.
g. Recyclablea: Materials, equipment and assemblies such as doors,
windows, door and window frames, plumbing fixtures, glazing and
mirrors that are recovered and sold as recyclable. Metal meeting
the definition of lead contaminated or lead based paint
contaminated may be included as recyclable if sold to a scrap
metal company. Paint cans may be included as recyclable if sold
to a scrap metal company.
h. Hazardous Waste: By definition, to be a hazardous waste a
material must first meet the definition of a solid waste.
I Hazardous waste and hazardous debris are special cases of solid
t waste. They have additional regulatory controls and must be
handled separately. They are thus defined separately in this
document.
I
' Material not regulated as solid waste are: nuclear source or
byproduct materials regulated under the Federal Atomic Energy Act
of 1954 as amended; suspended or dissolved materials in domestic
sewage effluent or irrigation return flows, or other regulated
point source discharges; regulated air emissions; and fluids or
wastes associated with natural gas or crude oil exploration or
I production.
1 . 1.2.3 Hazardous Debris
As defined in Solid Waste paragraph, debris that contains listed hazardous
waste (either on the debris surface, or in its interstices, such as pore
structure) per 40 CFR 261; or debris that exhibits a characteristic of
hazardous waste per 40 CFR 261.
' 1.2.4 Chemical Wastes
This includes salts, acids, alkalizes, herbicides, pesticides, and organic
Page 3
1

chemicals.
1.2.5 Garbage
Refuse and scraps resulting from preparation, cooking, dispensing, and
consumption of food.
1.2.6 Hazardous Waste
Any discarded material, liquid, solid, or gas, which meets the definition
of hazardous material or is designated hazardous waste by the Environmental
Protection Agency or State Hazardous Control Authority as defined in
40 CFR 260, 40 CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264, 40 CFR 265,
40 CFR 266, 40 CFR 268, 40 CFR 270, 40 CFR 271, 40 CFR 272, 40 CFR 273,
40 CFR 279, and 40 CFR 280.
1.2.7 Hazardous Materials
Hazardous materials as defined in 49 CFR 171 and listed in 49 CFR 172.
i
1 Hazardous material is any material that:
a. Is regulated as a hazardous material per 49 CFR 173, or
b. Requires a Material Safety Data Sheet (MSDS) per
29 CFR 1910.120, or
C. During end use, treatment, handling, packaging, storage,
transpiration, or disposal meets or has components that meet or
have potential to meet the definition of a hazardous waste as
defined by 40 CFR 261 Subparts A, B, C, or D.
Designation of a material by this definition, when separately regulated or
controlled by other instructions or directives, does not eliminate the need
for adherence to that hazard -specific guidance which takes precedence over
this instruction for "control" purposes. Such material include ammunition,
weapons, explosive actuated devices, propellants, pyrotechnics, chemical
and biological warfare materials, medical and pharmaceutical supplies,
medical waste and infectious materials, bulk fuels, radioactive materials,
and other materials such as asbestos, mercury, and polychlorinated
biphenyls (PCBs). Nonetheless, the exposure may occur incident to
manufacture, storage, use and demilitarization of these items.
1.2.8 Waste Hazardous Material (WHM)
Any waste material which because of its quantity, concentration, or
physical, chemical, or infectious characteristics may pose a substantial
hazard to human health or the environment and which has been so
designated. Used oil not containing any hazardous waste, as defined above,
falls under this definition.
1.2.9 Oily Waste
Those materials which are, or were, mixed with used oil and have become
separated from that used oil. Oily wastes also means materials, including
wastewaters, centrifuge solids, filter residues or sludges, bottom
sediments, tank bottoms, and sorbents which have come into contact with and
11 Page 4

have been contaminated by, used oil and may be appropriately tested and
discarded in a manner which is in compliance with other State and local
requirements.
This definition includes materials such as oily rags, "kitty litter"
sorbent clay and organic sorbent material. These materials may be land
filled provided that:
a: It is not prohibited in other State regulations or local
ordinances
b. The amount generated is "de minimus" (a small amount)
C. It is the result of minor leaks or spills resulting from normal
process operations
d. All free -flowing oil has been removed to the practical extent
possible
Large quantities of this material, generated as a result of a major spill
or in lieu of proper maintenance of the processing equipment, are a solid
waste. As a solid waste, a hazardous waste determination must be performed
prior to disposal. As this can be an expensive process, it is recommended
that this type of waste be minimized through good housekeeping practices
and employee education.
1.2.10 Regulated Waste
Those solid waste that have specific additional Federal, state, or local
controls for handling, storage, or disposal.
1.2.11 Class I Ozone Depleting Substance (ODS)
Class I ODS is defined in Section 602(a) of The Clean Air Act and includes
the following chemicals:
chlorofluorocarbon-11 (CFC-11)
chlorofluorocarbon-12 (CFC-12)
chlorofluorocarbon-13 (CFC-13)
chlorofluorocarbon-111 (CFC-111)
chlorofluorocarbon-112 (CFC-112)
chlorofluorocarbon-113 (CFC-113)
chlorofluorocarbon-114 (CFC-114)
chlorofluorocarbon-115 (CFC-115)
chlorofluorocarbon-211 (CFC-211)
chlorofluorocarbon-212 (CFC-212)
1.3 SUBMITTALS
chlorofluorocarbon-213 (CFC-213)
chlorofluorocarbon-214 (CFC-214)
chlorofluorocarbon-215 (CFC-215)
chlorofluorocarbon-216 (CFC-216)
chlorofluorocarbon-217 (CFC-217)
halon-1211
halon-1301
halon-2402
carbon tetrachloride
methyl chloroform
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
?reconstruction Survey; G
Page 5

r
r
I
t
Environmental Protection Plan; G
Storm Water Pollution Prevention Plan; G
Storm Water Notice of Intent (for NPDES coverage under the general
permit for construction activities); G
SD-06 Test Reports
Laboratory Analysis
Erosion and Sediment Control Inspection. Reports
Storm Water Inspection Reports for General Permit
SD-11 Closeout Submittals
Some of the records listed below are also required as part of
other submittals. For the "Records" submittal, maintain on -site a
separate three-ring Environmental Records binder and submit at the
completion of the project. Make separate parts to the binder
corresponding to each of the applicable sub items listed below.
i
Waste Determination Documentation
Disposal Documentation for Hazardous and Regulated Waste
Contractor 40 CFR Employee Training Records
Solid Waste Management Report
Contractor Hazardous Material Inventory Log; G
i
Hazardous Waste/Debris Management
1.4 ENVIRONMENTAL PROTECTION REQUIREMENTS
i
' Provide and maintain, during the life of the contract, environmental
protection as defined. Plan for and provide environmental protective
i measures to control pollution that develops during normal construction
practice. Plan for and provide environmental protective measures required
to correct conditions that develop during the construction of permanent or
temporary environmental features associated with the project. Comply with
Federal, State, and local regulations pertaining to the environment,
including water, air, solid waste, hazardous waste and substances, oily
Page 6

iI ,
I' substances, and noise pollution.
1.5 QUALITY ASSURANCE
1.5.1 Preconstruction Survey
I
' Perform a Preconstruction Survey of the project site with the Contracting
Officer, and take photographs showing existing environmental conditions in
and adjacent to the site. Submit a report for the record.
' 1.5.2 Environmental Brief
Attend an environmental brief to be included in the preconstruction
' meeting. Provide the following information: types, quantities, and use of
hazardous materials that will be brought onto the activity; types and
quantities of wastes/wastewater that may be generated during the contract.
Discuss the results of the Preconstruction Survey at this time.
' Prior to initiating any work on site, meet with the Contracting Officer and
activity environmental staff to discuss the proposed Environmental
' Protection Plan. Develop a mutual understanding relative to the details of
environmental protection, including measures for protecting natural
resources, required reports, required permits, permit requirements, and
I other measures to be taken.
1.5.3 Contractor 40 CFR Employee Training Records
' Prepare and maintain employee training records throughout the term of the
contract meeting applicable 40 CFR requirements. Submit these training
records to the Contracting Officer at the conclusion of the project; unless
I otherwise directed.
1 PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
i
' 3.1 ENVIRONMENTAL PROTECTION PLAN
Prior to initiating any work on site, the Contractor will meet with the
Contracting Officer to discuss the proposed Environmental Protection Plan
' and develop a mutual understanding relative to the details of environmental
protection, including measures for protecting natural resources, required
reports, and other measures to be taken. The Environmental Protection Plan
' will be submitted in the following format and will, at a minimum, address
the following elements:
a. Description of the Environmental Protection Plan
(1) General overview and purpose
1I(2) General site information
�I b. Protection of Natural Resources
'I Page 7

t(1)
Land resources
'
(2) Tree protection
.
(3) Replacement of damaged landscape features
'
(4) Temporary construction
(5) Stream crossings
I
d. Storm Water Management and Control
'
(1) Ground cover
(2) Erodible soils
(3) Temporary measures
I
(a) Mechanical retardation and control of runoff
(b) Vegetation and mulch
e. Protection of the Environment from Waste Derived from Contractor
Operations
I
(1) Control and disposal of solid and sanitary waste
(2) Control and disposal of hazardous waste (Hazardous Waste
Management Section)
This item will consist of the management procedures for all
hazardous waste to be generated. The elements of those procedures
will coincide with the Activity Hazardous Waste Management Plan.
A copy of the Activity Hazardous Waste Management Plan will be
provided by the Contracting Officer. As a minimum, include the
following:
be to ensure a written waste
(a) Procedures to employed
determination is made for appropriate wastes which are to be
generated;
(b) Sampling/analysis plan;
(c) Methods of hazardous waste accumulation/storage (i.e., in
tanks and/or containers);
(d) Management procedures for storage, labeling,
'
transportation, and disposal of waste (treatment of waste is not
allowed unless specifically noted);
' (e) Management procedures and regulatory documentation
Page 8

ensuring disposal of hazardous waste complies with Land Disposal
Restrictions (40 CFR 268);
(f) Management procedures for recyclable hazardous materials
such as lead -acid batteries, used oil, and the like;
(g) Used oil management procedures in accordance with
40 CFR 279;
(h) Pollution prevention\hazardous waste minimization
procedures;
(i) Plans for the disposal of hazardous waste by permitted
facilities;
(j) Procedures to be employed to ensure all required employee
training records are maintained.
f. Prevention of Releases to the Environment
(1) Procedures to orevent releases to the environment
(2) Notifications in the event of a release to the environment
g. Regulatory Notification and Permits
(1) List what notifications and permit applications must be
made. Include copies of all applicable, environmental permits.
3.1.1 Environmental Protection Plan Review
Fourteen days after the environmental protection meeting, submit the
proposed Environmental Protection Plan for further discussion, review, and
approval. Commencement of work will not begin until the environmental
protection plan has been approved.
3.1.2 Licenses and Permits
[Obtain licenses and permits pursuant to the "Permits and Responsibilities"
FAR Clause.]
The following permits will be obtained by the Contracting Officer:
[a. ]
[b. ]
For permits obtained by the Contracting Officer, whether or not required by
the permit, the Contractor is responsible for conforming to all permit
requirements and performing all quality control inspections of the work in
progress, and to submit notifications and certifications to the applicable
regulatory agency via the Contracting Officer.
[No permits will be obtained by the Contracting Officer.
Where required by the State regulatory authority, the inspections and
certifications will be provided through the services of a Professional
Page 9

i
Engineer (PE), registered in the State where the work is being performed.
[Where a PE is not required, the individual must be otherwise qualified by
' other current State licensure, specific training and prior experience
(minimum 5 years). ]As a part of the quality control plan, which is
required to be submitted for approval by the quality control section,
provide a sub item containing the name, appropriate professional
registration or licence number, address, and telephone number of the
professionals or other qualified persons who will be performing the
inspections and certifications for each permit.]
1
' 3.2 PROTECTION OF NATURAL RESOURCES
Preserve the natural resources within the project boundaries and outside
t the limits of permanent work. Restore to an equivalent or improved
condition upon completion of work. Confine construction activities to
within the limits of the work indicated or specified.
i
Except in areas to be cleared, do not remove, cut, deface, injure, or
' destroy trees or shrubs without the Contracting Officer's permission. Do
not fasten or attach ropes, cables, or guys to existing nearby trees for
anchorages unless authorized by the Contracting Officer. Where such use of
attached ropes, cables, or guys is authorized, the Contractor will be
responsible for any resultant damage.
Protect existing trees which are to remain and which may be injured,
bruised, defaced, or otherwise damaged by construction operations. Remove
displaced rocks from uncleared areas. By approved excavation, remove trees
with 30 percent or more of their root systems destroyed. Remove trees and
i other landscape features scarred or damaged by equipment operations, and
' replace with equivalent, undamaged trees and landscape features. Obtain
Contracting Officer's approval before replacement.
The Contracting officer's approval is required before any equipment will be
' permitted to ford live streams. In areas where frequent crossings are
required, install temporary culverts or bridges. Obtain Contracting
i Officer's approval prior to installation. Remove temporary culverts or
' bridges upon completion of work, and repair the area to its original
condition.
tl 3.2.1 Erosion and Sediment Control Measures
3.2.1.1 Burnoff
'I Burnoff of the ground cover is not permitted.
3.2.1.2 Protection of Erodible Soils
'I Immediately finish the earthwork brought to a final grade, as indicated or
specified. Immediately protect the side slopes and back slopes upon
completion of rough grading. Plan and conduct earthwork to minimize the
'I duration of exposure of unprotected soils.
-
3.2.1.3 Temporary Protection of Erodible Soils
Use the following methods to prevent erosion and control sedimentation:
I; Page 10

a. Mechanical Retardation and Control of Runoff
(1) Mechanically retard and control the rate of runoff from the
construction site. This includes construction of diversion
ditches, benches, berms, and use of silt fences and straw bales to
retard and divert runoff to protected drainage courses.
b. Sediment Basins
(2) Install, inspect, and maintain best management practices
(BMPs) as required by the general permit. Prepare BMP Inspection
Reports as required by the general permit. If required by the
permit, include those inspection reports.
C. Vegetation and Mulch
(1) Provide temporary protection on sides and back slopes as soon
as rough grading is completed or sufficient soil is exposed to
require erosion protection. Protect slopes by accelerated growth
of permanent vegetation, temporary vegetation, mulching, or
netting. Stabilize slopes by.hydroseeding, anchoring mulch in
place, covering with anchored netting, sodding, or such
combination of these and other methods necessary for effective
erosion control.
(2) Seeding: Provide new seeding where ground is disturbed.
Include topsoil or nutriment during the seeding operation
necessary to establish a suitable stand of grass. The seeding
operation will be as specified in Section32 92 19
3.2.2 Erosion, Sediment and Stormwater Control
Submit "Erosion and Sediment Control Reports" (E&S) (form provided at the
pre -construction conference) and "Stormwater Inspections for General Permit
NCGO10000 - Land Disturbing Activities" (form provided at
http://h2o.enr.state.nc.us/su/?DF_Files/SW_General_Permits/NCGOI_Inspect_log.pdf)
to the Contracting Officer once every 7 days and within 29 hours of a storm
event that produces 0.5 inch or more of rain.
Comply with NCGO10000, North Carolina Permit to Discharge Storm Water under
the National Pollutant Discharge Elimination System. The existing permit
may be obtained from:
http://h20.enr.state.nc.us/su/PDF_Files/SW_General_Permits/NCGO1_Inspect_log.pdf.
3.2.2.1 Storm Water Notice of Intent for Construction Activities
The Contractor shall submit a Storm Water Notice of Intent (for NPDES
coverage under the general permit for construction activities) and a Storm
Water Pollution Prevention Plan (SWPPP) for the project to the Contracting
Officer prior and gain approval prior to the commencement of work. The
SWPPP will meet the requirements of the State of North Carolina general
permit for storm water discharges from construction sites. Submit the
SWPPP along with any required Notice of Intents, Notice of Termination, and
appropriate permit fees, via the Contracting Officer, to the appropriate
Page 11

State agency for approval, a minimum of 14 calendar days prior to the start
of any land disturbing activities. The Contractor shall maintain an
approved copy of the SWPPP at the construction on -site office, and
continually update as regulations require, to reflect current site
conditions.
(1) The SWPPP shall:
a. Identify potential sources of pollution which may be
reasonably expected to affect the quality of storm water discharge
from the site.
b. Describe and ensure implementation of practices which will be
used to reduce the pollutants in storm water discharge from the
site.
C. Ensure compliance with terms of the State of North Carolina
general permit for storm water discharge.
d. Select applicable best management practices from EPA
832-R-92-005.
e. Include a completed copy of the Registration Statement, BMP
Inspection Report Template and Notice of Termination except for
the effective date.
f. Storm Water Pollution Prevention Measures and Notice of Intent
40 CFR 122.26, EPA 832-R-92-005. Provide a "Storm Water Pollution
Prevention Plan" (SWPPP) for the project. The SWPPP will meet the
requirements of the State of North Carolina general permit for
storm water discharges from construction sites. Submit the SWPPP
along with any required Notice of Intents, Notice of Termination,
and appropriate permit fees, via the Contracting officer, to the
appropriate State agency for approval, a minimum of 14 calendar
days prior to the start of construction. A copy of the approved
SWPPP will be kept at the construction on -site office, and
continually updated as regulations require to reflect current site
conditions.
3.3 SOLID WASTE MANAGEMENT PLAN and PERMIT
Provide to the contracting officer written notification of the quantity of
solid waste/debris that is anticipated to be generated by construction.
Include in the report the locations where various types of waste will be
disposed or recycled. Include letters of acceptance or as applicable,
submit one copy of a State permit or license showing such agency's approval
of the disposal plan before transporting wastes off Government property.
�i 3.3.1 Solid Waste management Report
11 Page 12

Monthly, submit a solid waste disposal report to the Contracting Officer.
For each waste, the report will state the classification (using the
definitions provided in this section), amount, location, and name of the
business receiving the solid waste. Include copies of the waste handling
facilities' weight tickets, receipts, bills of sale, and other sales
documentation. In lieu of sales documentation, the Contractor may submit a
statement indicating the disposal location for the solid waste which is
signed by an officer of the Contractor firm authorized to legally obligate
or bind the firm. The sales documentation or Contractor certification will
include the receiver's tax identification number and business, EPA or State
registration number, along with the receiver's delivery and business
addresses and telephone numbers. For each solid waste retained by the
Contractor for his own use, the Contractor will submit on the solid waste
disposal report the information previously described in this paragraph.
Prices paid or received will not be reported to the Contracting Officer
unless required by other provisions or specifications of this Contract or
public law.
3.3.2 Control and Disposal of Solid Wastes
Pick up solid wastes, and place in covered containers which are regularly
-� emptied. Do not prepare or cook food on the project site. Prevent
contamination of the site or other areas when handling and disposing of
wastes. At project completion, leave the areas clean. Recycling is
encouraged and can be coordinated with the Contracting Officer and the
activity recycling coordinator. Remove all solid waste (including
non -hazardous debris) from Government property and dispose off -site at an
approved landfill. Solid waste disposal off -site must comply with most
stringent local, State, and Federal requirements including 40 CFR 241,
40 CFR 243, and 40 CFR 258.
3.4 WASTE DETERMINATION DOCUMENTATION
Complete a Waste Determination form (provided at the pre -construction
conference) for all contractor derived wastes to be generated. Base the
waste determination upon either a constituent listing from the manufacturer
used in conjunction with consideration of the process by which the waste
was generated, EPA approved analytical data, or laboratory analysis
(Material Safety Data Sheets (MSDS) by themselves are not adequate).
Attach all support documentation to the Waste Determination form. As a
minimum, a Waste Determination form must be provided for the following
wastes (this listing is not all inclusive): oil and latex based painting
and caulking products, solvents, adhesives, aerosols, petroleum products,
and all containers of the original materials.
3.4.1 Contractor Hazardous Material Inventory Log
tSubmit the Contractor Hazardous Material Inventory Log (found at:
http://www.wbd2.org/ccb/NAVGRAPH/015"5n.pdf), which provides information
required by (EPCRA Sections 312 and 313) along with corresponding Material
Safety Data Sheets (MSDS) to the Contracting Officer at the start and at
the end of construction (30 days from final acceptance), and update no
later than January 31 of each calendar year during the life of the
e contract. Documentation for any spills/releases, environmental reports or
off -site transfers may be requested by the Contracting officer.
3.4.2 Laboratory Analysis
Page 13

Submit a copy of a Laboratory Analysis of solid waste and debris with the
potential of becoming classified as a hazardous waste (i.e., abrasive/sand
blasting debris, etc.). Waste stream determinations are required at the
point of generation and must sufficiently document whether the waste will
be a solid waste, hazardous waste, or Resource Conservation and Recovery
Act (RCRA) exempt waste. Determinations must use EPA approved methods and
provide written rational for whether the waste is classified as hazardous
or non -hazardous. The Contractor will bear the cost of the waste stream
determinations, and the Contracting Officer reserves the right to request
waste stream determinations on questionable waste streams.
3.5 CONTRACTOR HAZARDOUS MATERIAL INVENTORY LOG
Submit the "Contractor Hazardous Material Inventory Log"(found at:
http://www lantdiv navfac navy mil/pls/lantdiv/docs/FOLDER/EICO/UFGS/GRA
), which provides information required by (EPCRA Sections 312 and 113)
along with corresponding Material Safety Data Sheets (MSDS) to the
Contracting Officer at the start and at the end of construction (30 days
from final acceptance), and update no later than January 31 of each
calendar year during the life of the contract. Documentation for any
spills/releases, environmental reports or off -site transfers may be
requested by the Contracting Officer.
3.5.1 Disposal Documentation for Hazardous and Regulated Waste
Manifest, pack, ship and dispose of hazardous or toxic waste and universal
waste that is generated as a result of construction in accordance with the
generating facilities generator status under the Recourse Conservation and
Recovery Act. Contact the Contracting Officer for the facility RCRA
identification number that is to be used on each manifest.
Submit a copy of the applicable EPA [and State] permit(s), manifest(s), or
license(s) for transportation, treatment, storage, and disposal of
hazardous and regulated waste by permitted facilities. Hazardous or toxic
waste manifest must be reviewed, signed, and approved by the Navy before
the Contractor may ship waste. To obtain specific disposal instructions
the Contractor must coordinate with the Activity environmental office at
t3.6 POLLUTION PREVENTION/HAZARDOUS WASTE MINIMIZATION
minimize the use of hazardous materials and the generation of hazardous
waste. Include procedures for pollution prevention/ hazardous waste
minimization in the Hazardous Waste Management Section of the Environmental
Protection Plan. Consult with the activity Environmental Office for
suggestions and to obtain a copy of the installation's pollution
prevention/hazardous waste minimization plan for reference material when
preparing this part of the plan. If no written plan exists, obtain
information by contacting the Contracting Officer. Describe the types of
the hazardous materials expected to be used in the construction when
requesting information.
3.7 WHM/HW MATERIALS PROHIBITION
No waste hazardous material or hazardous waste shall be disposed of on
government property. No hazardous material shall be brought onto
' government property that does not directly relate to requirements for the
performance of this contract. The government is not responsible for
Page 14

disposal of Contractor's waste material brought on the job site and not
required in the performance of this contract. The intent of this provision
is to dispose of that waste identified as waste hazardous
material/hazardous waste as defined herein that was generated as part of
this contract and existed within the boundary of the Contract limits and
not brought in from offsite by the Contractor. Incidental materials used
to support the contract including, but not limited to aerosol cans, waste
paint, cleaning solvents, contaminated brushes, rags, clothing, etc. are
the responsibility of the Contractor. The list is illustrative rather than
inclusive. The Contractor is not authorized to discharge any materials to
sanitary sewer, storm drain, or to the river or conduct waste treatment or
disposal on government property without written approval of the Contracting
Officer .
' 3.8 HAZARDOUS MATERIAL CONTROL
Include hazardous material control procedures in the Safety Plan. Address
procedures and proper handling of hazardous materials, including the
appropriate transportation requirements. Submit a MSDS and estimated
quantities to be used for each hazardous material to the Contracting
j Officer prior to bringing the material on base. Typical materials
requiring MSDS and quantity reporting include, but are not limited to, oil
and latex based painting and caulking products, solvents, adhesives,
aerosol, and petroleum products. At the end of the project, provide the
Contracting Officer with the maximum quantity of each material that was
present at the site at any one time, the dates the material was present,
the amount of each material that was used during the project, and how the
material was used. Ensure that hazardous materials are utilized in a
manner that will minimize the amount of hazardous waste that is generated.
Ensure that all containers of hazardous materials have NFPA labels or their
equivalent. Keep copies of the MSDS for hazardous materials on site at all
times and provide them to the Contracting Officer at the end of the
project. Certify that all hazardous materials removed from the site are
hazardous materials and do not meet the definition of hazardous waste per
40 CFR 261.
3.9 PETROLEUM PRODUCTS
' Conduct the fueling and lubricating of equipment and motor vehicles in a
manner that protects against spills and evaporation. Manage all used oil
generated on site in accordance with 40 CFR 279. Determine if any used oil
generated while on -site exhibits a characteristic of hazardous waste. Used
oil containing 1000 parts per million of solvents will be considered a
hazardous waste and disposed of at Contractor's expense. Used oil mixed
with a hazardous waste will also be considered a hazardous waste.
3.9.1 Oily and Hazardous Substances
Prevent oil or hazardous substances from entering the ground, drainage
areas, or navigable waters. In accordance with 40 CFR 112, surround all
temporary fuel oil or petroleum storage tanks with a temporary berm or
containment of sufficient size and strength to contain the contents of the
tanks, plus 10 percent freeboard for precipitation. The berm will be
impervious to oil for 72 hours and be constructed so that any discharge.
will not permeate, drain, infiltrate, or otherwise escape before cleanup
occurs.
3.10 FUEL TANKS
tPage 15

Petroleum products and lubricants required to sustain up to 30 days of
construction activity may be kept on site. Storage and refilling practices
shall comply with 40 CFR Part 112. Secondary containment shall be provided
and be no less than 110 percent of the tank volume plus five inches of
free -board. If a secondary berm is used for containment then the berm
shall be impervious to oil for 72 hours and be constructed so that any
discharge will not permeate, drain, infiltrate, or otherwise escape before
cleanup occurs. Drips pans are required and the tanks must be covered
during inclement weather.
3.11 RELEASES/SPILLS OF OIL AND HAZARDOUS SUBSTANCES
Exercise due diligence to prevent, contain, and respond to spills of
hazardous material, hazardous substances, hazardous waste, sewage,
regulated gas, petroleum, lubrication oil, and other substances regulated
by environmental law. Maintain spill cleanup equipment and materials at
the work site. In the event of a spill, take prompt, effective action to
stop, contain, curtail, or otherwise limit the amount, duration, and
severity of the spill/release. In the event of any releases of oil and
hazardous substances, chemicals, or gases; immediately (within 15 minutes)
notify the Base or Activity Fire Department, the activity's Command Duty
Officer, and the Contracting Officer. If the contractor's response is
inadequate, the Navy may respond. If this should occur, the contractor
will be required to reimburse the government for spill response assistance
and analysis.
The Contractor is responsible for verbal and written notifications as
required by the federal 40 CFR 355, State, local regulations and Navy
Instructions. Spill response will be in accordance with 40 CFR 300 and
applicable State and local regulations. Contain and clean up these spills
without cost to the Government. If Government assistance is requested or
required, the Contractor will reimburse the Government for such
assistance. Provide copies of the written notification and documentation
that a verbal notification was made within 20 days.
Maintain spill cleanup equipment and materials at the work site. Clean up
all hazardous and non -hazardous (WHM) waste spills. The Contractor shall
reimburse the government for all material, equipment, and clothing
generated during any spill cleanup. The Contractor shall reimburse the
government for all costs incurred including sample analysis materials,
equipment, and labor if the government must initiate its own spill cleanup
procedures, for Contractor responsible spills, when:
a. The Contractor has not begun spill cleanup procedure within
one hour of spill discovery/occurrence, or
b. If, in the government's judgment, the Contractor's spill
cleanup is not adequately abating life threatening situation
and/or is a threat to any body of water or environmentally
sensitive areas.
3.12 CONTROL AND DISPOSAL OF HAZARDOUS WASTES
3.12.1 Hazardous Waste/Debris Management
1
' Page 16

Identify all construction activities which will generate hazardous
waste/debris. Provide a documented waste determination for all resultant
waste streams. Hazardous waste/debris will be identified, labeled,
handled, stored, and disposed of in accordance with all Federal, State, and
local regulations including 40 CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264,
40 CFR 265, 40 CFR 266, and 40 CFR 268. Hazardous waste will also be
managed in accordance with the approved Hazardous Waste Management Section
of the Environmental Protection Plan. Store hazardous wastes in approved
containers in accordance with 49 CFR 173 and 49 CFR 178. Hazardous waste
generated within the confines of Government facilities will be identified
as being generated by the Government. Prior to removal of any hazardous
waste from Government property, all hazardous waste manifests must be
signed by activity personnel from the Station Environmental Office. No
hazardous waste will be brought onto Government property. Provide to the
Contracting Officer a copy of waste determination documentation for any
solid waste streams that have any potential to be hazardous waste or
contain any chemical constituents listed in 40 CFR 372-SUBPART D. For
hazardous wastes spills, verbally notify the Contracting Officer
immediately.
3.12.1.1 Regulated Waste Storage/Satellite Accumulation/90 Day Storage Areas
If the work requires the temporary storage/collection of regulated or
hazardous wastes, the Contractor will request the establishment of a
Regulated Waste Storage Area, a Satellite Accumulation Area, or a 90 Day
Storage Area at the point of generation. The Contractor must submit a
request in writing to the Contracting Officer providing the following
information:
Contract Number
Haz/Waste or
Regulated Waste POC
Type of Waste
Emergency POC
Location of the Site:
(Attach Site Plan to the Request)
Attach a waste determination form.
this request.
3.13 DUST CONTROL
Contractor
Phone Number
Source of Waste
Phone Number
Allow ten working days for processing
Keep dust down at all times, including during nonworking periods. Sprinkle
or treat, with dust suppressants, the soil at the site, haul roads, and
other areas disturbed by operations. Dry power brooming will not be
permitted. Instead, use vacuuming, wet mopping, wet sweeping, or wet power
brooming. Air blowing will be permitted only for cleaning nonparticulate
debris such as steel reinforcing bars. Only wet cutting will be permitted
for cutting concrete blocks, concrete, and bituminous concrete. Do not
unnecessarily shake bags of cement, concrete mortar, or plaster.
3.13.1 Dirt and Dust Control Plan
Page 17

Submit truck and material haul routes along with a plan for controlling
dirt, debris, and dust on base roadways. As a minimum, identify in the
plan the subcontractor and equipment for cleaning along the haul route and
measures to reduce dirt, dust, and debris from roadways.
3.11 NOISE
Make the maximum use of low -noise emission products, as certified by the
EPA. Blasting or use of explosives will not be permitted without written
permission from the Contracting Officer, and then only during the
designated times.
1 3.11 REMOVAL FROM CAMP LEJEUNE, NC
Remove and dispose of rubbish and debris from Government property.
a. Provide 24-hour advance written notice to the Contracting Office
of Contractor's intention to dispose of off base.
b. Disposal at sites or landfills not holding a valid State of North
Carolina permit is specifically prohibited. The prohibition also
applies to sites where a permit may have been applied for but not
yet obtained.
' C. Off -base disposal of construction debris outside the parameters of
this.paragraph at site without State permits and/or not in
accordance with regulatory requirements will require the
t Contractor at his own expense to remove, transport and relocate
the debris to a State approved site. The Contractor will also be
required to pay any fines, penalties, or fees related to the
' illegal disposal of construction debris
d. Metals will not be accepted at the Base Sanitary Landfill.
Materials which may be deposited in the landfill include:
1 CATEGORY CONSTRUCTION DEBRIS DISPOSAL - BASE
SANITARY LANDFILL EXAMPLE/GENERAL INFORMATION FOR
DEPOSIT IN THE LANDFILL
Mixed Debris The following materials may be placed in
the landfill in a location designated by the
' landfill operator. These items may be mixed
together.
Sheetrock - plaster - glass (broken)
1 Non asbestos insulation - (fiberglass and
mineral wool will be bagged).
' Packing paper, styrofoam, and pasteboard boxes
Non -asbestos roofing materials such as shingles
built-up and shingle roofing.
Painted wood such as doors, windows, siding, and
' trim.
Plastic/fiberglass such as pipe, electrical
boxes, cover plates, etc.
Ceramic and vinyl flooring or tile - ceiling
'I
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r
1
CATEGORY CONSTRUCTION DEBRIS DISPOSAL - BASE
SANITARY LANDFILL EXAMPLE/GENERAL INFORMATION FOR
DEPOSIT IN THE LANDFILL
tile.
' Masonry and Concrete Deliver concrete, block, brick, mortar to the
landfill separate from any other items, and
place in a location designated by the landfill
operator. Reinforcement wire and rebar will be
removed flush with exposed surfaces.
Nonrecyclable Cardboard Breakdown corrugated cardboard boxes and deliver
to the Base Recycling Center located at Building
913. If Base personnel rejects the cardboard,
take cardboard to the landfill.
Nonrecyclable Wall Pallets
Deliver usable pallets to the .Base Recycling
Center located at Building 913. If base
personnel rejects the pallets, take pallets to
the landfill.
_1
Treated Wood
Deliver treated wood, and such as piling and
power poles, to the landfill separated from any
other items, and place in locations as
designated by the landfill operator.
Untreated/Unpainted Wood
Deliver lumber, trees, stumps, limbs, tops, and
shrubs to the landfill separated from any other
'
items, and place in locations as designated by
landfill operator.
Organic Matter
Deliver leaves, pine straw, grass clippings to
the landfill separated from any other items, and
place in locations as designated by landfill
operator. No bags or containers are allowed.
'
Fiberglass Tanks
Clean tanks before delivery to landfill.
550 gallons or less
Asphalt Pavement Remove pavement from Government property and
deliver to an asphalt -recycling establishment.
Provide a record of the total tons of asphalt
recycled and the corporate name and location of
the recycling establishment receiving the
removed asphalt.
Weigh each and every Separate each category of construction debris at
vehicle delivering debris the construction site and deliver separately to
the landfill.
Weigh each and every Place each category of construction debris in
vehicle delivering debris the landfill at the location designated by the
landfill operator.
Page 19

CATEGORY CONSTRUCTION DEBRIS DISPOSAL - BASE
SANITARY LANDFILL EXAMPLE/GENERAL INFORMATION FOR
DEPOSIT IN THE LANDFILL
Metals Metals will not be accepted at the landfill.
Remove metals from each and every category
before delivery to the landfill.
(Example: Remove hardware from doors and windows
Dispose of metal construction debris at Defense
Reutilization Maintenance Office (DRMO) Building
TC-861, Camp Geiger.
Aluminum, brass, copper, lead, other metal,
electrical wiring, cable (cut in 3 foot or less
sections)
-- End of Section --
Page 20

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SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
1 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 (2005) Sieve Analysis of Fine and Coarse
Aggregates
ASTM C 33 (2003) Concrete 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 (2002el) Laboratory Compaction
Characteristics of Soil Using Modified
Effort (56,000 ft-lbf/cu. ft. (2,700
kN-m/cu.m.))
ASTM D 2216 (2005) Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass
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 (2004) Density of Soil and Soil -Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 (2004) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM D 4318 (2000) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 698 (2000ael) Laboratory Compaction
Page 1

Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 530/F-93/004
EPA 600/4-79/020
1.2 DEFINITIONS
1.2.1 Capillary Water Barrier
(1993; Rev 0; Updates I, II, IIA, IIB, and
III) Test Methods for Evaluating Solid
Waste (Vol IA, IS, IC, and II) (SW-846)
(1983) Methods for Chemical Analysis of
Water and Wastes
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 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.
■ 1.2.3 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.
1.2.4 Rock
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 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
�I Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are The following shall be
submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
'I SD-01 Preconstruction Submittals
,I
IIPage 2

Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
Fill and backfill test
Select material test
Porous fill test for capillary water barrier
Density tests
Moisture Content 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.
e. Material character is indicated by the boring logs.
g. Borrow material Suitable backfill and bedding material in the
quantities required are not available at the project site.
h. Blasting will not be permitted. Remove material in an approved
manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
Page 3

Soils brought in from off site for use as backfill shall be tested for TPH,
BTEX and full TCLP including ignitability, corresivity and reactivity.
Backfill shall contain less than 100 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,
1 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
i
1.7.1 Dewatering Work Plan
' Submit procedures for accomplishing dewatering work.
i 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.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
i 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, SW -SC, SP-SM, SP-SC, free of debris, roots,
11 wood, scrap material, vegetation, refuse, soft unsound particles, and
li frozen, deleterious, or objectionable materials. Unless specified
otherwise, the maximum particle diameter shall be one-half the lift
thickness at the intended location.
'I 2.1.2 Unsatisfactory Materials
t 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
'I other organic matter, frozen material, and stones larger than 3 inches.
J The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Cohesionless and Cohesive Materials
11.
11
Page 4

Cohesionless materials include materials classified in ASTM D 2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM, GP -GM, GW-GM, SW-SM,
SP-SM, and SM shall be identified as cohesionless only when the fines are
nonplastic (plasticity index equals zero). Materials classified as GM and
SM will be identified as cohesive only when the fines have a plasticity
index greater than zero.
2.1.4 Common Fill
' Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
' 2.1.5 Backfill and Fill Material
ASTM D 2487, classification GW, GP, GM, GC, SW, SP, SM, SC with a maximum
1 ASTM D 4318 liquid limit of 35, maximum ASTM D 4318 plasticity index of 12,
and a maximum of 25 percent by weight passing ASTM D 1140, No. 200 sieve.
2.1.6 Select Material
Provide materials classified as GW, GP, SW, SP, by ASTM D 2487 where
indicated. The liquid limit of such material shall not exceed 35 percent
when tested in accordance with ASTM D 4318. The plasticity index shall not
be greater than 12 percent when tested in accordance with ASTM D 4318, and
not more than 35 percent by weight shall be finer than No. 200 sieve when
tested in accordance with ASTM D 1140.
2.1.7 Topsoil
Provide as specified in Section 32 92 19SEEDING.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C 33 fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D 1140, No. 200 sieve, or 1-1/2 inches and no more than 2
percent by weight passing the No. 4 size sieve or coarse aggregate Size
57, 67, or 77 and conforming to the general soil material requirements
specified in paragraph entitled "Satisfactory Materials."
2.3 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 698 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
Page 5

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.
2.3.1 Gravel
Clean, coarsely graded natural gravel, crushed stone or a combination
thereof having a classification of GW GP in accordance with ASTM D 2487
for bedding Maximum particle size shall not exceed 3 inches.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations -from sources outside of Government property.
2.5 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 warding. 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
2.5.1 Warning Tape for Metallic Piping
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.
2.5.2 Detectable Warning Tape for Non -Metallic Piping
Polyethylene plastic tape conforming to the width, color, and printing
requirements specified above. Minimum thickness of the tape shall be 0.004
inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250
psi crosswise. Tape shall be manufactured with integral wires, foil
backing, or other means of enabling detection by a metal detector when tape
is buried up to 3 feet deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
2.6 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
Page 6

minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.1.1 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 (ponds/basins) 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, prevent erosion and undermining of
foundations. 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.
3.1.1.2 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
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 feet
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete. Submit performance records weekly.
'I 3.1.2 Underground Utilities
1 Location of the existing utilities indicated is approximate. The
,l Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall contact the Public Works Department for assistance in
locating existing utilities.
' j Page 7

I
1
3.1.3 Machinery and Equipment
1 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
1 displaced or damaged.
3.2 SURFACE PREPARATION
1 3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
1 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.
1 3.2.2 Stripping
1 Strip suitable soil from the site where excavation or grading is indicated
and stockpile separately from other excavated material. 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
1 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
1 needed.
3.2.3 Unsuitable Material
1 Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
1 Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
1 required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
1 to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with select
material and compact to 95 percent of ASTM D 698 maximum density. Unless
1 specified otherwise, refill excavations cut below indicated depth with
satisfactory material and compact to 95 percent of ASTM D 698 maximum
density. Satisfactory material removed below the depths indicated, without
specific direction of the Contracting Officer, shall be replaced with
1 satisfactory materials to the indicated excavation grade; except as
specified for spread footings. Determination of elevations and
measurements of approved overdepth excavation of unsatisfactory material
below grades indicated shall be done under the direction of the Contracting
Officer.
3.3.1 Structures With Spread Footings
lEnsure that footing subgrades have been inspected and approved by the
1 Page 8

I
' Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length. Rock, where encountered, shall be excavated to a
depth of at least 6 inches below the bottom of the pipe.
3.3.3 Excavated Materials
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."
3.3.4 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed. Only excavation methods that will leave the foundation rock
in a solid and unshattered condition shall be used. Approximately level
surfaces shall be roughened, and sloped surfaces shall be cut as indicated
into rough steps or benches to provide a satisfactory bond. Shales shall
be protected from slaking and all surfaces shall be protected from erosion
resulting from ponding or flow of water.
' 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
'I 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
'I 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 provide the moisture content that will readily
facilitate obtaining the specified compaction with the equipment used.
Minimum subgrade density shall be as specified herein.
�1 3.4.1 Proof Rolling
Proof rolling shall be done on an exposed subgrade free of surface water
'I (wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade of the building and pavements with six passes of a 15 ton,
' Page 9

' pneumatic -tired roller. Operate the truck in a systematic manner to ensure
the number of passes over all areas, and at speeds between 2 112 to 3 1/2
miles per hour. When proof rolling under buildings, the building subgrade
shall be considered to extend 5 feet beyond the building lines, and
one-half of the passes made with the roller shall be in a direction
perpendicular to the other passes. 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. Putting or pumping of material
shall be undercut as directed by the Contracting Officerand replaced with
' select material.
3.5 FILLING AND BACKFILLING -
1 Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.5.1 Common Fill Placement
Provide for general site . Use satisfactory materials. Place in 6 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.
' 3.5.2 Backfill and Fill Material Placement
' Provide for paved areas and under concrete slabs, except where select
material is provided. Place in 6 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
,j against the structure.
3.5.3 Select Material Placement
tlProvide under structures not pile supported. Place in 6 inch lifts. Do
not place over wet or frozen areas. Backfill adjacent to structures shall
'I be placed as structural elements are completed and accepted. Backfill
against concrete only when approved. Place and compact material to avoid
loading upon or against structure.
'I 3.5.4 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 and shall include
backfill for outside oil water seperators. Where pipe is coated or wrapped
'I for protection against corrosion, the backfill material up to an elevation
2 feet above sewer lines and 1 foot above other utility lines shall be
free from stones larger than 1 inch in any dimension. 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,
wrappings, or tanks. Backfill shall not be placed against foundation walls
l Page 10

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prior to 7 days after completion of the walls. As far as practicable,
' backfill shall be brought up evenly on each side of the wall and sloped to
drain away from the wall.
3.5.5 Porous Fill Placement .
Provide under floor and area -way slabs on a compacted subgrade. Place in 4
inch lifts with a minimum of two passes of a hand -operated plate -type
vibratory compactor.
3.5.6 Trench Backfilling
' Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 6
inch lifts to top of trench and in6 inch lifts to one foot over pipe
outside structures and paved areas.
' 3.6 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
' 3.7 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.
3.8 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.
' 3.9 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required. Density
requirements specified herein are for cohesionless materials. When
cohesive materials are encountered or used, density requirements may be
reduced by 5 percent. .
3.9.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
'I foot line of the paved area or structure to 85 percent of ASTM D 698.
3.9.2. Structures, Spread Footings, and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D 698. Compact
' I Page 11

common fill fill and backfill material and
select material
to 95 percent of
ASTM D 698.
3.9.3 Adjacent Area
'
Compact areas within 5 feet of structures
to 90 percent of
ASTM D 698.
3.9.4 Paved Areas
'
Compact top 12 inches of subgrades to 95 percent of ASTM D
698. Compact
.fill and backfill materials to 95 percent
of ASTM D 698.
3.10 FINISH OPERATIONS
3.10.1 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.
3.10.2 Topsoil and Seed
Provide as specified in Section 32 92 19 SEEDING.
3.10.3 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.
3.11 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.
3.12 FIELD QUALITY CONTROL
3.12.1 Sampling
Take the number and size of samples required to perform the following tests.
' 3.12.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.12.2.1
Fill and Backfill Material Testing
�
Test
fill and backfill material in accordance with ASTM C
136 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;
'I
ASTM
D 698 or ASTM D 1557 for moisture density relations,
as applicable.
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3.12.2.2 Select Material Testing
Test select material in accordance with ASTM C 136 for conformance to
ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No.
200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations, as
applicable.
3.12.2.3 Porous Fill Testing
Test porous fill in accordance with ASTM C 136 for conformance to gradation
specified in ASTM C 33.
3.12.2.4 Density Tests
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 1556 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 2500 square feet of existing grade in
fills for structures and concrete slabs, and every 2500 square feet for
other fill areas and every 2500 square feet of subgrade in cut. Include
density test results in daily report.
a. Bedding and backfill in trenches: One test per 50 linear feet in
each lift.
3.12.2.5 Moisture Content Tests
In the stockpile, excavation or borrow areas, a minimum of two tests per
day per type of material or source of materials being placed is required
during stable weather conditions. During unstable weather, tests shall be
made as dictated by local conditions and approved moisture content shall be
tested in accordance with ASTM D 2216. Include moisture content test
results in daily report.
-- End of Section --
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' SECTION 32 92 19
SEEDING
10/06
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 within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
1 ASTM C 602 (1995a; R 2001) Agricultural Liming
Materials
ASTM D 4427 (1992; R 2002el) Peat Samples by
' Laboratory Testing
ASTM D 4972 (2001) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
I
' DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
I
1.2 DEFINITIONS
I 1.2.1 Stand of Turf
The contractor shall guarantee a full stand of grass over the entire
disturbed area. If necessary the contractor will wet down the areas to
assist in seed germination or aid in growth in times of excessively dry
weather. a stand of grass will be considered acceptable when the entire
stand of grass is at least four inches high and has achieved at least 95%
coverage of disturbed area. Reseeding will be required by the contractor
as necessary to obtain the specified stand of grass.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL
1 1.4 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
01 33 00 SUBMITTAL PROCEDURES:
1 SD-03 Product Data
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Wood cellulose fiber mulch
Fertilizer
Include physical characteristics, and recommendations.
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
State certification and approval for seed
SD-08 Manufacturer's Instructions
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
gypsum sulphur iron and lime may be furnished in bulk with certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Seed, Fertilizer Gypsum Sulfur Iron and Lime Storage
Store in cool, dry locations away from contaminants.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
Page 2

temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
Provide State -certified seed of the latest season's crop delivered in
original sealed packages, bearing producer's guaranteed analysis for
percentages of mixtures, purity, germination, weedseed content, and inert
material. Label in conformance with AMS Seed Act and applicable state seed
laws. Wet, moldy, or otherwise damaged seed will be rejected. Field mixes
will be acceptable when field mix is performed on site in the presence of
the Contracting Officer.
2.1.2 Planting Dates
See construction drawings for temporary and perminent seeding dates.
2.2 TOPSOIL
2.2.1 On -Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D 4972. Topsoil shall be free of sticks, stones, roots, and
other debris and objectionable materials. Other components shall conform
to the following limits:
Silt 7 to 17 percent
Clay 4 to 12 percent
Sand 20-35 percent
pH 5.5 to 7.0
soluble Salts 600 ppm maximum
Page 3

2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C 602 of not less than 94 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D 4427. Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
Page 4

2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
organic Synthetic, granular controlled release fertilizer containing the
following minimum percentages, by weight, of plant food nutrients:
10 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
2.4.2 Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
nutrients for at least 6 months and containing the following minimum
percentages, by weight, of plant food nutrients.
10 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
1 2.5 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.5.1 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contrain no fertile seed.
2.5.3 Wood Cellulose Fiber Mulch
Use recovered materials of either paper -based (100 percent) or wood -based
(100 percent) hydraulic mulch. Processed to contain no growth or
germination -inhibiting factors and dyed an appropriate color to facilitate
visual metering of materials application. Composition on air-dry weight
' Page 5

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basis: 9 to 15 percent moisture, pH range from 5.5 to 8.2 . Use with
hydraulic application of grass seed and fertilizer.
2.6 WATER
I
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
PART 3 EXECUTION
t3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
3.1.1.1 Topsoil
Provide 4 inches of off -site topsoil, on -site topsoil orexisting soilto
I meet indicated finish grade. After areas have been brought to indicated
finish grade, incorporate fertilizer pH adjusters soil conditioners into
soil a minimum depth of 4 inches by disking, harrowing, tilling or other
method approved by the Contracting Officer. Remove debris and stones larger
than 3/4 inch in any dimension remaining on the surface after finish
1 grading. Correct irregularities in finish surfaces to eliminate
depressions. Protect finished topsoil areas from damage by vehicular or
pedestrian traffic.
I
3.2 SEEDING
I. 3.2.1 Seed Application Seasons and Conditions
' Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
' above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
IIremainder at right angles to the first sowing.
3.2.2 Seed Application Method
Seeding method shall be broadcasted and drop seedingor hydroseeding.
3.2.2.1 Broadcast and Drop Seeding
Seed shall be uniformly broadcast at the rate as indicated on the
construction drawings.. Use broadcast or drop seeders. Sow one-half the
seed in one direction, and sow remainder at right angles to the first
t sowing. Cover seed uniformly to a maximum depth of 1/4 inch in clay soils
and 1/2 inch in sandy soils by means of spike -tooth harrow, cultipacker,
raking or other approved devices.
Page 6
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3.2.2.3 Hydroseeding
First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate as indicated on the construction drawings. When
hydraulically sprayed on the ground, material shall form a blotter like
cover impregnated uniformly with grass seed. Spread with one application
with no second application of mulch.
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Straw mulch shall be applied at a rate which will insure approximatelly 75%
coverage of the seeded area. The straw and sown seed will be lightly
disced into the bed to give it further resistence to blowing and washing.
Straw mulch shall be spread uniformly at the rate of 2 tons per acre.
Mulch shall be spread by hand, blower -type mulch spreader, or other
approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
' 3.2.3.3 Asphalt Adhesive Tackifier
Asphalt adhesive tackifier shall be sprayed at a rate between 10 to 13
' gallons per 1000 square feet. Sunlight shall not be completely excluded
from penetrating to the ground surface.
3.2.3.5 Asphalt Adhesive Coated Mulch
Straw mulch may be spread simultaneously with asphalt adhesive applied at a
rate between 10 to 13 gallons per 1000 square feet, using power mulch
equipment which shall be equipped with suitable asphalt pump and nozzle.
The adhesive -coated mulch shall be applied evenly over the surface.
Sunlight shall not be completely excluded from penetrating to the ground
surface.
'I 3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed with cultipacker-type seeder or by hydroseeding,
rolling may be eliminated.
' 3.2.6 Watering
Start watering areas seeded as required by temperature and wind
conditions. Apply water at a rate sufficient to insure thorough wetting
fl of soil to a depth of 2 inches without run off. During the germination
process, seed is to be kept actively growing and not allowed to dry out.
11 Page 7
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3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.5 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
clean at all times at least one paved pedestrian access route and one paved
vehicular access route to each building. Clean other paving when work in
adjacent areas is complete.
-- End of Section --
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' REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
AIRCRAFT FIRE RESCUE FACILITY - SEED 1 PROJECT
MCAS NEW RIVER
JACKSONVILLE, NORTH CAROLINA
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PREPARED FOR:
MR. CHRIS COOK
VIRTEXCO CORPORATION
2909 BRUNSWICK AVENUE
' NEW BERN, NORTH CAROLINA 28562-2601
ECS CAROLINAS, LLP PROJECT NO.: 22.12700
JANUARY 15, 2007
I
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DRAFT
January 15, 2007
Mr. Chris Cook
' Virtexco Corporation
2909 Brunswick Avenue
New Bern, North Carolina 28562-2601
' Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Aircraft Fire Rescue Facility - Seed 1 Project
MCAS New River
1 Jacksonville, North Carolina
ECS Project No.: 22.12700
Dear Mr. Cook:
As authorized by your acceptance of our proposal number 9235R, dated December 20, 2006,
'
ECS Carolinas, LLP has completed a subsurface exploration for the subject project. This report
presents the results of the field exploration; laboratory testing and engineering analysis, along
with our recommendations for design of geotechnical related items.
'
We appreciate the opportunity to be of service to you during the design phase of this project and
look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and recommendations presented in this report, please
'
contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
1
Winslow E. Goins, E.I.
Project Manager
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Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 22983
11

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I' REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL EN
ANALYSIS
AIRCRAFT FIRE RESCUE FACILITY - SEED 1 PROJECT
MCAS NEW RIVER
JACKSONVILLE, NORTH CAROLINA
PREPARED FOR:
MR. CHRIS COOK
VIRTEXCO CORPORATION
2909 BRUNSWICK AVENUE
NEW BERN, NORTH CAROLINA 28562-2601
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
JACKSONVILLE , NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.12700
WALID M. SOBH, P.E.
NC LICENSE NO.22983
JANUARY 15, 2007

11
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TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY..................................................................................................................I
2.0 PROJECT OVERVIEW......................................................................................................................2
1
2.1 Project Information............................................................................................................................2
2.2 Scope of Work...................................................................................................................................2
2.3 Purpose of Exploration......................................................................................................................2
1
3.0 EXPLORATION PROCEDURES.......................................................................................................3
3.1 Subsurface Exploration Procedures...................................................................................................3
3.1.1 Soil Borings...............................................................................................................................3
1
3.1.2 Hand Auger Borings and Infiltration Tests...............................................................................3
3.2 Laboratory Testing Program..............................................................................................................4
1
4.0 EXPLORATION RESULTS
................................................................................................................5
4.1 Site Conditions..................................................................................................................................5
4.2 Regional Geology..............................................................................................................................5
4.3 Soil Conditions..................................................................................................................................5
4.4 Groundwater Conditions.......................................................................................................6
1
4.5 Laboratory Test Results........................................................................................................6
4.6 Infiltration Test Results
........................................................................................................7
5.0 ANALYSIS AND RECOMMENDATIONS.......................................................................................8
5.1 Subgrade Preparation.........................................................................................................................8
5.2 Engineered Fill Placement ............... :...................................... ...........................................................
9
1
5.3 Foundations Design.........................................................................................................................10
5.4 Floor Slab Design............................................................................................................................11
5.5 Pavement Design Considerations....................................................................................................11
5.6 Site Drainage...................................................................................................................................12
1
5.7 Construction Considerations...........................................................................................................13
1
6.0 CLOSING............................................................................................................................................14
APPENDICES
1
APPENDIX A-FrcuREs
APPENDIX B-SPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-LABROTORY TEST RESULTS
APPENDIX D-HAND AUGER BORING LOGS AND INFILTRATION TEST RESULTS
APPENDIX &GENERAL CONDITIONS
APPENDIX F-PROCEDURES REGARDING FIELD LAGS, LABORATORY DATA SHEETS AND SAMPLES
1

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22,12700
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering analysis for
the proposed site located off of Curtis Road at the MCAS New River in Jacksonville, North Carolina. At
the time of our field exploration, the site is mostly clear. The site is relatively level
We understand that fire station building along with associated drive ways and parking will be built on the
proposed site. Project site grading and structural information was not available at the time this proposal was
prepared.
No appreciable organic topsoil was reported by the drillers at the borings locations. Beneath the surface
to an approximate depth of 12 feet, the test borings typically encountered intermittent layers of loose to
medium dense silty, clayey and clean sands (SM, SC, SP) and soft to stiff sandy clays and clays(CL,
CH). From 12 feet to approximate termination depths of 40 to 50 feet, the test borings typically
encountered intermittent layers of loose to dense silty and clean sands (SM, SP).
In summary, the proposed single family structures can be supported on conventional shallow foundations
provided that the structures are one to two stories. For foundations designed and constructed in
accordance with the recommendations provided in this report, a net allowable soil bearing pressures of
2,000 pounds per square foot (psi) is recommended for use in proportioning shallow foundations. We
request the opportunity to review our foundation recommendations and make any necessary changes once
structural loads and site design grades are determined.
Specific information regarding the subsurface exploration procedures used, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning the
geotechnical design and construction aspects of the project are discussed in detail in the subsequent
sections of this report. Please note this Executive Summary is an important part of this report and should
be considered a "summary" only. The subsequent sections of this report constitute our findings,
conclusions, and recommendations in their entirety.
Prepared By: Reviewed By:
Winslow E. Goins, E.I. Walid M. Sobh, P.E.
Project Manager Principal Engineer

Report of Subsurface Exploration and Gootechnical Engineering Analysis
Aircraft Fire Rescue Facility
WAS New River
Jacksonville, North Carolina
ECS Project No.: 22,12700
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed development is based upon our discussions with representatives of
Virtexco Corporation and a review of the site plan provided to ECS by Virtexco Corporation The
proposed site is located off of Curtis Road at the MCAS New River in Jacksonville, North Carolina. At the
time of our field exploration, the site is mostly clear. The site is relatively level
We understand that fire station building along with associated drive ways and parldng will be built on the
proposed site. Proj ect site grading and structural information was not available at the time this proposal was
prepared.
2.2 Scone of Worlc
The conclusions and recommendations contained in this report are based on the results of:
Y five soil test borings,
• one infiltration test,
• visual examination of the samples obtained during our field exploration,
• the results of select laboratory index and engineering properties testing,
• engineering analyses of the field and laboratory findings with respect to the provided project
information.
23 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions at the site
and to develop engineering recommendations to assist in the design and construction of the proposed
project. We accomplished these objectives by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• performing an infiltration test to determine the infiltration rate of subsurface soil,
• performing laboratory tests on selected representative soil samples from the borings to
evaluate pertinent engineering properties; and
• analyzing the field and laboratory data to develop appropriate geotechnical engineering
design and construction recommendations.
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The field logs and soil samples were provided to ECS. We understand that the five soil test borings
drilled on the site were performed using a truck -mounted drill rig utilizing various cutting bits to advance
the boreholes. Mud rotary drilling was utilized to advance the borings. Representative soil samples were
obtained by means of the split -barrel sampling procedure in general conformance with ASTM D-1586.
In this procedure, a 2-inch O.D., split -barrel sampler is driven into the soil a distance of 18 inches by a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler through a 12-
inch interval is termed the Standard Penetration Test (SPT) value and is indicated for each sample on the
boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can affect the standard penetration resistance value (i.e., differences
between drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies) and prevent a
direct correlation between SPT resistance value, or N-Value, and the consistency or relative density of
the tested soil. Split -spoon samples were obtained at approximately 2.5-foot intervals within the upper
10 feet and at approximately 5-foot intervals thereafter. The approximate locations of -the 'soil test
borings are indicated on the Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -tight containers and brought to our laboratory in Wilmington, North
Carolina for visual examination and formal classification by a geotechnical engineer in general
accordance with the Unified Soil Classification System guidelines.
3.1.2 Hand Auger Borings and Infiltration Test
On December 21, 2006, one hand auger boring was performed on the site. The purpose of the hand auger
boring was to stratify the subsurface soils and estimate the infiltration rate of the subsurface soils. We
evaluated the subsurface soil and ground water conditions by drilling one hand auger boring to a depth of
approximately 4 feet below the existing ground surface at the approximate location indicated on the
Boring Location Plan in Appendix A of this report. We visually classified the subsurface soils on site.
An infiltration test was then performed adjacent to the hand auger boring location. The results are
provided in Section 4.6 and in Appendix D.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
3.2 Laboratory Testing Program
Representative soil samples obtained during our field exploration were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
• visual classifications of soil according to ASTM D 2487;
index property testing included natural moisture content determinations (ASTM D 2216), standard
Proctor (ASTM D 686), California Bearing Ratio (CBR) (ASTM D 1883) and grain size analyses
(ASTM D 1140).
bulls samples were obtained from the area around locations CBR-I, CBR-2 and CBR-3. The bulk
samples consisted of samples taken at various depths using a shovel and hollow flight augers with the
drill rig.
All data obtained from the laboratory tests are included on the Laboratory Testing Summary and in
Appendix C of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition.

Report of Subsurface Exploration and Geotechnical Engineering Analysis .
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located off of Curtis Road at the MCAS New River in Jacksonville, North Carolina. At
the time of our field exploration, the site is mostly clear. The site is relatively level. It is bordered to the
north by a concrete runway. It is bordered to the south and west by a ditch. It is bordered to the east by
the New River.
4.2 ReQional Geolo �v
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is
composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area
generally consist of sedimentary materials transported from other areas by the ocean or rivers. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet
near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those
underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined
groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge
occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface
water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Soil Test Borings: No appreciable organic topsoil was reported by the drillers at the borings locations.
Beneath the surface to an approximate depth of 12 feet, the test borings typically encountered
intermittent layers of loose to medium dense silty, clayey and clean sands (SM, SC, SP) and soft to stiff
sandy clays and clays(CL, CH). Standard penetration test resistances (N-values) in these soils generally
ranged from 4 to 18 blows per foot (bpf).
From 12 feet to approximate termination depths of 40 to 50 feet, the test borings typically encountered
' intermittent layers of loose to dense silty and clean sands (SM, SP). Standard penetration test resistances
(N-values) in these soils generally ranged from 6 to 36 bpf.
The descriptions provided in this section are a general summary of the subsurface conditions encountered
within the test borings. The Test Boring Records in Appendix B contain detailed information recorded at
each of the boring locations and represent the geotechnical engineer's interpretation of the data based on
visual examination of the soil samples obtained during the field exploration. The stratification lines on
the Test Boring Records represent approximate boundaries between material types and the actual
transition between strata is expected to be gradual.
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Report of Subsurface Exploration and Geotwhnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring locations.
Furthermore, visual observations of the samples retrieved during drilling exploration were also used in
evaluating the groundwater conditions. The groundwater depths were observed to range from 0.6 to 4.4
feet below the existing grade after completion of the borings.
The highest groundwater observations are normally encountered in the late winter and early spring, and
our current groundwater observations are expected to be near or representative of the seasonal maximum
water table. Variations in the location of the long-term water table may occur as a result of changes in
precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of
this exploration. If long term water levels are crucial to the development of this site, it would be prudent
to verify water levels with the use of perforated pipes or piezometers.
The relatively shallow groundwater conditions encountered within the boreholes are expected to impact
utility excavations, foundation installation, and subgrade preparation and mass grading activities.
However, this will depend on final site design grades. Consequently, the diversion of surface water
should be expected in order to successfully complete site grading activities.
4.5 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils encountered
within the test borings. In summary, the tested samples had in -situ moisture contents ranging from about
22.0 to 38.5 percent.
The Atterberg limits analyses of the tested samples indicated liquid limits ranging from 36 to 72, plastic
limits ranging from 12 to 21 and plasticity indices ranging from 17 to 51.
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The maximum dry density of the bulk samples are 113.0, UNKNOWN, and UNKNOWN pounds per
cubic foot (pcf) with optimum moisture contents of 11.5, UNKNOWN, and UNKNOWN percent as
detemuned by the standard Proctor method (ASTM D 698)
California Bearing Ratio (CBR) values of 19.5, UNKNOWN, and UNKNOWN were obtained for the
soaked samples that were compacted to 100 percent of the soils maximum dry density.
'
Specific laboratory test results are provided in the Laboratory Testing Summary and in Appendix C of
this report.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
WAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
4.6 Infiltration Test Results
Our field classifications indicate that the subsurface soils at the infiltration test location consisted of
brown silty fine to medium sand, tan fine to medium sand and orange gray clay. Ground water was
encountered at a depth of 36 inches below present site grades.
Infiltration test I-1 was performed at a depth of approximately 12 inches below existing grade and
indicated an infiltration rate of 3.2 inches per hour. Please see the site sketch in Appendix A for the
infiltration test location.
Based on observations in the hand auger borings, it is our opinion that the seasonal high ground water
level at the test location is approximately 17 inches below existing grade.

Report of Subsurface Exploration and Gectechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
5.0 ANALYSIS AND
The recommendations provided in this report are based upon our understanding of the proposed
construction, the information provided to us during this study and our past experience with similar
conditions. Should any of the information provided to us be changed prior to final design, ECS should be
notified to review these recommendations and make appropriate revisions, if necessary.
5.1 Subarade Preaaration
The first step in preparing the site for the proposed construction should be to remove all vegetation,
rootmat, topsoil, deleterious materials, and any other soft or unsuitable materials from the existing
ground surface. These operations should extend at least 10 feet, where possible, beyond the planned
limits of the proposed building and pavements.
After proper clearing, stripping grubbing, and prior to fill placement, foundation, slab, or pavement
construction, the exposed subgrade soils should be carefully evaluated by an experienced geotechnical
engineer to identify any localized unstable or otherwise unsuitable materials. Aber evaluating the
exposed soils, loose and yielding areas should be identified by proofrolling the exposed subgrades, if site
and subsurface conditions allow, with an approved piece of equipment, such as a loaded dump truck,
having a single -axle weight of at least 10 tons. Any soft or unsuitable materials identified during
prooftolling operations should be either repaired in -place or removed and replaced with an approved
backfill placed and compacted in accordance with recommendations of this report.
Depending on final site design grades, undercutting should be anticipated in the proposed building area
due to the presence of loose/soft soils and moisture sensitive soils in the upper five feet of the existing
subgrade. These areas will be identified during proofrolling operations. Undercutting should also be
anticipated in the footing areas and should be verified following foundation excavations. If plastic clay
(CI) is encountered below the footing, we recommend that the clay be over -excavated by at least two
feet below the footing and approved back fill material should be placed in the footing to provide a two
foot separation between the bottom of footing and the plastic clay layer.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that are
evaluated after periods of rainfall will not respond as well to proofroling as subgrades that are evaluated
after periods of more favorable weather. We strongly recommend that rubber tire equipment not be used
if subgrade conditions exhibit elevated moisture conditions. The contractor should use tracked
equipment to minimize the degradation of marginally stable subgrade.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed on a full-
time basis by a representative of ECS. These observations should be performed by an. experienced
geotechnical engineer, or his representative, to ensure that all unsuitable materials have been removed
and that the prepared subgrade is suitable for support of the proposed construction and/or fills.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
' Jacksonville, North Carolina
ECS Project No.: 22.12700
5.2 Endneered Fill Placement
' Following the removal of deleterious surface and subsurface materials, and after achieving a stable
subgrade, engineered fills can be placed and compacted to achieve the desired site grades. All fill for
' support of the proposed construction and for backfill of utility lines within expanded building and
pavement limits should consist of an approved material, free of organic matter and debris and cobbles
greater than 3 inches, and have a Liquid Limit (LL) and Plasticity Index (Pl) less than 40 and 20,
' respectively. We also recommend that all fills within structural areas have a standard Proctor (ASTM D
698) maximum dry density of at least 110 pounds per cubic foot (pef).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays and silts
i' (CH, MED. All such materials removed during grading operations should be either stockpiled for later
use in landscape fills, or placed in approved on or off -site disposal areas.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be evaluated to
determine if some of these soils will be suitable for reuse as engineered fill. Natural fine -gained soils
classified as clays or silts (CL, ML) with LL and PI greater than 40 and 20, respectively, should be
evaluated by the geotechnical engineer at the time of construction to determine their suitability for use as
engineered fill.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials, the
contractor should provide representative samples of the proposed fill soils to the geotechnical engineer.
The geotechnical engineer can determine the material's suitability for use as an engineered fill and
1 develop moisture -density relationships in accordance with the recommendations provided herein.
Samples should be provided to the geotechnical engineer at least 3 to 5 days prior to their use in the field
to allow for the appropriate laboratory testing to be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not exceeding 8
inches in loose lift thickness and moisture conditioned to within their working range of optimum
moisture content. The fills should then be compacted to a minimum of 95 percent of the soil's standard
Proctor (ASTM D 698) maximum dry density to within 12 inches below finished subgade. The upper
12 inches of fills placed beneath structural development should be compacted to 98 percent of the soil's
standard Proctor maximum dry density. The typical working range of optimum moisture for the natural
Coastal Plain soils at the site is expected to be within approximately 3 percent of the optimum moisture
content. Care should also be taken to provide a smooth, gently sloping ground surface at the end of each
day's earthwork activities to help reduce the potential for ponding and absorption of surface water.
' Grade controls should also be maintained throughout the filling operations. All filling operations should
be observed on a full-time basis by a qualified representative of ECS to determine that the required
degrees of compaction are being achieved. We recommend that a minimum of one compaction test per
2,000-square-foot area be performed for each lift of controlled fill. The elevation and location of the
tests should be clearly identified at the time of fill placement. Areas which fail to achieve the required
degree of compaction should be re -worked until the specified degree of compaction is achieved. Failing
test areas may require moisture adjustments or other suitable remedial activities in order to achieve the
required compaction.

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Report of Subsurface Exploration and Geotechnicat Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been recently
subjected to precipitation. All wet or frozen soils should be removed prior to the continuation of site
grading and fill placement. Borrow fill materials, if required, should not contain excessively wet or
frozen materials at the time of placement. Additionally, if grading operations occur during the winter
months, all frost -heaved soils should be removed prior to placement of engineered fill, granular sub -base
materials, foundation or slab concrete, and asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions differ from
those encountered during our subsurface exploration, the geotechnical engineer should be notified
immediately.
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1 5.3 Foundation Desisn
Provided the subgrade preparation and earthwork operations are completed in strict accordance with the
recommendations of this report, the proposed construction can be supported an conventional shallow
foundations bearing on approved natural materials and/or properly compacted U. We recommended a
net allowable design soil bearing pressure of 2,000 psf for proportioning continuous and isolated column
footings. To reduce the possibility of foundation bearing failure and excessive settlement due to local
shear or "punching" failures, we recommend that continuous footings have a minimum width of 18
inches and that isolated column footings have a minimum lateral dimension of 30 inches. Furthermore,
i all footings should bear at a depth to provide adequate frost cover protection. For this region, we
recommend the bearing elevation be a minimum depth of 12 inches below the finished exterior grade or
in accordance with the local building code requirements. We request the opportunity to review our
foundation recommendations and make any necessary changes once structural loads and site design
grades are determined.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the foundation
bearing soils in excess of the final minimum surrounding overburden pressure. The final footing
elevation should be evaluated by ECS personnel to verify that the bearing soils are capable of supporting
the recommended net allowable bearing pressure and suitable for foundation construction. These
evaluations should include visual observations, hand rod probing, and dynamic cone penetrometer
1 (ASTM STP 399) testing, or other methods deemed appropriate by the geotechnical engineer at the time
of construction, in each column footing excavation and at intervals not greater than 30 feet in continuous
footing excavations. If plastic clay is encountered below the footing, we recommend the clay be over -
excavated by a depth of at least two feet below the footing and approved back fill material should be
placed in the footing to provide a two foot separation between the bottom of footing and the plastic clay
layer.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
The settlement of a structure is a function of the compressibility of the bearing materials, bearing
i
pressure, actual structural loads, fill depths, and the bearing elevation of footings with respect to the final
ground surface elevation. Estimates of settlement for foundations bearing on engineered or non -
engineered fills are strongly dependent on the quality of fill placed. Factors which may affect the quality
of fill include maximum loose lift thickness of the fills placed and the amount of compactive effort
placed on each lift. Provided the recommendations outlined in this report are strictly adhered to, we
expect that total settlements for the proposed construction are expected to be in the range of 1 inch or
less, while the differential settlement will be approximately''/z of the anticipated total settlement. This
evaluation is based on our engineering experience and assumed structural loadings for this type of
structure, and is intended to aid the structural engineer with his design.
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' 5.4 Floor Slab Design
Provide a suitable subgrade will be prepared as recommended herein, ground level slabs can be designed
as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (ks) of 100 pci is
appropriate for design provided that upper 18 inches of the slab subgrade soils have been uniformly
compacted to at least 98 percent of their standard Proctor maximum dry density.
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' We recommend that all slabs -on -grade be isolated from the foundations so that potential differential
settlement of the structure will not induce shear stresses in the floor slab. Also, to minimize the crack
width of any shrinkage cracks that may develop near the surface of the slab, wire mesh reinforcement
' may be included in the slab design. The mesh should be located in the top third of the slab to be
effective.
We also recommend that all slabs -on -grade be underlain by a minimum of 6 inches of open graded
aggregate to help prevent the capillary rise of subsurface moisture from adversely affecting the slab. If
floor covering such as tile or carpet will be utilized for interior finishes, a polyethylene vapor barrier may
be used beneath the floor slab for moisture control considerations.
5.5 Pavement Design Considerations
' For the design and construction of exterior pavements, the subgrades should be prepared in strict
accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill Placement"
sections of this report. An important consideration with the design and construction of pavements is
' surface and subsurface drainage. Where standing water develops, either on the pavement surface or
within the base course layer, softening of the subgrade and other problems related to the deterioration of
the pavement can be expected. Furthermore, good drainage should minimize the possibility of the
subgrade materials becoming saturated during the normal service period of the pavement.
In the parking and drive areas, a California Bearing Ratio (CBR) of UNKNOWN could be used for
pavement design for on -site soil compacted to 100% of the maximum dry density determined in
accordance with ASTM Specification D-698, standard Proctor method under saturated conditions.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
Base on the CBR value, 2 inches of surface SF9.5 mix overlying six inches of compacted crushed stone
in the light pedestrian type vehicle areas and 1.5 inches of surface SF9.5 mix over 2.5 inches of I19.0 mix
'
overlying eight inches of compacted crushed stone in the main heavily traveled drive areas, in truck
delivery and dumpster areas. In lieu of compacted crushed stone for heavily traveled drive areas, 5
inches of B25.0 mix can be used.
For heavy vehicle drive ways and parking, we recommend a rigid (concrete) pavement consisting of an
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eight inch thick, mesh reinforced concrete slab supported on four inches of ABC stone. The concrete
'
should have a minimum flexural strength of 650 psi at 28 days and should be provided with proper and
adequatejoints.
i
Regardless of the section and type of construction utilized, saturation of the subgrade materials and
asphalt pavement areas results in a softening of the subgrade material and shortened life span for the
pavement. Therefore, we recommend that both the surface and subsurface materials for the pavement be
properly graded to enhance surface and subgrade drainage. By quickly removing surface and subsurface
' water, softening of the subgrade can be reduced and the performance of the parking area can be
improved. Site preparation for the parking areas should be similar to that for the building area including
stripping, proofrolling, and the placement of compacted structural fill.
Please note that large, front -loading trash dumpsters frequently impose concentrated front -wheel loads on
pavements during loading. This type of loading typically results in rutting of bituminous pavements and
ultimately pavement failures and costly repairs. Consequently, we recommend the use of an eight inch
thick, mesh reinforced concrete slab that extends the entire length of the truck. Concrete pavements
should be properly jointed and reinforced as needed to help reduce the potential for cracking and to
permit proper load transfer.
5.6 Site Drainaee
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Positive drainage should be provided around the perimeter of the structure to minimise the potential for
moisture infiltration into the foundation and slab subgrade soils. We recommend that landscaped areas
adjacent to these structures be sloped away from the construction and maintain a fall of at least 6 inches
t for the first 10 feet outward from the structures. The parking lots, sidewalks, and any other paved areas
should also be sloped to divert surface water away from the proposed building.
1 The proper diversion of surface water during site grading and construction will help reduce the potential
for delays associated with periods of inclement weather. The proper diversion of surface water is
especially critical since portions of the site soils are expected to be moisture sensitive. Based upon our
past experience, the use of "crowning" large areas of exposed soils should be useful to help divert surface
water from the prepared subgrades.
Please note that the need for construction dewatering should be determined at the time of construction. If
t grading operations are performed during the wet seasons (i.e. fall and winter) the use of gravity flow
ditches may be necessary to divert precipitation and surface water away from the construction areas.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
5.7 Construction Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the foundation
excavations remain exposed during periods of inclement weather. Therefore, foundation concrete should
be placed the same day that proper excavation is achieved and the design bearing pressure verified. If the
bearing soils are softened by surface water absorption or exposure to the environment, the softened soils
must be removed from the foundation excavation bottom immediately prior to placement of concrete. If
the excavation must remain open overnight, or if inclement weather becomes imminent while the bearing
soils are exposed, we recommend that a 1 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
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It is imperative to maintain good site drainage during earthwork operations to help maintain the integrity
of the surface soils. The surface of the site should be kept properly graded to enhance drainage of
surface water away from the proposed construction areas during the earthwork phase of this project. We
recommend that surface drainage be diverted away from the proposed building and pavements areas
without significantly interrupting its flow. Other practices would involve sealing the exposed soils daily
with a smooth -drum roller at the end of the day's work to reduce the potential for infiltration of surface
water into the exposed soils.
The key to minimizing disturbance problems with the soils is to have proper control of the earthwork
operations. Specifically, it should be the earthwork contractor's responsibility to maintain the site soils
within a workable moisture content range to obtain the required in -place density and maintain a stable
sabgrade. Scarifying and drying operations should be included in the contractor's price and not be
considered an extra to the contract. In addition, construction equipment cannot be permitted to randomly
ran across the site, especially. once the desired final grades have been established. Construction
equipment should be limited to designated lanes and areas, especially during wet periods to minimize
disturbance of the site subgrades. It will likely be necessary to utilize tracked equipment during grading
operations particularly if the subgrade soils exhibit elevated moisture conditions.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
Aircraft Fire Rescue Facility
WAS New River
Jacksonville, North Carolina
ECS Project No.: 22.12700
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. The general subsurface
conditions utilized in our evaluations have been based on interpolation of subsurface data between the
borings. If the project information provided to us is changed, please contact us so that our
recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of
' any site or subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our evaluation. The assessment of site environmental conditions
for the presence of pollutants in the soil and groundwater of the site was beyond the scope of this
geotechnical exploration.
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APPENDIX B
SPT BORING LOGS
AND
SOIL CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY

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Unified Soil Classification System
(ASTM Designation D-2487)
Major Division Group Symbol Typical Names Classification Criteria
E
GW
Well -graded gravels and gravel-
o
C. = D6s/D10 Greater than 4
°
„
sand mixtures, little or no fines
c
C== (D30)1/(DtcxDbo) Between 1 and 3
oz
GP
Poorly graded gavels and gravel-
Not meeting both criteria for GW
o o
sand mixtures, little or no fines
v
o
m
3
"A"
01.5
GM
Silty gravels, gavel -sand -silt
o
Atterberg limits plot below line or
c
mixtures
C7 0 .°g
plasticity index less than 4
GC
Clayey gavels, gavel -sand -clay
'o
m
Atterberg limits plot above "A" line
mixtures
.44
°
and plasticity index greater than 7
SW
Well -graded sands and gravelly
'� o
C„= D60"'la Greater than 6
°
sands, little or no fines
.b
N N o
C=— (1)30)2/(DtoxD61) Between 1 and 3
zSP
Poorly graded sands and gravelly
z W z
Not meeting both criteria far SW
N
sands, little or no lines
U
4
\ o n
=, =
Atterberg limits plot below "A" line or
9
SM
Silty sands, sand -silt mixtures
y
plasticity index less than 4
°
+u =
Atterberg limits plot above "A" line
'
SC
Clayey sands, sand -clay mixtures
and plasticity index Beater than 7
ML
Inorganic silts, very fine sands,
*oi° u-avcmpl.�.n. a sma ofu.®an mMb.'kO fi v
rock flour, silty or clayey fine
foramwd
was (cmp'vcnllY dctamwnl). A51M-m98'!.
sands
U'a "yy
CL
Inorganic clays of low to medium
A
plasticity, gravelly clays, sandy
s m
o, a
clays, silty clays, lean clays
n
z w
h
OL
Organic silts and organic silty
�
clays of low plasticity
m
>m
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
a
elastic silts
„
�
� �
CH
Inorganic clays of high plasticitry,
d
h
fat clays
OH
Organic clays of medium to high
plasticity
1.4 T w m m m m w 1.110
uomo UMIT, u
Plasticity chart for the classification of fine-grained soils.
Tests made on fraction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter, will
organic soils char, bum, or glow
MAY 2006
UNIF EID SOIL.
CLASSIFICATION
SYSTEM

Reference Notes for Boring Logs
I. Drilling and Sampling Symbols:
SS - Split Spoon Sampler
RB -Rock Bit Drilling
ST - Shelby Tube Sampler
BS - Bulk Sample of Cuttings
RC - Rock Core: NX, BX, AX
PA - Power Auger (no sample)
PM - Pressuremeter
HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer
WS - Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
H. Correlation of Penetration Resistances to Soil Properties:
Relative Densitv-Sands, Silts
Consistency
of Cohesive Soils
SPT-N
Relative Density
N-Values
Consistency
0-4
Very Loose
0-2
Very Soft
5 -10
Loose
3-4
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more.
Very Hard
III. Unified Soil Classification Symbols:
GP
- Poorly Graded Gravel
ML -
Low Plasticity Silts
GW
- Well Graded Gravel
ME -
High Plasticity Silts
GM
- Silty Gravel
CL -
Low Plasticity Clays
GC
- Clayey Gravels
CH -
High Plasticity Clays
SP
- Poorly Graded Sands
OL -
Low Plasticity Organics
SW
- Well Graded Sands
OH -
High Plasticity Organics
SM
- Silty Sands
CLrML -
Dual Classification
SC
- Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL - Water Level
BCR -
Before Casing Removal
WS - While Sampling
ACR -
After Casing Removal
WD - While Drilling
WCI -
Wet Cave In
DCI -
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when angering, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.
i
t

I
1
1
I
I
I
I
I
t
I
I
I
i
1
CLIENT
Virtexco Corporation
JOB # BORING SHEET
22-12700 B-1 1 of 2
ILP
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Aircraft Fire Rescue Facility
SITE LOCATION
Jacksonville, North Carolina
CMZ@ M y�G�
1 2 3 4 6+
STIC RATER LIQUID
m S CONTENT X IDET R
—�--- —A
S gDAI1TT DE4IGNAITON 8 RECOVERY
ROD%— — — REC.Xz
® STANDARD PENITRTION
10 20 R� 90 AO 50+
w
�
�
DESCRIPTION OF MATERIAL ENGLISH UNITS%
BOTTOM OF CASING LOSS OF CRiCUTATIONit
SURFACE ELEQATION
Soft to Firm, Brownish Gray,
CLAY, (CL)
.022.0
04: (2-2-2)
>E —
1
SS
18
18
21 38
2
SS
18
18
8 (2-4-4)
5
6 (2-24)
3
SS
18
18
Medium Dense, Brown to Gray,
4
SS
18
18
Fine to Medium SAND, (SP)
18 (4-1-11)
i
5
SS
18118
15
21
6
SS
18
18
20
22 (S-10-I2)
7
SS
18
18
25
Loose, Light Gray, Clayey Fire
to Medium Cemented SAND, (SC)
8
SS
18
16
:, .'_
(L-1 I) i
30
------------
—=— -------
—
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
Yin, 4' 1 " 4S OR ®
BORING STARTED 01 /1 0/07
71"BCR) TRL(ACR)
BORING COMPLETED 0 1 1 O O7
CAVE IN DEPTH •
Y'nL
RIG CME 45 FOMUN MW
nRmuNG I�THGn Mud Rotary

CLIENT
Virtexco Corporation
SOB # BORIIQG $ SHEET
22-12700 B-1 2 OF 2
Cam"
PROJECT NAME
ARCHITECT —ENGINEER
LLP
CAR®
Aircraft Fire Rescue Facility
SITE LOCATION
Jacksonville, North Carolina
CALI�tAT1 SEIMSPROURM
I B S 4 6+
PLASTIC WATER LIQUID
LUU X CONTIM % LDUT %
x o
z
w
EE
F
DESCRIPTION OF 11ATERIAL
BUTTON OF CASING L099 OF CIRa20X-40X-60X—BOX-100%SURFACE
z
0
ROCK QUALITY DESIGNATION & RECOVERY
ROD%— — — REC.%
® STANDARD MaNRAT[ON
BI.OWs/rr.
Ia B0 sa 40 6O+
ELEVATION
Ane
Loosa, Light Gray, Clayey Fto Medium Cemented SAND
Medium Dense, Light Gray, Fine
to Medium Cemented SAND, (SP)
SS
9
18 18
3
Medium Dense to Dense, Gray,
Fine to Medium SAND, (SP)
SS
10
18 18
40
11
18 SS
11z"ie"2a) .38
SS
4
12
18 18
(e'Ns a) 36
SS
50
END OF BORING ® 50.0'
55
60
r__j
— —
THE STRATIFICATION LINES REPRESENT THE APPROXINATE BOUNDARY LINES BETVEEN SDIL TYPES IN -SITU THE TRANSITION MAY HE GRADUAL
:WL 4.' 1 " Ws OR ®
BORING STARTED 01 / 10/07
T"CR) TV4ACR)
BORING COIPLEM 01 10 07
cAvE RN DEPTH o
3WL
RIG CME 45 FORnM MW
DRNLUNG wMOD Mud Rotary

CLIENT
JOB
SHEET
Virtexco Corporation
22-12700
B-2
1 all 2
Cam'"
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Aircraft Fire Rescue Facility
CAROL�NAS
SPTE LOCATION
r.*+"wED PENLT40MEM
TONS/FT
Jacksonville, North Carolina
1 2 B 4 5+
STIC WATER LIQUID
M z CONTENT s tnaT x
x n
DESCRIPTION OF MATERIAL ENGLISH UNITS
JE!ROCK
QDAIITY DffiGNATION !t RECOVERY
dRQDX—
OF CASING D-- LOSS OF CIRCULVION io020%-40X-60X--80%—i00%
J!
— — REC.XBOTTOM
Ea, SURFACE ELEVATION®
STANDARD PENETRATION
H�
y7
16 20 o AO 50+
0 Soft to Firm, Brownish Gray,
CLAY, (CL)
1 SS 18 18
4: (2-z-z)
2 SS 18 18
8 (z+4)
5
3 SS 18 18
8 (2+4)
23.0
4 SS 18 I8
5 (2-2-3)
:x----�'
1
12 36
Medium Dense, Brown to Gray,
Fine to Medium SAND, (SP)
5 SS IS I8
17 (s-E e)
15
6 SS 18 )8
24 (ID-11-13)
20
7 SS 18 18
24 (Io-tz-iz)
25
Medium Dense, Gray to Light
Gray, Clayey Fine to Medium
8 SS 18 18 SAND, and Cemented Sand, (SC)
14 (7-2-I2)
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SML TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
711, 4'5" WS OR ®
BORING STARTED 01 /10/07
TWL(BCR) YWL(ACR)
BORING COMPLETED 01 1 0 07
CAVE IN DEm O
AWL
RIG CME 45 POP"" MW
DRILLING 1IETHOD Mud Rotary .

i
C
Cl
CLTENT
Virtexco Corporation
JOB 0 BORING # SHEET
22-12700 1 B-2 2 OF 2
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Aircraft Fire Rescue Facility
CAR®
SITE IACATION
Jacksonville, North Carolina
CAUBRATED ENE eO�
1 2 B 4 5+
PLASTIC HATER UQUED
LJ1m % CONTENT X UNIT %
x—--------- V A
ROCK QUALITY DEMGNATION a RECOVERY
RQD%— — — REC.X
2OX-4O%-6OYf —80%-1 O0%
iTON
® STANDARD BUMS/Fr.
10 20 so 40 50+
a
o
z
a
_
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING @�— LOSS OF CIRCULATION too
z
EJ
E�
SURFACE W—EVATION
_
3
Medium Dense, Gray to Light
Gray, Clayey Fine to Medium
SAND, and Cemented Sand, (SC)
Medium Dense, Light Gray, Fine
9
SS
18
18
to Medium Cemented SAND, (SP)
19 (17-10-9)
3
Medium Dense to Dense, Gray,
Silty Fine to Medium SAND, With
10
SS
18
18
Cemented Sand, (SM)
20 CBLID-10)
4
;(iriri¢) 34
11
SS
18
18
4
Dense, Gray, Silty SAND, (SM)
;(7-14-iH) 33:
12
SS
18
18
50
END OF BORING ® 50.0'
55
60
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAYBE GRADUAL
VWL 4' 5" RB OR ®
BORING STARTED 01 / 10/07
THL(BCR) TWVACR)
BORING COHPMMM 01 1 0 07
CAVE IN DEPTH O
YVL
a1G CME 45 FOREIIAN MW
DRRLING METHOD Mud Rotary

i
1
1
1
1
1
C7VIrt
Virtexco Corporation
NAME
Aircraft Fire Rescue Facility
]O2 2 BORING $ SHEET
22-12700 B-3 1 OF 2
ARCHITECT -ENGINEER
liftin
t
C LLIP
CAROLINAS
SITE LOCATION
Jacksonville, North Carolina
-0- CALIBRATED PENMOYETER
I 2 ��3 4 6+
PLASTIC RATER IIg001
LIM z CONTENT S I"IT %
x
ROCK QUALITY DESIGNATION & RECOVERY
R00X— — — REC.X
20%-40%-60%-80%--100%
® STANDARD PENETRATION
BLOWS.
10 20 SO 40 90+
a
z
w
$
_
a
DESCRIPTION OF MATERIAL ENGId9H UNITS
BOT1'OY OF CA9BiG �P-- fA99 OF CIRCULATION t00
z
s
SURFACE ELEVATION
0
1
15
20
25
Loose, Brown, Silty Fine to
Medium SAND, (SM)
7 (r*3)
Q
x----
17:2
10 (s=4-s)
9 (a rs)
19 C=B-tt)
14 (s 7-T)
19 (e B t0)
CONTINUED ON NEXT PAGE.
18
18
Firm to Stiff, Brown and Gray,
CLAY, (CL)5
$2SS
18
18
18
18
4
SS
18
i8
Medium Dense to Loose, Brownish
Gray to Gray, Fine to Medium
SAND, (SP)
5
SS
18
18
6
SS
1S
18
7
SS
18
IS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SIN THE TRANSITION MAY BE GRADUAL
Y*L 3' 1 0" WS.OR ®
BOEING ETA= 01 /1 0/07
T1rL(BCR) ORL(ACR)
BORING COMPLETED 01 1 O 07
CAPE IN DEPTH •
RIG CME 45 rOSm N MW
DROI.ING WETROD Mud Rotary

CLIENT
Virtexco Corporation
JOB # BORDNG g SKEET
22-12700 1 B-3 2 OF 2
®�
�
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Aircraft Fire Rescue Facility
GAROLINAS
SITE LOCATION
-o- CdLIBRA ID PEMIONEFEB
Jacksonville, North Carolina
1 2 s 4 5+
PLAB'NC WATER LIQUID
I11IT X CONTENT X LLOT X
ROM QUALITY DESIGNATION k BECOVERY
DESCRIPTION OF MATERIAL ENGI.ISB UNITS
z
BOTTOM OF CASING D— LOSS OF CIRCULATION 100
RODX— — — REC.X
20X-40X-60X—e0X-100
a
�
�
z
� �
k
ATION
® ���,I,
STANDARD BLOWS/FT.
SURFACE ELEVATION
10 RO s0 40 50+
3
Medium Dense to Loose, Brownish
Gray to Gray, Fine to Medium
SAND, (Sp)
Medium Dense, Light Gray, Silty
9
SS
18
is
Fine to Medium Cemented SAND,
29 ( 11-15) '.
3
(SM)
23:(e 10-13)
SO
SS
18
18
40
END OF BORING @ 40.0'
4
50
55
60
—
—
THE STRAMCATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
vm, 3' 10" xS OR ®
BORING srAmm 01 /10/07
_
YIRL(BCR) TWgACR)
BORING CONPLBTED O 1 1 O 07
CAVE IN DEPTB O
IgNL
RIG CME 45 FOR"m MW
DRIIIIIG MEIROD Mud Rotary

CLIENT JOB # BORING # slim
Virtexco Corporation 22-12700 1 8-4 1 OF 2
PROJECT NAME ARCHITECT —ENGINEER
Aircraft Fire Rescue Facility
SITE LOCATION ::d --o- ALI
Jacksonville. North Carolina I B
PL&MC NATM
LIQUID
UNIT z CONTENT S
I=
x
o
DESCRIPTION OF v4TOTAL ENGIISH �T�
ROCK QUALITY DESIGNATION k RECOVERY
Lw
Ioo
RODX— — — REC.X
z
F
BOTTOM OF CASING �— LOSS OF CIRCULATION
20X-40X-60X-80X-100X—
a
g�
SURFACE ELEVATION
® MANDA"DP RATION
S
Io 20 sG 4a
50+
O
Loose, Brown, Silty Fine to
Medium SAND, (SM)
1
SS
18
18
Soft to Firm, Brownish Gray,
2
SS
18
18
CLAY, (CL)
4. (2-2-2) 38.E
5
Z —=---
0
3
SS
18
18
8 (3-3-5)
1
1 4 1SS1181181
Medium Dense to Loose, Brownish
Gray to Gray, Fine to Medium
5 SS 18 18 SAND, (SP)
7 6 1SS1181181
7 ISS118118
8 ISSIIBIIB
20 (e s II)
CONTINUED ON NEXT PAGE.
THE STRATIFICATIN LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SAIL TYPES IN -SITU THE TRANSITION MAY BE GRAWAL
YvL 4'2" WS OR ® BORING ETARTKD 01 /10/07
TWL(BCR) geL(ACR) BORING COMPLETED 01 10 07 CAVE IN DKPTB o
jrw RIG CME 45 FOREMAN MW DRRJJNG METBOD Mud Rotary

CLIENT
Virtexco Corporation
JOB A BORING ;R I Sm r
22-12700 B-4 2 OF 2
PROJECT NAME
ARCHITECT —ENGINEER
LLP
Aircraft Fire Rescue Facility
SITE LOCATION
Jacksonville, North Carolina
P.A7RATED SONB/FT. PEN.FTRBOMMER
t z 8 4 6+
PIASTtC RATER UQUID
LBO X CONTENT z IDDT z
o
QUALITY DESIGNATION 8 R6CDY6c Y
RQDX— — — REC.%
20X-40%-60%--80%-100%URFACE
® sTANn LOWS/FT •*pox
to 20 so 40 60+
ESCRIPTION OF MATERIAL ENGLISH UNITSROCB
OTTOM OF CASING �— LASS OF CIRCULATION 100
z
ELEVATION
Medium Dense to Loose, Brownish
Gray to Gray, Fine to MediumSAND, (SP)
Dense, Light Gray, Silty Fine
jX
to Medium Cemented SAND, (SM)
(2irt6-r) 31
Medium Dense, Gray to Medium
Cemented SAND; (SP)
24 (S-to-ti)
11
SS
18
i8
4
Medium Dense, Gray, Fine to
Medium SAND, (SP)
12
SS
18
i8
28 (ttaa-ts)
50
END OF BORING ® 50.0'
55
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SET. TYPES IN -SITU TW TRANSITION MAY BE GRADUAL
jVL 4'2" fig OR ®
BORING STARTED 01 /10/07
_
TVQBCR) 7199ACR)
BORING COMPLETED 01 10 07
CAVE IN DEPTH O
TWL
RIG CME 45 FOREMAN MW
DRILZING METHOD Mud Rotary

CLIENT
Virtexco Corporation
JOB # SHEET
22-12700 B-5 1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
LLP
Aircraft Fire Rescue Facility
.
SITE LOCATION
-0- OALIDftAT1NgP) RBOYEI'Eii
Jacksonville, North Carolina
1 2 3 4 s+
PLASTIC RATER LIQUID
1110 % CONTENT X U RT X
a
c
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
m
o BOTTOM OF CASING D- LOSS OF CIRCULATION 100
z
ROC% QUALM DESIGNATION k RECOVERY
R00X— — — REC.X
20X-40X-60Xr-80%f 00X
® "^'aT>•-a�PENETRA'ffON
10 20 30 A0 SO+
'� SURFACE ELEVATION
0
Stiff to Firm, Dark Brown to
Brownish Gray, CLAY, (CL)
SS 18 18
10 (4t4)
1
SS 18 18
7 (3-43)
2
5
SS 18 18
7 (3-374)
3
Medium Dense, Brownish Gray,
4
SS 18 18 Clayey SAND, (SC)
12 i3 4 s)
1
END OF BORING ® 10.0'
15
20
25
30
— —
THE STRATIFICATIoN LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7RL 0'6" RS OR ® BORING STARTED 01 /1 0/07
ZWL(BCR) TRL(ACR) BORING COMPLETED 01 1 O 07
GVE IN DEPTH 0
�JVL RIG CME 45 FOREMAN MW
DRILLING METHOD Mud Rotary

APPENDIX C
LABORATORY TEST RESULTS

i0- ®- ri �- lllii t•- �- �- _- �- �- i•- �- �I- �- llll�- �- �- �
Project Number:
113—io..r M.Ma.
22 - 12700
Aircraft Fire Rescue Facility
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: wEG
Principal Engineer: wMS
Date: January 15, 2007
Summary By: wEG
w_�
���■wll.�lls����
Summary Key:
SA = See Attached
S = Standard Proctor
M= Modified Proctor
OC = Organic Content
Hyd = Hydrometer
Con = Consolidation
DS = Direct Shear
GS = Specific Gravity
UCS = Unconfined Compression Soil
UCR = Unconfined Compression Rock
LS = Lime Stabilization
CS = Cement Staibilizatlon

c�.aa®a_eu�w�
ASTM D4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
Aimreft Fire Rescue Facility
Date
01/15/2007
Jab#
22-12700
Performedby
AB
Bating #; Sample #
B-1, 8-1
IDepth
1.0-2.5
Description of 440 Material
Brownish Gay CLAY
Natural water content
22.0 %
Plnctir. Limir
Tam #
27
Taieweight
41.04
Tare+ Wet Soil
48.7
Tam+DrySail
47.39
A�1u'Yc'a':t5i
Weigbt of waterai�4315FKT-i+y�a1`As,iT,Li,
Weight of dry soil
Water content
i ^�i 20+6 x
�� 1 fh
':{„y+ 1 "'"ia+:!'S':
21
Llnnid Limit
Natural Moisture
k
0
38.61
3I.65
<= Plastic Limit
Tam#
26
101
R-7
Tam weight
24.59
23.61
16.91
Tam+Wet Soil
32.67
33.69
24.37
Tam+Dry Soil
30.49
31.44
22.19
Numberofblows
28
21
16
Weight of water
75%�79•2�
ETY'�
�is`.;'-^�.
Weight of dry soil
iVO59 t7. i+.;
=.,71, 837F
FA -Us ct
:.`ri e'ti" ':'•.�
Water content
Water content at 25 blows
37.8 %'
� Liquid Limit
Flow Chart Plasticity Chart
100 60
90
eo
so = CH o OH
]0
6 40
60 d
°
U 50 D 30
b 40 P�
30 —y" 20
I - •
20 MH o OH
to
1s _
0. a •
ML OL
10 25 100 a 20 40 60 a0 100 120
Fumbm ofDmps Liquid Limit('il.i
Liquid Limit 38 Natural water content 22.0
Plastic Limit 21 Classification of 440 Sieve Material CL
Plasticity Index 17

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D4318
Atterberg Limits Data and Calculation Sheet
Job name
Aircraft Fue Rescue Facility
Date
01/15/2007
Job #
22.12700
Performed by
AB
Boring#; Sample#
B-2, S-4
IDepth
8.5-10.0
Description of -"0 Material
Brownish Gmy CLAY
Natural water content
23.0%
Plastic Limit
Tare#
Rz
Tom weight
45.17
Tam +Wet Soil
50.48
Tare +Dry Soil
49.9
:%;;,t ''>•i,�,
.
Weight of water
i'o.:.. SS°1
-•,:• to S",
•v:�rstOU u�L�
r,.
%�:ed�'.11i:
>�t
�.�b11 G;i•..
Weight of dry soil
j`'s� 4 73 sa33,'�:`'�
�` t:
n @k u , q,
§ T..F '•:1
Water content
12
Liquid Limit
Natural Moisture
k
Lh
0
31.24
25.4
29 %
I<= Plastic Limit
Tare#
Pi
x
26
Tam weight
29.27
16.82
45.71
Tare + Wet Soil
35.78
24.51
52.78
Tom +Dry Soil
M 17
22.41
50.75
Numberofblows
35
20
16
Weight of water
UTEGUIT" s
1r•=^n I'llt ..
k"4..(F. gn
x';."
Weight of dry soil
- ..':i;>4 9; . n5
'$u'. 3 Al
L`�" 5 04 0
11:11:
Water content
'::'3
•2,ti°ji :?IiC463r
c,:':P
Water content at 25 blows
36A A'
.'C-.2n�'.'.. ':`•:�i:�ai ;o>%'
Flow Chart
100
9a
fl0
�
t0
'e 60
° 50
bb 40
3 30
20
to
9M
0
10 25 100
Nivobco[Ihep�
Liquid limit
Plasticity Chart
60
s0 = CH or OH
40
D 30
V
v a
y 20
o tMH
OH
ML CL
0
0 20 40 60 60 too 120
Ligwdl3 t(LL)
Liquid Limit 36 Natural water content 23.0
Plastic limit 12 Classification of-#40 Sieve Material CL
Plasticity Index 24

LLP
��a.rfs®o_ae�vaa�
ASTM DA318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Sob name lAitcraft
Fire Rescue Facility
Date
01/15/2007
Job #
22-12700
Performed by
AB
Boring #; Sample #
B-3, 5-2
D th
3.5-5.0
Description of -#40 Material
Brawn CLAY
Natural water content
1 36.9
pindir Limit
Tare#
C
pro;.'! --ipt
Tare weight
16.91i.'ir:
Tare +wet Soil
23.4
Tare+Dry Soil
22.48'a:x�=xe
L
Weight of water
w=1`ttb 4i %1i�
:`Nf
Weight soilL,...'
Kb dry
,/•:_:. �`"
F 1.
-.{• i_.
.`„f.. tl:a.—•:
,-b'�
.�
sxS�'%,..
Water comen[
43:;i'•.16 S
':'!ili'.`'4a,42+d h
ai'.+�.v'�w i'!
17
I,innid limit
Natural Moisture
k
0
29.42
21.49
36..*
o— Plastic Limit
T=#
212 1
201
210
Tare weight
14.61
37.47
14.63
Tara+Wet Soil
21.88
46.73
22.6
Tare+Dry Soil
19.75
43.84
20.03
Number of blows
28
20
15
Wei tofwater
x;=: 2[3 i.-^�`::s"�'69
1'"^i::5`eId4rn".
Weight of dry soil
`,;:F"Sfl'4': :k.
' ' 4`L:3.7.:i`.Wi
. .5 4 "s
Water content
1, fy;l 1 J
76e W y.
d2-,V6
1t7
Water content at 25 blows
42.9 %
Lkli
Liquid Limit
Flow
Chart
Pinsticity
Chart
t00
fi0
�
90
00
50
= CH or
OH
70
40
e 60
7
° 50
U
40
5 30
•
II
30
a 20
20
MH o
OH
10
ID
_
a
o
ML
OL
'
10
25
100
0
20 40
60
80 too
120
N�bQafL*uPs
L4WdL
t(LL)
Liquid Limit 43 Natural water content 36.9
PI¢sac Limit 17 Classification of-#40 Sieve Material CL
PlasticiTy Index 26 11

ter—
F• f� • �. r ' F 1 l "T
ASTM D4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
(910) 6S6-9114
[phone] Fax
Job name
Aircraft Fim Rescue Facility
Date
01/15/2007
Job #
22-12700
Performed by
AB
Boring#;Sam le#
B-4,S-2
IDeptbL
3.5-5.0
Description of-#40 Material
Brownish Gay CLAY
Natural water content
38.5 %
Plastic Limit
Tare#
11
Tareweight
42.17
Tam+wet Boil
47.09
's'ii sn4ir:"'13e
Tare+Dry Soil
46.25
Weight ofwater
Weight of dry soil
Water content
21
Liauid Limit
Tam # 1
88
207
23
Tam weight
42.25
26.8
45.17
Tam+Wet Soil
48.83
34.65
51.91
Tate +Dry Soil
46.2
31.38
48.98
Number ofblows
35
26
16
Weight of water.=2:63"'t:i.:i
Weight of dry soil
"?.wl"-.355,' a'
u^ ie439'"":a'
W5.91 a 1
Water content
",'�i
::"!y,
Water content at 25 blows
72.0%
IPU i ai-U.1..
10--E'^.::x7:
Natural Moisture
k
IL
0
12.95 11
4.35
<= Plastic Limit
< Liquid Limit
Flow
Chart
Plasticity
Chart
103
60
90
80
50
."OH
�
70
= 00
e
40
d
50
30
40
n
it
30
a 20
20
]o
a
tMHo
OH
0
10
]00
0
ML
OL
25
0 20
40
60
g0
100
120
Nrmbrs
ofDmps
ligwdi.imit(LL)
Liquid Limit 72 Natural water content 38.5
Plastic Limit 21 Classification of-#40 Sieve Material CH
Plasticity Index 51

CBR Penetration
ASTM D-1883
500
450
400
350
300
..6
a
: 250
0
0
200
150
100
50
0
0.000 0.050 0.100 0.150 0.200 0.250 0.300
Penetration (inch)
0.350
Sample No.: 3
Street: 0
Description: Brown Fine to Medium Sand
Station No.: 0
Classification: SP
Remark:
Maximum Dry Density (pcf)
113.0
CBR 3
Opt. Moisture Content %
11.5 11 Corrected CBR @ 0.1"
19.5
Natural Moisture Content
4.0 Corrected CBR @ 0.2"
24.0
Liquid Limit LL
Plastic Limit PL
Dry Density as Molded
112.6
Plasticity Index PI
Molded Moisture Content
11.5
Liquidity Index (LI)
Percent of Maximum DensitY
99.8
Percent Retained 3/4" Sieve I
Moisture Content +(-
0.0
Percent Retained No. 4 Sieve
Percent % Swell
0.0
Percent Passin No.200 Sieve
Project: Aircraft Fire Rescue Facility ECS CAROLINAS, LLC.
Project No.: 22-12700 Wilmington, North Carolina
Date. January 15, 2007 California Bearing Ratio Curves

APPENDIX D
HAND AUGER BORING LOGS
AND
INFILTRATION TEST RESULTS

I
1 Infiltration Evaluation
1 Aircraft Fire Rescue Facility
MCAS New River
Jacksonville, North Carolina
1 ECS Project No. 22.12700
January 15, 2007
11
Location Depth Soil Description
1 I-1 0-12" Brown Silty SAND w/ gravel
12"-17" Tan Fine SAND
II17"-48" Orange Gray CLAY
Seasonal High Water Table was estimated to be at 17 inches below the existing
grade elevation.
Infiltration Rate: 0.05 inches per minute (3.2 inches per hour)
' Test was conducted at 12 inches below existing grade elevation
Ground water was encountered at 36 inches below the existing grade elevation.
1
1
1
1
1
1
1
1

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the investigation
previously outlined and the data collected at the points shown on the attached location plan. This report
doe's not reflect specific variations that may occur between test locations. The borings were located
where site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between borings and of subsurface conditions not encountered by any
boring may not become evident until the course of construction. If variations become evident at any time
before or during the course of construction, it will be necessary to make a re-evaluation of the
conclusions and recommendations of this report and further exploration, observation, and/or testing may
be required.
This report has been prepared in accordance with generally accepted soil and foundation engineering
practices and makes no other warranties, either expressed or implied, as to the professional advice under
the terms of our agreement and included in this report. The recommendations contained herein are made
with the understanding that the contract documents between the owner and foundation or earthwork
contractor or between the owner and the general contractor and the caisson, foundation, excavating and
earthwork subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other support
components are in place at the locations, with proper dimensions and plumb, as shown on the plans and
specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon becoming
aware of apparent or latent subsurface conditions differing from those disclosed by the original soil
investigation work, promptly notify the owner, both verbally to permit immediate verification of the
change, and in writing, as to the nature and extent of the differing conditions and that no claim by the
contractor for any conditions differing from those anticipated in the plans and specifications and
disclosed by the soil studies will be allowed under the contract unless the contractor has so notified the
owner both verbally and in writing, as required above, of such changed conditions. The owner will, in
turn, promptly notify this firm of the existence of such unanticipated conditions and will authorize such
further investigation as may be required to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site construction
t review by this fine will be authorized and funds and facilities for such review will be provided at the
times recommended if we are to be held responsible for the design recommendations.
1
L
1
1

APPENDIX F
REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Procedures Regarding Field Logs. Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are followed that
represent reasonable and accepted practice in the field of soil and foundation engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations which
are intended to portray essentially field occurrences, sampling locations, and other information.
Samples obtained in the field are frequently subjected to additional testing and reclassification in the
laboratory by more experienced soil engineers, and differences between the field logs and the final logs
exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test data, and
his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests; are retained in our
laboratory for sixty (60) days and are then discarded unless special disposition is requested by our client.
Samples retained over a long period of time, even if sealed in jars, are subject to moisture loss which
changes the apparent strength of cohesive soil generally increasing the strength from what was originally
encountered in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and laboratory data
sheets not be included in engineering reports because they do not represent the engineer's final opinions
as to appropriate descriptions for conditions encountered in the exploration and testing work On the
other hand, we are aware that perhaps certain contractors submitting bids or proposals on work may have
an interest in studying these documents before submitting a bid or proposal. For this reason, the field
logs will be retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are made in the
preparation of our final reports, to the contractor or subcontractors, before the firm submits the bid or
proposal, and to describe how the information was obtained to the extent the contractor or subcontractor
wishes. Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet, entitled General
Notes.

m m m m m m m m m m m m m m m m m m m

= = m m m = = m m = m m m = m m m = m

7
r '
41
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EN
>ggard-Sure
lkssociatesP...
EEM SURVEYORS PUNNER9
757A84-9670 - Fax: [phone] - 901 Podentro Parkway, Suite 5
DENR-DWQ
Stormwater Unit
Archdale Building
12tR Floor, Room 1209E
512 N. Salisbury St.
Raleigh, NC 27604
ATTN: Mr. Paul Bartlett, P.E.
Re: Aircraft Fire Rescue Facility
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 2724.02.06
Project ID: Onslo-2008-017
Dear Mr. Bartlett:
(Pov f4
Portsmouth, Yroinia 23704 C7--% 9/1 O/O -7' r`(!,,/- 44w-77
�
V .
September 14, 2007
`(-Tkx
Hoggard / Eure Associates, P.C. respectfully requests review of the above mentioned project. The
enclosed submittal package includes the Stormwater management Report. The following have been
enclosed:
1. One (1) Original "Stormwater Management Permit Application Form", two (2) copies
2. One (1) Original "Wet Detention Basin Supplement" — North Pond, two (2) copies
2. One (1) Original "Wet Detention Basin Supplement" — South Pond, two (2) copies
4. Two (2) copies of Stormwater Management Report, includes Calculations & Specifications.
5. Three (3) Full Size sets of the civil construction plans.
The plans and specifications submitted for your review reflect the contract documents that will be
utilized for construction after permit approval.
Please contact me if any questions or comments arise during your review. I will be able to visit your
office or speak to you by telephone if necessary to help with your review.
Very truly yours,
EAR SSOCIATES, P.C.
W. Farrell, P.E.

255
115 - et
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DIVISION OF WATER QUALITY S[,J� (v�2✓
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. if there are more than 7 areas to be tested,
attach a second sheet. Q Ve n4," Ca
Scheduled Site Visit Date and Time �,� 0/�L� IIl U �/ 1,3 Z )u,) 9h��
Project Name: � P-671 Aircraft Fire Rescue tCounty: Onslbw
Street Address: Curtis Road MCAS New River
Directions from the nearest intersection of two major roads: 2350' South of
Intersection of Curtis Road and Lonastaff Street. Latitude: 340 42' 30" N
Longitude: 770 26' 2.95" W
>1 acre being disturbed? ®YES [:]NO CAMA Major required? ❑YES ®NO
Consultant Name: James Farrell Phone: [phone] G<orie Afet -t"
Consultant Firm Name: Hoggard-Eure Associates, PC
N S
Bore Number
1a
2a
3
1 4
5
6
7
a Existing Ground Elevation
15.4
15.8
b Proposed Bottom Elevation
14.0
14.0
c Subtract a — b
1.4
1.8
d Add 2 ft. Min. Bore Depth)
3.4
3.8
z
e Hardpan Depth?
f Infiltration Rate OK?
Actual Elev. Of SHWT
It ''
h Max. lowest bottom elev.
Comments: Borings designated with "a" to differentiate from existing borings.
Required Attachments
1. Legible vicinity map.
2. Compete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located Kithin the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail. n E C E 1 V E
S:\WQS\STORMWATER\FORMS\infiltration site visit.for Illllllllulllllllll
y Sal is T D en 14J Iet'4de r4et,y AUG 0 8 2007 '
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PROD n DWQ

Re: P-671 Aircraft Fire Rescue Facility
Subject: Re: P-671 Aircraft Fire Rescue Facility
From: Jim Farrell <[e-mail]>
Date: Thu, 09 Aug 2007 12:06:29 -0400
To: Janet Russell <[e-mail]>
September 10 is acceptable
:Thanks for your help.
jim
Janet Russell wrote:
_*P-671 Aircraft Fire Rescue Facility*_
August 8, 2007
Gentlemen:
The subject project has been scheduled for an Express Stormwater Submittal
meeting with Paul Bartlett in Raleigh on _*September 10, 2007 at 1:00 PM. *_
Paul will be in contact with you to give you directions to his office. Paul's
telephone number is 919 733-5083 ext. 235.
Please respond within 2 business days to confirm and reserve this date and time.
The infiltration information related to the proposed dry detention basin has
been forwarded to Vince Lewis, Soil Scientist. Vince may contact you directly
about the project.
If you have questions, please do not hesitate to call me or email me, 910
796-7421.
Thanks,
Janet Russell
Express Permitting
James W. Farrell, PE
Project Manager
Hoggard-Eure Associates, PC
901 Port Centre Parkway, Suite 5
Portsmouth VA 23704
ph: 757.484.9670
fax: [phone]
[e-mail]
1 of 1 8/9/2007 1:19 PM

aboutblank
P-671 Aircraft Fire Rescue Facility
August 8, 2007
Jim:
In follow-up to our telephone conversation of this date, the Express Permitting Group is in receipt of
the Request for Express Permit Review for stormwater. Linda Lewis, our chief engineer, has
requested that you submit an infiltration sheet with the supporting information. That sheet is
attached. Please take note of the information that should be submitted with that infiltration sheet.
You may submit that by email to my address.
Also, in the Express Program, the project application and the check should be brought in at the time of
the project submittal meeting. The Express Request and preliminary information is all we want prior
to the submittal meeting. The applicant is copied on all correspondence and should attend the
submittal meeting.
Once we receive the infiltration information, the submittal meeting will be scheduled.
Thanks,
Janet Russell
Express Permitting
1 of 1 8/8/2007 9:12 AM

0
o.
Hoggard-Eure
_AssociatesP.-.
ENGINEERS SURV On PUNNERS
AUG 0 j 2007
.Sra�' �7'Idr'j2
757-484-9670 - Fax: [phone] - 901 Porttentre Parkway, Suite 5 • Portsmouth, 9irainia 23704
August 6, 2007
North Carolina
Department of Environment and Natural Resources
Wilmington Region
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
ATTN: Mr. Cameron Weaver
Re: Aircraft Fire Rescue Facility
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 2724.02.06
Project ID: Onslo-2008-017
Dear Mr. Weaver:
Hoggard I Eure Associates, P.C. respectfully requests review of the above mentioned project. The
enclosed submittal package includes the Stormwater management Report. The following have been
enclosed:
1. Request for Express Permit Review, 1-Original, 1- Copy
2. Stormwater Express Questionnaire, 1-Original, 1- Copy
2. Permit Application Processing Fee: - Previously submitted with Project ID: Onslo-2008-017
4. Two (2) copies of Stormwater management Report, includes Specifications.
5. Two (2) - 11 x 17 sets of the civil construction plans.
The plans and specifications submitted for your review reflect the contract documents that will be
utilized for construction after permit approval.
Please contact me if any questions or comments arise during your review. I will be able to visit your
office or speak to you by telephone if necessary to help with your review.
Ve truly yours
O GAR URE ASSOCIATES C.
Ci-�
am s W. Farrell, P.E.

©kWice �/1 -017 ��
IP ol- (;, D't �✓ r Q �� ` - Reviewer
NCDENR ke,t.o- ito l dose-/9/t �
North Carolina Department of Environment V*t rt9Y�3wm 1-7 P"A . Submit q — IC) O
127 Cardinal Drive Extension, Wilmington, NC 28405 (9 0) 796-7215 FAX [phone], Time o_
Request for Express Permit Review Confirm 3—Cj—O i
FILL-IN all information below and CHECK required Permit(s).
FAX to Express Coordinator along with a detailed narrative and vicinity map of the project location.
Projects must be submitted by 5:00 pm the day before the review date, unless prior arrangements are made.
4PPLICANT Name/Title: Mr. Carl Baker Deputy Public Works Division
Company United States Marine Corps Camp Leieune
Address: 1005 Michael Street City: Camp Leleune Zip 28547 County ONSLOW
Phone [phone] Fax [phone] Email carl.h.baker usmc.mil
PROJECT Name' P-671 Aircraft Fire Rescue_ Facility ' County ONSLOW
PROJECT DRAINS TO' New River (Stream name) in the White Oak RIVER BASIN
ENGINEER/CONSULTANT INFORMATION:
Name James Farrell PE
Company_Hoogard-Eure Associates PC
Address 901 Portcenter Parkway Suite 5 City Portsmouth State VA Zip 23704
Phone [phone] Fax [phone] Email iim(a�hoggard-eure.com
State or National Environmental Policy Act (SEPA or NEPA) — EA or EIS Required? ❑Yes ®No
--------------------------------------------------------------------------------------------------------------------------------------------------
❑STREAM ORIGIN DETERMINATION # of Stream calls Stream Name
Z STORMWATER-
,❑ Low Density
;Z High Density -Detention Pond
❑ High Density - Other
(check all that -apply)
❑ Low Density -Curb & Gutter
❑ High Density -Infiltration
B
Off -site
Wetlands MUST be addressed below
Plan Revision
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------
❑ COASTAL
❑ Excavation & Fill
❑ Bridges & Culverts
❑ Structures Information
MANAGEMENT
❑ Upland Development
❑ Marina Development
❑ Urban Waterfront
LAND, QUALITY _ ® Erosion and Sedimentation Control Plan with 6.7 acres to be disturbed
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------
WETLANDS (401) Wetlands on Property ? ❑ Yes ® No Isolated Wetlands on Property? ❑ Yes ® No
(Check all that apply) Wetlands will be impacted? ❑ Yes ® No Wetland impacts: 0.0 acre(s)
Wetlands delineation has been completed? ❑ Yes ® No ❑ Buffers impacted: Acre(s)
PLEASE SEE ATTACHED FORM DD1391, PAGE 4
SACOE Approval of Delineation completed? ❑ Yes ® No
404 Application in Process w/USACOE? ❑ Yes ® No / Permit recv'd from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ® No If Yes, ❑ Regular ❑ Express
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
Total Fee:$ Stormwater $ Date Received
CAMA $ pECEIVEr
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Project Name P-671 Aircraft Fire Rescue Facility
Stormwater Express Questionnaire (6/15/2007)
What is the applicant's full legal name? US Marine Corps Camp Leieune
I] If a corporation, LLC or Partnership is involved, what is that name?,
If it's an LLC, is it ❑ manager -managed or ❑ member -managed?
What is the applicant's title within the corporation, LLC or partnership?
Will an agent (someone other than the applicant) be signing the application? Yes No
If Yes, what is the agent's name and title?
Mr. Carl Baker Deputy Public Works Division
❑Please note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
Z Where is the project located?
County ONSLOW Nearest Town/City MCAS New River
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase 11 Post -
Construction rules will apply.
3. What is the name of the receiving stream? NEW RIVER
What River Basin is it located in? WHITE OAK
What is the classification of the receiving stream?
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property corner closest to the SA
or SR receiving stream must be drawn on the map.
4. If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin Sand Filter
Bio-retention Wetlands e Alternative Offsite
Dry Detention Other
How many separate BMP's are being proposed? 1 2 3 4 5 6 7 8 9 10 11 12 Other
5. Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
the proposed BMP's on the project and is not being diverted? ❑ Yes ® No
6. Is an access road across other property required to access the project? ❑ Yes ®No
7. Is there any existing development or pre-1988 existing BUA located on the pro erty?
(Please provide documentation & delineate and identify on the plans.) � Yes ® No
8. For high density projects, has all of the proposed BUA been collected? ® Yes ❑ No
(If not, attach a separate explanation sheet)
9. Will the project involve the subdivision and sale of property? ❑ Yes ® No
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Project Name P-671 Aircraft Fire Rescue Facility
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed? N/A
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Have the wetlands been delineated? ❑ Yes ® No
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
Please see attached Government Form DD1391 stating no wetlands on site.
11. Are wet detention ponds or other engineered controls proposed to be located adjacent
wetlands? El Yes ® No
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report? ❑ Yes ® No
If yes, what was the date of the site visit?
Include a copy of the consultant's soil report with the application.
13. Does the project propose Level Spreaders at the outlet of all engineered controls and swales
prior to entering surface waters or wetlands? ❑ Yes ® No
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project a modification to an existing permit, part of a larger subdivision, or is it a lot that
will be treated in a BMP under a previously issued permit? ❑ Yes ® No
If yes, what is the name of the permitted facility?
What is the permit number of the permitted facility?
Is the permitted facility in compliance with its permit?
Yes
No
Have the deed restrictions been recorded?
Yes
No
Have the deed restrictions been submitted?
Yes
No
Has the Designer's Certification been submitted?
Yes
No
15. Do the plans reflect all information as listed in 15A NCAC 2H.1003 (g)? ® Yes ❑ No
16. Have all of the design requirements of each proposed BMP been met? ® Yes ❑ No
(If not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet swale proJtects, has a
drainage area delineation map been provided? Yes ❑ No
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
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