SW8050830_CURRENT PERMIT_20200806

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 O S 3 a
DOC TYPE
[ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYM M DD

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN NORTH CAROLINA
l7rrectorAugust 6, 2020 EmdrwnmenfWQuaUfy
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Bldg. 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Permit Renewal
Stormwater Permit No. Stormwater Permit No. SW8 050830
EOD Facility
High Density Commercial Bio-Retention and Infiltration Project
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a complete 8 year Stormwater Management Permit Renewal
Application for the subject project on. The Division is hereby notifying you that permit SW8 050830 has been
renewed on August 6, 2020, and shall be effective until May 4, 2028. For your records, please find enclosed a
renewed, updated, and re -issued permit and a copy of the renewal application. Please keep this permit on file at
all times. Please note that the renewed, updated, and re -issued permit does not impose new or different terms; it
merely restates some of the previous terms to provide you with a better understanding of your obligations under
the permit.
The renewal and reissuance of this stormwater permit does not imply that the site is currently in compliance with
the terms and conditions of this state stormwater permit. The plans originally approved on May 4, 2006 and most
recently revised on June 2, 2011, will remain in full force and effect in accordance with the regulations set forth in
Title 15A NCAC 2H.1000.
This permit is subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s), recordation of deed
restrictions, procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system, to record
deed restrictions, to transfer the permit, or to renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request
an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The
written petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed with the
OAH within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding
the filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center,
Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless
such demands are made this permit shall be final and binding.
If you have any questions, need additional copies of the permit or approved plans, please contact Daniel Sams in
the Wilmington Regional Office, at [phone] or [e-mail].
Sincerely,
Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
Enclosures: Attachment C — Permitting History
Renewal Application Documents
DES/dan:\\\Starrn%�alcrlPcrnits & Proiccts\2005`,050830 HU.2020 08 permit 050830
cc: Wilmington Regional Office Stormwater File
North Carolina Department of Environmental Quality I Division of Energy. Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drtve Extension I Wilmington. North Carolina 28405
rJoarFc.eAouw,
°�'^-•°' "� 910.79b.7215

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
US Marine Corps Base Camp Lejeune
EOD Facility
McHugh Blvd, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of three (3) bioretention basins and four (4)
infiltration basins in compliance with the provisions of Session Law 2008-211, Session
Law 2006-246, and 15A NCAC 2H .1000, as applicable (hereafter jointly and severally
referred to as the "stormwater rules') and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 4, 2028, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This permit combines SW8 080508 with SW8 050830 and thus as part of this
permit modification, SW8 080508 will be rescinded. Of the three bio-retention
cells permitted under SW8 080508, one will remain unchanged (BMP# B3), one
will be enlarged and converted to an infiltration basin (BMP# 200), and one is no
longer needed and thus is not incorporated into this permit. The applicable plans
and specifications previously approved for SW8 080508 are hereby incorporated
by reference and are enforceable parts of this permit, SW8 050830.
3. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 and 1.9 of this permit. The stormwater controls,
designated as B1, B2, B3, 200, 220, 400, and 420 have been designed to handle
the runoff from 45,325, 33,451, 5,828, 132,560, 38,689, 154,411, and 25,075
square feet of impervious area, respectively.

State Stormwater Management Systems
Permit No. SW8 050830
4. The infiltration basins 200, 220, 400, and 420 can store at least 2.5 times the
minimum design storm, therefore neither a level spread erlvegetated filter strip
nor an offline bypass are required.
5. The tract will be limited to the amount of built -upon area as indicated in Section
1.8 and 1.9 of this permit, and per the application documents and the approved
plans. The built -upon area for the designated future development within the
drainage areas of infiltration basins 200, 220, 400, and 420 is limited to 21,126,
19,420, 109,876, and 14,142 square feet, respectively. No future built -upon area
has been designated within the drainage areas of bio-retention cells B1, B2, and
B3.
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. The project shall provide a 30 or 50' wide vegetated buffer adjacent surface
waters per Session Law 2006-246 and Session Law 2008-211. Under Session
Law 2008-211, the buffer is measured horizontally from and perpendicular to the
normal pool of impounded structures, the top of bank of both sides of streams
and rivers, and the mean high water line of tidal waters.
8. The following design criteria have been met and provided in the bioretention
basin and must be maintained at design condition at all times:
B1'
B2'
B3"
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
1.55
67,692
0
1.21
52,882
0
0.92
39,988
0
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
45,325
45,325
0
33,451
33,451
0
5,828
5,828
0
c. Design Storm, inches:
1.0
1.0
1.5
d. Max. Ponded Depth, ft:
0.985
0.984
1.0
e. Seasonal High Water Table, FMSL:
22.7
22.7
22.1
f. Media Depth, ft:
2.5
2.5
2.0
g. Bottom Elevation, FMSL:
29.035
29.364
27.5
h. Bottom Surface Area, ft2:
3,700
2,735
1,098
i. Permitted Storage Volume,ft3:
4,158
3,142
906
. Temporary Storage Elevation. FMSL:
30.02
30.348
28.5
k. Time to Draw Down, hours:
Unknown
Unknown
12.0
I. Type of Cell:
Tree/Shrub
Tree/Shrub
Grass
m. Is an Underdrainprovided?
No
No
No
n. Total Number of Plants Provided:
85
63
nla
D. Receiving Stream/River Basin:
Co del Creek 1 White Oak
p. Stream Index Number:
19-23
Classification of Water Body:
Sc, NSW
"Approved under the 199 Rules
" Approved under Session Law 2006-246
Page 2 of 5

State Stormwater Management Systems
Permit No. SW8 050830
9. The following design criteria have been permitted for the infiltration basins and
must be provided and maintained at design condition:
Basin 200 `
Basin 220 `
Basin 400 `
Basin 420 '
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
3.77
164,244
0
0.91
39,568
0
3.55
154,411
0
0.58
25,075
0
b. Total impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
132,560
132,560
0
38,689
38,689
0
154,411
154,411
0
25,075
25,075
0
c. Design Storm, inches:
3.75 '"
3.75 "`
3.75 -
3.75 "
d. Basin Depth, ft:
3.28
4.10
4.10
4.10
e. Bottom Elevation, FMSL:
25.43
26,25
2625
26.25
f. Bottom Surface Area, ft2:
9,458
1,141
15,903
968
g. Storage/Bypass Weir Elevation, FMSL:
28.71
30.35
30.35
30.35
h. Storage/Bypass Weir Surface Area, ft2:
15,032
6,564
31,624
4,734
i. Permitted Storage Volume,ft3:
39,884
11,590
94,922
11,148
j. Type of Soil:
SM
SM
SM
SM
k. Expected Infiltration Rate, in/hr:
3.0
3.0
3.0
3.0
I. Seasonal High Water Table, FMSL:
22.0
23.5
23.5
23.5
m. Time to Draw Down, days:
0.7
1.69
0.99
1.92
n. Receiving Stream/River Basin:
Co del Creek 1 White Oak
o. Stream Index Number:
19-23
Classification of Water Body:
Sc, NSW
Approved under Session Law 2008-211
" Basins are designed to store 2.5 times the required 1.5 design storm in order to waive the level
spreader, vegetated filter strip, and offline bypass requirements.
II1111111IRY404Bill I=90I&SIO ,I»"W1494
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3of5

State Stormwater Management Systems
Permit No. SW8 050830
5. Decorative spray fountains will not be allowed in the stormwater treatment
system, as the permanent pool volume is less than 30,000 cubic feet.
6. The facilities shall be constructed, operated and maintained in accordance with
the provisions of this permit, the approved plans and specifications, and the
supporting documents attached to this permit and on file with the Division.
7. 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.
8. 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.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. All stormwater collection and treatment systems must be located in public rights -
of -way, dedicated common areas or.recorded easements. The final plats for the
project will be recorded showing all such required rights -of -way, common areas
and easements, in accordance with the approved plans.
11. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
12. A copy of this permit, the permit application documents, the approved plans and
specifications shall be maintained on file by the Permittee for the life of the
permit.
13. 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.
Page 4 of 5

State Stormwater Management Systems
Permit No. SW8 050830
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed "Permit
Transfer Application Form" (available on the Division website) accompanied by the
required fee and supporting documentation as listed on the form, to the Division at
least 60 days prior to any one or more of the following events:
a. The sale or conveyance of the project area in whole or in part, except in the
case of an individual lot sale that is made subject to the recorded deed
restrictions and protective covenants-
b. Dissolution of the partnership, corporate, or LLC entity, subject to NCGS 55-
14-05 or NCGS 57D-6-07 and 08,
c. Bankruptcy;
d. Foreclosure, subject to the requirements of Session Law 2013-121.
2. Any individual or entity found to be in noncompliance with the provisions of this
stormwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in NCGS 143 Article 21.
3. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
4. 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.
5. The permittee grants DEQ Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit issued shall continue in force and effect until the permittee files a request
with the Division for a permit modification, transfer, renewal, or rescission; however,
these actions do not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit.
9. A permit renewal request must be submitted at least 180 days prior to the expiration
date of this permit. The renewal request must include the appropriate application,
documentation and the processing fee as outlined in Title 15A NCAC 02H.1045(3).
Permit issued this the 6th day of August 2020.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
r
.r,,, rian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 5

s
UEMLK USE ONLY
11 Date flecoved
Fee Paid
Permit Number
6416 1,loolo
NC DEQ Division of Energy, Mineral and Land Resources
STATE STORMWATER:
PERMIT RENEWAL APPLICATION FORM
In accordance with 15A NC AC 2H.1045(3), the current permit holder shall renew their high density permit 180 days
prior to its expiration. Renewed permits are valid for a period of 8 years per Session Law 2011-398 (S8 781)
Section 60.(c). This application form is for permit renewals only.
A. PROJECT INFORMATION'
1. State Stormwater Permit Number: SW8 050830
2. Project name: French Creek/ EOD Facility
3. Project street address: XXX
City: MCB Camp Lejeune County: Onslow
ZIP: 28542
4. What, if any, changes have been made to the project as permitted? NIA
If the project has changed from the original approved plans, please complete SWU-101 for a Major
Modification or Minor Modification Application form available at: http4://deg.nc-gavlabouUdivisions/enerny-
mineral- land -resources/energy-mineral -land -rules/stormwater-program/cost-construction.
B. PERMITTEE INFORMATION
If changes to the permittee or project name have been made, please complete either the Permit Update form
or the Permit Transfer form available at: httos:/Ideq.nc.gov/about/divisions/energy-mineral-land-
resources/energy-mineral-land-rules/stormwater-program/post-constrgp ion. State Stormwater Permits do not
automatically transfer with the sale of the property.
1. Current Permit Holder's Company Name/Organization: MCB Camp Leieune
2. Signing Official's Name: Neal Paul
3. Signing Official's Title: Deputy Public Works Division
4. Mailing Address: MCB Camp Leieune 1005 Michael Rd.
City: MCB Camp Leieune State: NC
ZIP: 26547-2521
5. Street Address:
City: Slate: ZIP:
ti. Phone: (910 J451-2213 - Email: [e-mail]
F���
t�
jUN 15 20
BY:
Stormwater Permit Renewai Form . Page 1 of 3 May 11, 2018

i
C &M.- ►TiII-AwazLlliftiguL41><&1
Submit the application package to the appropriate DEMLR Regional Office (Coastal, SA Waters} or DEMLR
Central Office (Urbanizing Areas Ph 2, USMP, Non -Coastal HOW/DRW). Only applications packages that
include all required items listed below will be accepted and reviewed.
Initial each item below to indicate that the required information is provided in the application package:
MCT 1. A permit application processing fee of $505.00 payable to NCDEQ.
MCT 2. One original signed hard copy and one electronic copy of this completed form. The signing official
named on this application to represent the current permittee must meet one of the following:
a. Corporation - a principle executive officer of at least the level of vice-president;
b. Limited Liability Company (LLC) - a manager or company official as those terms are defined
in G.S. 57D "North Carolina Limited Liability Company Act;"
c. Public Entity - a principal executive officer, ranking official, or other duly authorized employee;
d. Partnership or limited partnership - the general partner;
e. Sole proprietor; or
I. Letter of authorization signed by one of the signatories noted in a - e above authorizing the
signature of another entity.
MCT 3. One hard copy and one electronic copy of recorded documents required by the original permit that have
not yet been received by DEMLR, including: deed restrictions, protective covenants,
condominium/planned community declaration and easements. If the project has been built, include
documentation that the maximum SUA per lot or maximum total BUA has not been exceeded. If
the project has not been built, include a signed agreement that the final recorded deed restrictions
and protective covenants will be submitted at a later dale.
MCT 4. O&M Agreements, Please select one:
® I have a copy of the current recorded O&M Agreement for all SCMs, and I will continue to
keep this on file with the permit; or
❑ I do not have a copy of the current recorded O&M Agreement for all SCMs and am
requesting a copy be sent to me. I agree to keep this on file with the permit.
MCT 5. Designer Certifications, Please select one:
® A copy of the cerilfication(s) confirming that the project was built in accordance with the
approved plans have been previously provided to the Division; or
® A copy of the certification(s) confirming that the project was built in accordance with the
approved plans are enclosed; or
❑ The project has not yet been built.
6. (IF APPLICABLE) If the project has been built, one original hard copy and one electronic copy of a
signed, sealed, and dated letter from a licensed professional staling that the SCMs have been
inspected, and that they have been built and maintained in accordance with the permit.
7. (IF APPLICABLE] When the permittee is a corporation or a limited liability corporation (LLC):
Provide one hard copy and one electronic copy of documentation from the NC Secretary of State,
or other official documentation, which supports the titles and positions held by the persons listed in
Section C.2 per 15A NCAC 2H. 1043(3)(b).
https://www.aoilqQ.qcv/online-services/search/by title/ Business Registration
Y 7
JUN 16 2020
rf
Stormwaler Permit Renewal Application Form Page 2 of 3 May 11, 2018

D. PERMITTIEE'SI CERTIFICATION
I, �` f � • r%,, -, � d" �_ , the person legally responsible for the permit, certify that I have
a copy of the Permit and O&M Agreement on site (or t will obtain a copy and it will be kept on site), that I am
responsible for the performance of the maintenance procedures, and the site has been and will be maintained
according to the O&M Agreement and approved plans. I agree to notify DEMLR of any problems with the SCMs
or built -upon area and to submit the proper forms to modify or transfer the permit prior to any changes to the
project, SCMs, or ownership. All information provided on this permit renewal application is, to the best of my
knowledge, corr d corno .
Signature: Date: Z U
NOTA I
I,
that Q�
this the
ex SA
hR�oY
pt
�0, al)
PU1300
N ignwatureRu:
oC
Myca
,
!S4'>"
day of
instrument.
a Notary Public for the State of
of U _U—\ -1 , do hereby certify
personally appeared before me
20_!D, and acknowledge the due
my hand and official seal,
SUN i 6 2020 F
s..
BY•
Stormwater Permit Renewal Application Form Page 3 of 3 May 11, 2018

c PA Cl
04*
-4VU,

Central Files: APS _.,_. SWP
8/7/2020
Permit Number SW8050830
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
dan.sams
Coastal SWRule
Coastal Stormwater - 1995
Permitted Flow
Facility
Facility Name
EOD Operations Facility P1246
Location Address
McHugh Blvd
Camp Lejeune NC 28542
Owner
Permit Tracking Slip
Status
Project Type
Active
Renewal
Version
Permit Classification
2.00
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name Owner Type
Commanding Officer Marine Corps Base Camp Lejeune Government - Federal
Owner Affiliation
Robert A. Lowder
Director Division Enviromental G-F Managemer
Attn Emd
Dates/Events Camp Lejeune NC 2854725,
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
5/4/2006 6/1612020 8/6/2020 8/6/2020 5/4/2028
Regulated Activities Requested /Received Events
State Stormwater - HD - Bioretention
Stale Stormwater - HD - Infiltration
Outfall
Waterbody Name Streamindex Number Current Class Subbasin

Burd, Tina J
From: Burd, Tina J
Sent: Thursday, July 9, 2020 4:30 PM
To: Barraco CIV Talia M
Subject: sw8 050830 - French Creek/EOD Facility
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) accepted
the 5tormwater Permit Renewal Application and $505.00 fee for the subject project on June 16, 2020. The project has
been assigned to Dan Sams and you will be notified if additional information is needed.
Best Regards,
Tina Burd
Administrative Associate 11
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Q5
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Application Completeness Review Checklist (Non -Transfers) - Short Version
Project Name: E,' Q P OF:eA t iotDS YAC_iLl Ty P124C Date Delivered toWIRO: Co 2vZ21
Project County/Location: RIMS Received/Accepted Date: CP ip 7 Z�c
Rule(s): �2017 Coastal El2008 Coastal ®1995 Coastal RIMS Acknowledged Date':
Phase II Universal F 11988 Coastal
Permit Action: New
Major Mod / Minor Mod Xknew
Permit Type: HD D / LD Overall / HD &LD Combo
General Permit / Offsite / Exempt / Rescission
Development Type: Commercial / Residential / Ot�w'«'S�`�
Subdivided?: Subdivision or Single Lot tJ�
Permittee Type & Documents Needed:
Property Owner(s) Purchaser Lessee
Viable? rAC7_�5 r JViab#e? Viable?
Deed 0Purchase Agmt Fhease
F�NotSubdivided: Deed
Subdivision: Common Area Deed
Paperwork
®Application
Fee: F_�SSOS (within 6mo) Check#(s):
New Permit #z:
®Existing Permit #:
5 08 05oB 3b
Expriation Date
5 Lt'o
E:]Offsite Io SWS:
Lot is in Master Permit?
MPE Cert on File?
EJHOA 1-1 Developer
Viable?. r Tiable?
Election Minutes
Supplement' (1 new form or for older forms: I original Per SCM)
ElO&M 2
Soils Report (infil or PP)
Calculations (signed/seoled)
Deed Restrictions, if subdivided
Project Narrative
FIUSGS Map (or on file?) Subject to SA?: Y / N Subject to ORW?
Plans (2 Sets)
F_1PE Certification
❑ Electronic Copies
Easements, Recorded (2017 Rules)
NOTES:
'Enter SIMS Acknowledged Date on this Sheet
ZFor New Projects -Enter New Permit # on Supplements & Deed Restiction Templates.
3if w/in 6 months and they are requesting a mod, STOP. Needs a renewal first.
EMAILED ENGINEER DATE:
REVIEWER NAME:
Comments:
G:WQ\\\Reference Library\Procedures\Checklists\Completeness Review Checklist_202001 31
1:1No Fee
Y / N

DWQ USE'ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: 1K Coastal SW -1995 Xcoastal SW - 2008 KPh II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
'Mars form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
EOD, P1246
2. Location of Project (street address):
McHugh Blvd-1000ft north west of Sneads Fermi Rd
City: Jacksonville _ County:Ons
3. Directions to project (from nearest major intersection):
Zip:28542
From Main Gate take Holcomb Blvd Turn left onto Sneads Ferry, Turn Right onto McHugh Blvd Project
1000feet on the right.
4. Latitude:34° 39' 08" N Longitude:771' 18' 49" W of the main entrance to the project.
Il. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8050830 , its issue date (if known)May 4, 2006 , and the status of
construction: ❑Not Started • ❑Partially Completed* ® Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density []Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, n/a and the previous name of the project, if different than currently
proposed, n/a
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 12 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
MAY p 6 Z011
Form 5WU-101 Version 07Jun2010 Page I of 6 BY

[it. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the ro'ect):
Applicant/Organization:Commanding Officer, US MCB Camp Leieune _
Signing Official & Title:Carl Baker, Deputy Public Works Officer _
b.Contact information for person listed in item 1a above:
Street Address:Bldg 1005 Michael Road
City:Camp Lejeune _ State:NC Zip:28542
Mailing Address (if applicable):Bldg 1005 Michael Road _ N
City:Camp Lejeune _ _ State:NC Zip:28542
Phone: (910 ) 451-2213 _ Fax: (910 ) 451-2927
Email:carl.h.baker©usmc.mil
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below,)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization: Same as above
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:Same as above
City: _
Mailing Address (if applicable):
City:
Phone:
Email:
State:
State:
Fax: ( )
Zip:
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organ ization:NAVFAC, Project Engineer
Signing Official & Title:Deborah L. Brewster PE Civil Engineer
b.Contact information for person listed in item 3a above:
Mailing Address:6506 Hampton Blvd LRC-Blg C
City:Norfolk
Phone: [phone]
Email:deborali.brewster©navy.mil _
Sta te: V A
Zip:23508-1278
Fax: (757 ) 322-8280
4, Local jurisdiction for building permits: Onslow Coun , Central Permitting Section
Point of Contact: Planning and Development Phone #: (910 } 455-3661
RECEIVED
Form SWU-101 Version 07Jun2010 Page 2 of MAY 0 6 2011

IV. PROJECT INFORMATION
1. In the space provided below, Uriefly summarize how the stormwater runoff will be treated.
The EOD Addition will comprise of constructing a new 15,050sf EOD building and a 1,072sf maintenance
building,along with assoiciated parking and tactical vehicle storaize areas. This addition will be the third
modification to this parcel. The first project, Permit No. SW8 050830-EOD Operations Facili!y (P945) was
approved on May 4, 2006. The second project Permit No. SW8 080508 EOD Building FC-292 Addition
(P-1224) was approved on August 4, 2008. The permitting of this project will be a modification "mod" to the
original EOD Building Permit No. SW8 050830. This permit will also incorporate Bioretention Areas #2 and
#3 approved in the second permit, permitted under a different number.Upon acceptance of this permit
modification, it is the intent to recind the second project permit NO. SW8 080508.
The modifed permit will include a total of seven (7) BMP's. Four (4)of the seven (7) BMP's are from the
former approved SWPermits and three (3)of those four (44.) will not be touched or changed in any manner.
One (1) BMP (Bio #2), which was originally implemented during the second SWPermit in 2008, will be
expanded and enlarged. The remaining three U BMP's will be new and constructed as a result of this permit
modification for the EOD Addition.
This permit modification has submitted Supplement Forms and O&M agreements for the three new
infiltration basins (BMP220, 400 & 420) and the one modified infiltration area (B_MP200). For the existing
BMP areas 131, 132 and 13#3, please refer to the prior permits for supplement forms and the attached copy for
your convenience. There is a waiver request for BMP's 220, 400 and 420 for the offline bypass and filter strip
because this area is in a natural low point and has no high flow overflow opportunity. See attached waiver
and computations showing the additional provided storage will handle higher flow event capacities.
Because the infiltration Ponds have been oversized, this application includes "Future" BUA opportunity. As
shown on the attached schedule the following future BUA is allocated for BMP #200 (21,126sf), BMP#220
(19 420sf), BMP#400(109,876sf) and BMP#420(14,142sf).
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
® Other: SW8050830 Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 20.42 acres
5. Total Coastal Wetlands Area: n a acres
6. Total Surface Water Area: of a acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project
Area`:20.42 acres
Total project area slurll be calculated to exclude the followrlrgg the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHM line or Mean High Water
(MHW) line, and coastal wetlands landward frorrr the NHW (or MHIX) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal zoetlarids landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 48.9 %
9. How many drainage areas does the project have? 7 (For high density, count I for each proposed engineered
stormwater BMP. For lorry density and other projects, use 1 for the whole property area)
PF'-C-FIVED
MAY UGZ011
Form SWU-10I Version 07Jun2010 Page 3 of7
BY:

EOD, P1246
(SW8 050830)
(SW8 050830)
(SW8 080508)
Basin Information
Drainage Area B1
Drainage Area B2
Drainage Area B3
Cogdel Creek
Cogdel Creek
Cogdel Creek
Receiving Stream Name
White Oak
White Oak
White Oak
Stream Class *
SQNSW
SC;NSW
SC;NSW
Stream Index Number *
19-23
19-23
19-23
Total Drainage Area (SF)
67,692
52,882
39,988
On -site Drainage Area (SF)
67,692
S2,882
39,988
Off -site Drainage Area (SF)
0
0
0
Prop Impervious Area**(SF)
45,325
33,451
5,828
% Impervious Area ** (total)
66.96
63.26
14.58
Impervious** Surface Area
Drainage Area B1
Drainage Area B2
Drainage Area B3
On -site Buildings/Lots (SF)
6,356
9,080
3,944
On -site Streets (SF)
12,223
On -site Parking (SF)
23,199
24,070
1,586
On -site Sidewalks (SF)
3,422
301
298
Other On -Site (SF)
126
Future (SF)
Off -site (SF)
Existing BUA*** (SF)
TOTAL (SF)
45,325
33,451
5,828
BMP #200
BMP#220
BMP#400
BMP#420
Basin Information
Drain Area 200
Drain Area 220
Drain Area 400
Drain Area 420
Cogdel Creek
Cogdel Creek
Cogdel Creek
Cogdel Creek
Receiving Stream Name
White Oak
White Oak
White Oak
White Oak
Stream Class *
SC;NSW
SC;NSW
SC; NSW
SC;NSW
Stream Index Number *
19-23
19-23
19-23
19-23
Total Drainage Area (SF)
164,244
39568
154,411
25,075
On -site Drainage Area (SF)
164,244
39,568
154,411
25,075
Off -site Drainage Area (SF)
0
0
0
0
Prop Impervious Area**(SF)
132,560
38,689
154,411
25,075
Impervious Area ** (total)
80.69
97.80
100.00
100.00
Impervious** Surface Area
Drainage Area B1
Drainage Area B2
Drainage Area B3
On -site Buildings/Lots (SF)
4,558
8,582
9,416
On -site Streets (SF)
6,429
On -site Parking (SF)
100,031
6,699
18,696
8,830
On -site Sidewalks (SF)
416
2,226
2,265
2,103
Other On -Site (SF)
100
Future (SF)
21,126
19,420
109,876
14,142
Off -site (SF)
Existing BUA*** (SF)
1,762
14,058
TOTAL (SF)
132,560
38,689
154,411
25,075
IREC]EIVED
MAY 2 6 Z011
$Y:

10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below,
Basin Information
Drainage Area
Drainage Area
Drainage Area _
Drainage Area _
Receiving Stream Name
SEE
ATTACHED
SCHEDULE
Stream Class *
Stream Index Number
Total Drainage Area (so
On -site Drainage Area (so
Off -site Drainage Area (so
Proposed Impervious Area** s
% Impervious Area** total
Impervious— Surface Area
Drainage Area _
Drainage Area
Drainage Area _
Drainage Area
On -site Buildings/Lots (so
On -site Streets (sf)
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
Stream Class and Index Number can be determined at: lrttn://portal.ncdenr.org/ oeb/wr4)s/csra/classrf'catiolrs
* 1nnpervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. n
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent slormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
V1. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from htt ortal.ncdenr.or web w ws su statesw forms dots. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.nc(.Ienr.org/web/wq/ws/suZmaps.)
Please indicate that the following required information have been -provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ticdenr.org/weh/`wq/­ws/su/stateswZfgD* _ , flocs.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (seated, signed and dat
agreement(s) for each BMP. - - 11VE
MAY 0 6 2011
l'orm SWU-101 Version 07]un2010 Page 4 of 7

DO
4. Permit application processing fee of $ payable to NCDENR. (For an Express review, refer to
http://www.envhelp,org ages/onestopexpress.htmi for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator fo
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/ managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the'/z
mile radius on the map.
7. Sealed, signed and dated calculations.
r
B. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. ScaIe.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NNW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring Iocations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifij the SHWT prior
to subrrrittal, [phone].)
10. A copy of the most current property deed. Deed book; Page No:
11. For corporations and limited liability corporations (L.LC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LI_C must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
littp://www.secretary.state.iic.usCor orations CSearch.as x
Form SWU-101 Version 07Jun2010 Page 5 of 7
0 1A'
RE ROVED
MAY062011
BY:

VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://12ortal.ncdenr.org/web/wq/ws/su/statesw/forms flocs. Download the latestversions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on a]I parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:See Section III Item 3a
Consulting Firm: NAVFAC
Mailing Address:6506 Hampton Blvd LRC Bldg C
City:Norfolk State:VA Zip:23508
Phone: (757 ) 322-4629
Email:[e-mail]
Fax: (757 ) 322-8280
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) n/a , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1 a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07Jun2010 Page 6 of 7
RECEIVED
MAY 0 6 2011
BY:

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
tile, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type xarne of person listed in Contact hifornnatioz, item In) Carl Baker, Deput-il Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21-1 .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211,
Signature:
U1
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-101 Version 07Jun2010 Page 7 of
R-FCEXVED
MAY 0 6 2011
BY

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item Ia) Carl Baker, Depute Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable storqtv�ater rules tier 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature:
I, N O r r j 5 a Notary Public for the State of 1 0ftk(RfGll'1\Q1, County of
fl S a �� do hereby certify that C)tC personally appeared
before me this !Relay of AP6
L a`2 O ! and ac owledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, ,
BYWU NOR10 RIS
NOTARY PUBLIC
ONSLOW COUhl7Y,
IriYCMWISSIGK EXPIRES of
SEAL
My commission expires
Form SWU-101 Version 07Jun2010 Page 7 of 7
RF-C:]F IVED
MAY 0 6 1011
BY:

Lloo
-An VIV^

State Stormwater Permit # —'4)of 0563 30
BIORETENTION SYSTEM OPERATION AND MAINTENANCE PLAN
Project Name P-945 EOD Operations Facility, Camp Leieune, NC
Applies to Basin # B-1
The permittee shall be responsible for the following maintenance procedures regarding the
permitted bio-retention system.
The plant material will be watered every day for fourteen consecutive days, and after planting
has been completed.
AS NEEDED:
1. ' Treat all diseased trees, shrubs and vegetation.
2. Replace deficient, defective or rotted support stakes.
MONTHLY:
1. Inspect and repair any eroded areas.
2. Remulch any void areas.
TWICE A YEAR:
1. Remove and replace dead and/or untreatable diseased vegetation.
2. Replace support stakes as needed in the spring.
YEARLY
Apply a new layer of mulch in the spring. Remove the previous mulch layer before
applying a new layer.
I acknowledge and agree by my signature below that I am responsible for the performance of
the maintenance procedures listed above. I agree to notify DWQ of any problems with the
system and prior to making any changes to the systems ore the responsible party.
Print name CDR Laurfanc eadal U
Address 1005 Miruha ad MCB
Phone: . 91 1-2 8 Ext 267
Signature
Note: For subdivision, the lejally responsible party should ,
owner's association unless more than 50% of the lots have
been named the president.
le Officdr in Charae of Construction
4le0eg e, NC 28542 _
/ /Pax: [phone]
_T Date i -7 _1-
be a homeowners association or prrty
on sold and a resident of the subdivision has
I, f-///L°-( a Notary Public for the State of
_ `tISH-A (;asa/inb,. , County of 0,,(vAJ _ _ do hereby
certify that a4c r �er e`e a/ personally appeared before me
this the / day of ��l- , and acknowledge the due
executtQn of the foregoing inst ument. Witness my hand and official seal,
SEA
My commission expires '
d 07
J j•1 ' �� l �Y''�
r •j ; �h

State Stormwater Permit # f�V8 G 59 530
BIORETENTION SYSTEM OPERATION AND MAINTENANCE PLAN
Project Name P-945 EOD Operations Facility, Cam Le'eune NC
Applies to Basin B-2
The permittee shall be responsible for the following maintenance procedures regarding the
permitted bio-retention system.
The plant material will be watered every day for fourteen consecutive days, and after planting
has been completed.
AS NEEDED:
2. Treat all diseased trees, shrubs and vegetation.
2. Replace deficient, defective or rotted support stakes.
MONTHLY:
3. Inspect and repair any eroded areas.
4. Remulch any void areas.
TWICE A YEAR:
3. Remove and replace dead and/or untreatable diseased vegetation.
4. Replace support stakes as needed in the spring.
YEARLY
2. Apply a new layer of mulch in the spring. Remove the previous mulch layer before
applying a new layer.
I acknowledge and agree by my signature below that I am responsible for the performance of
the maintenance procedures listed above. I agree to notify DWQ of any problems with the
system and prior to making any changes to the system or to the responsible party.
Print name CD
Address 10(
Phone: (91
Signature
Note: For subdivision, the Vgally responsible pan
owner's association unless more than 50% of the
been named the president.
Officer in Charge of Construction
i Fax: [phone]
Date
/7 Za5
should not be a homeowners association or perty
its have been sold and a resident of the sub ivision has
i, fCt • 60 Oe , a Notary Public for the State of
Jrl-k 6ro /rr. , County of u 41) do hereby
certify that lla,u f c-e Z/ personally appeared before me
this the 7� day of G , 7�o j ` , and acknowledge the due
exec ion of a foregoing ins rument. Witness my hand and official seal,
My commission expires 17

i'
AAGIM
*D1
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
Permit Number; ,, W O 0S v.�'0
(to be provided by DWQ)
of WntFR
�P
y r
O •¢
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name P-1224 EOD ADDITION TO BUILDING FC292
Contact name JASON FRICK
Phone number 757-322-4283
Date April 22, 2008
Drainage area number B-3
II. DESIGN INFORMATION
Site Characteristics
Drainage area
39,988,00 ft'
Impervious area
5,828.00 ft2
Percent impervious
14.6%
Design rainfall depth
1.50 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.68 in
1-yr, 24-hr intensity
5.94 inlhr
Pre -development 1-yr, 24-hr peak Flow
0.54 ft3lsec
28 2008
7Y:
Post -development 1-yr, 24-hr peak flow
1.43 ftlsec
Pre/Post 1-yr, 24-hr peak control
0.89 ft3lsecStorage
Volume: Non -SR Waters
—• _...
Design volume
906.00 ft3
Storage Volume: SR Waters
Pre -development 1-yr, 24-hr runoff
f13
Post -development 1-yr, 24-hr runoff
ft?
Minimum volume required
0.00 ft'
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12.00 inches OK
Ponding depth of water
1.00 ft
Surface area of the top of the bicretentlon cell
1098.00 ft2 OK
Length:
66.00 ft OK
Width:
21.00 ft OK
-or- Radius
ft
Soils Report Summary
Drawdown time, ponded volume
4.00 hr
OK
Drawdown time, to 24 inches below surface
8.00 hr
OK
Drawdown time, total:
12.00 hr
In -situ soil.'
Soil permeability
3.00 irdhr
OK
Planting media soil:
Soil permeability
2,00 in/hr
OK
Soil composition
% Sand (by weight)
86%
OK
% Fines (by weight)
10%
OK
% Organic (by weight)
4%
OK
Total: 100%
Form SW401-13ioretention-Rev.3
Parts 1 and 11. Design Summary, Page 1 of 2

!
Sw oD Y
Permit Number: (�
(to be provided by D WQ)
Phosphorus Index (P-Index)
15 (unitless)
OK
Basin Elevations
Temporary pool elevation
28.50 fmsl
Planting elevation (top of the mulch)
27.50 fmsl
OK
Bottom of the cell
25.50 fmsl
Planting depth
2.00 ft
Depth of mulch
2.00 inches
OK
SHWT elevation
22.10 fmsl
OK
Are underdrains being installed?
N (Y or N)
jV2TWOM,
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
JUL
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
Br% yl
the bottom of the cell to account for underdrains
0
Bottom of the cell required
25.50 fmsl
Distance from bottom to SHWT
3.40 ft
OK
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Y
(Y or N)
OK
Is this a cell with trees/shrubs?
N
(Y ar N)
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly
Y
(Y or N)
OK
distributed through a vegetated filter?
What is the length of the vegetated filter?
30 ft
Does the design use a Level spreader to evenly distribute flow?
0
(Y or N)
Enter Data
Is the BMP located at least 30 feet from surface waters (50 feet if
Y
(Y or N)
OK
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP Located in a recorded drainage easement with a
NA
(Y or N)
Insufficient ROW location.
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
1.00 fVsec
OK
Is the area surrounding the cell likely to undergo development in
N
(Y or N)
OK
the future?
Are the slopes draining to the bioretention cell greater than 20%?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8`inches gravel followed by 3-5 ft of grass)
Grassed swale
X
OK,
Forebay
Form SW401-Bioretention-Rev.3 Parts I and II. Design Summary, Page 2 of 2

Permit No: ✓w ps"S�)e
{to be assigned by DINOj
III., REOUIREDIITEMS�,,CHECKLISTa.-�fa,",i ,�,i,'
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, if a
requirement has not been met, attach justification.
Page/ Plan
I ' ' Sheet No.
�JZ
C"laZ�Gt°j
0
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
G Sd 3 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
C-sv3
0 !�
N
Form Sw401-13ioretention-Rev.3
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, pending depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (it applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form, County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (imsl). Results of soils tests of loth the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (V = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
S. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restriclions (if required).
Part III, Page 1 of 1

•
•
e
Permit Number:�S ��o
(to be provided by DWQ)
Drainage Area Number: B-3
Bioretention Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important inspection and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of inspection and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall.be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
a licablc).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
a Iicable).
Form SW401-Bioretention I&M-Rev.2
Page I of 4

f
•
0
BMP element:
Potentialproblems:
How l will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
_gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying,
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed),
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped.or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media,
Form SW401-Bioretention I&M-Rev.2
Page 2 of 4

l�
u
i
0
BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the dro2 inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
ou tlet.
733-1786.
Form SW401-Bioretention I&M-Rev.2
Page 3 of 4

Permit Number: 5 l /yo
(to he provided by DWQ)
1 acknowledge and agree b signature below that I am responsible for the
g g Y m Y� P
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: P-1224 EOD Addition to Building FC292
BMP drainage area number: B-3
Print name: Carl Baker
Title: Deputy Public Works Officer
Address: 1005 Michael Road, Camp Lejeune,_NC 28542
Phon
Sign,
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
4J4 t'e- a ffle, , a Notary Public for the State of
,County of 45100 , do hereby certify that
personally appeared before me this
day ofand acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
40
AUCE A KWWTtE
Notary Publle
Cnslow County
state of North Carolina
IMY Commiuton Expires Oct 23, 2010
SEAL
My commission expires :� L/l/ �%J
Form SW401-Bioretention 1&M-Rev. 2 Page 4 of 4

yyA Cauttv itajou fxbito2 ('jtj 32, 3010
boia of i 01W CRsollvo
OV*IoMk ConUTA
MOICiA k�njo}IC
Is

t..
Permit No.
(to be provided by D WQ)
�_ �o�OF W ATggOv
�...,.., STORMWATER MANAGEMENT PERMIT APPLICATION FORM o
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part /Il) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name EOD ADDITION, P1246
Contact Person Deborah Brewster, PE; Nicholas Young--NAVFAC NCIPT
Phone Number 757-322-4629, 757.322.4640
Date 31-Mar-11
Drainage Area Number BMP 200 (former BMP #3-SW08 080508)(Back Pond)
11. DESIGN INFORMATION
Site Characteristics
Drainage area
164,244.00 ft�
Impervious area
132,560.00 it'
Percent imperious
0.81 %
Design rainfall depth
3.75 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
PreiPost 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHVVT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
3.81 in
0.16 inlhr
0.00 h /sec
0.00 f131sec
0.00 ft'Isec
39,847,00 ft3
39,884.00 ft3 OK for non -SA waters
it
it
it
it3
h3
SM
3.00 inlhr
22.00 fmsl
0.70 days
3.00 :1
25.43 fmsl
28.71 lmsl
15,032,00 it'
29.20 lmsi
202.00 it
88.00 it
9,458.00 it2
OK
OK
OK
RECEIVED
MAY 06W1
BY:
Form SW401-lnfilfrafionBasin-Rev,4
Parts BMP200, Page 1 of 2

Permit No.
(to be provided by DING)
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac-in
OK
Length of vegetative filter for overflow
nla
ft
OK
Distance to structure
nda
ft
OK
Distance from surface waters
nda
ft
OK
Distance from water supply well(s)
nla
ft
OK
Separation from impervious soil layer
nda
It
OK
Naturally occuring soil above shwt
3.43
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
nda
(Y or N)
OK
Capures all runoff at uitimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Pretreatment device provided
Y
Vegetated Swales
E
FIVIn0 6 'r? 011
Form SW401-Infiltration Basin-Rev.4 Parts BMP200, Page 2 of 2

Permit
(to be provided by DWQ)
4fC-;14'Co
IIII. REQUIRED ITEMS CHECKLIST I
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
DEB C400 shts 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out, --
Off-site drainage (if applicable), C JV
Delineated drainage basins (include Rational C coefficient per basin), &J f h�
- Basin dimensions, ✓
-Pretreatment system, Co lk)
High flow bypass system,
Maintenance access, !1,-
-Proposed drainage easement and public right of way (ROW), PIA--)
- Overflow device, and
Boundaries of drainage easement. IAA
DEB C400 shts 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
Bypass structure,
Maintenance access,
Basin bottom dimensions, ✓
Basin cross-section with benchmark for sediment cleanout, ✓
- Flow distribution detail for inflow, ✓
Vegetated filter, and (Vio"VDr)
Pretreatment device,
DVO--J OAT Qk.0—
lT �� r /
DEB C400 shts 3. Section view of the infiltration basin 0" = 20' or larger) showing:
- Pretreatment and treatment areas, and ✓
- Inlet and outlet structures. C01)
DEB SEE ATTCH 4, A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
DEB SEE ATTCH 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
in estigatiag request form. Countysoil maps are not an accep able source of soils inform tion.
t►1 Cprit t Prv�S Vgv-.jeDC SOt�..0 zh IVIAvZ L f 7_0 f
DEB EC C500shts 6. A construction sequence that shows how the infitlration basin willbe protected hrn sediment until the
entire drainage area is stabilized. ( to 11
DEB SEE ATTCH 7. The supporting calculations,
DEB SEE ATTCH 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
NA NA 9. A copy of the deed restrictions (if required).
7(--'WED
62011
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part Checklist200, Page 1 of 1

Permit No.D l_�9 sw" '3Z2
(to be provided by DWQ)
A�A_
STORMWATER MANAGEMENT PERM? APPLICATION FORM
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) most be printed, filled out and submitted along with all of the required information,
I. PROJECT INFORMATION
Project Name EOD ADDITION, P1246
Contact Person Deborah Brewster, PE; Nicholas Young--NAVFAC NCIPT
Phone Number 757.322-4629, 757.322.4640
Date 31-Mar-11
Drainage Area Number BMP 220 (Front Right Pond Facing Building)
oa�� wnrfi94c
y
� Y
II. DESIGN INFORMATION
Site Characteristics
Drainage area
39,568,00 #12
Impervious area
38,689.00 11
Percent impervious
0.98 %
Design rainfall depth
3.75 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.81
in
1-yr, 24-hr intensity
0.16
inihr
Pre -development 1-yr, 24-hr discharge
0.00
ft3lsec
Post -development 1-yr, 24-hr discharge
0.00
ft3isec
Pre/Post 1-yr, 24-hr peak flow control
0.00
fl3isec
Storage Volume: Non -SA Waters
Minimum design volume required
11,502.00
ft3
Design volume provided ,
11,590.00
ft3
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff volume
0
Past -development 1-yr, 24-hr runoff volume
{t3
Minimum required volume
fe
Volume provided
ft3
Soils Report Summary
Soil type
SM
Infiltration rate
3.00
inlhr
SHWT elevation
23.50
fmsl
Basin Design Parameters
Drawdown time
1.69
days
Basin side slopes
4.00
:1
Basin bottom elevation
26.25
fmsl
Storage elevation
30.35
fmsl
Storage Surface Area
6,564.00
ft2
Top elevation
30,35
fmsl
Basin Bottom Dimensions
Basin length
86.00
It
Basin width
59.00
ft
Bottom Surface Area
1,141.00
h2
Form SW401-Inliltration Basin-Rev.4
OK for non -SA waters
OK
OK
OK
RECEIVED
MAY 0 6 2011
BY:
Parts 13MP220, Page 1 o12

►ki
Permit No.
(to be provided by DWO)
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac-in
OK
Length of vegetative filter for overflow
nla
ft
OK
Distance to structure
Na
ft
OK
Distance from surface waters
nla
ft
OK
Distance from water supply wells)
n!a
ft
OK
Separation from impervious soil layer
Na
ft
OK
Naturally occuKng soil above shwt
2.75
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
nla
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
N
(Y or N)
Must provide bypass for larger flows
Pretreatment device provided
Y
Forebay
Form SW401-Infiltration Basin-Rev.4
RECEIVED
MAY 0 62011
BY'
Parts BMP220, Page 2 of 2

t
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials
DEB
DEB
DEB
DEB
DEB
DEB
DEB
DEB
Paget Plan
Sheet No.
C400 shts 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable), � I*)
Delineated drainage basins (include Rational C coefficient per basin), 6J 11+7
Basin dimensions, ✓
- Pretreatment system, Co W)
High flow bypass system, : (v- A-,ve r)
Maintenance access, +,-
- Proposed drainage easement and public right of way (ROW),
-Overflow device, and ' C W P,.ti, _
- Boundaries of drainage easement. (A
C400 shts 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:`'
Bypass structure, J'-�d``V4-"-/ S C410. S � � t, k'� ��
Maintenance access, F t°�� l~
Basin bottom dimensions, ✓ L
- Basin cross-section with benchmark for sediment cleanout, ✓ J
Flow distribution detail for inflow, ✓
-Vegetated filter, and (W&uW'V-)
- Pretreatment device. +/
C400 shts 3. Section view of the infiltration basin (1" = 20' or larger) showing:
Pretreatment and treatment areas, and ✓
inlet and outlet structures. CN�p
SEE ATTCH 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
SEE ATTCH 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
initestigatioq request form. County soil maps are not an accep able source of soils inform tion.
W~,h(p�.-+c 1�w�S tx3r� jtzaLsacu L [ 71511
EC C500shts 6. A construction sequence that shows how the infitlration basin wll be protected ftrom sediment until the
entire.drainage area is stabilized. .. �wS�
SEE ATTCH 7..The supporting calculations:
SEE ATTCH 8. A copy of the signed and ri8tanzed operation and maintenance (0&hl) agreement..,
NA NA 9. A copy of the deed restrictions (if required).
RECFIVED
MAY p 6 2011
BY:
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part Checklis1200, Page 1 of 1

Permit No, .l _ U %Ips3z
(to be provided by DWQ)
f
STORMWATER MANAGEMENT PERMIT APPLICATION FORM o Y
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project Name EOD ADDITION, P1246
Contact Person Deborah Brewster, PE; Nicholas Young--NAVFAC NCIPT
Phone Number 757-322-4629,757.322-4640
Date 31-Mar-11
Drainage Area Number BMP 400 (Front Left Pond Facing Building)
II. DESIGN INFORMATION
Site Characteristics
Drainage area
A54,411.00 ft2
Impervious area
154,411.00 ft2
Percent impervious
1.00 %
Design rainfall depth
3.75 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.81
in
1-yr, 24-fir intensity
0.16
inihr
Pre -development 1-yr, 24-hr discharge
0.00
ft3lsec
Post -development 1-yr, 24-hr discharge
0.00
1`131sec
Pre/Post 1-yr, 24-hr peak flow control
0.00
ft3lsec
Storage Volume: Non -SA Waters
Minimum design volume required
45,848.00
f13
Design volume provided
94,922,00
ff3
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff volume
W
Post -development 1-yr, 24-hr runoff volume
to
Minimum required volume
ff'
Volume provided
ft3
Soils Report Summary
Soil type
SM
infiltration rate
3.00
inlhr
SH1NT elevation
23.50
fmsl
Basin Design Parameters
Drawdown time
0,99
days
Basin side slopes
4.00
:1
Basin bottom elevation
26.25
fmsl
Storage elevation
30.35
fmsl
Storage Surface Area
31 W4
ft2
Top elevation
30.35
fmsl
Basin Bottom Dimensions
Basin length
212.00
ft
Basin width
130.00
ft
Bottom Surface Area
15,903.00
ft2
OK for non -SA waters
OK
OK
OK
,. 1VED
MAY 2 6 2011
1
{
I
Form SW401-Infiltration Basin-Rev.4 Parts BMP400, Page 1 of 2

Permit No.
(to be provided by DWO)
'Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac•in
OK
Length of vegetative filter for overflow
nla
It
OK
Distance to structure
nla
11
OK
Distance from surface waters
nla
It
OK
Distance from water supply well
nla
ft
OK
Separation from impervious sell layer
nla
It
OK
Naturafly occuring soil above shwt
2.75
ft
OK
Bottom covered w4h 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
n!a
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
N
(Y or N)
Must provide Bypass for larger flows
Pretreatment device provided
Y
Forebay
I` MAY 2 6 0011
Porm SW 401-Infiltration Basin-Rev.4 Parts BMP400, Page 2 of 2

Permit No.
(to be provided by DWQ)
K r14P +� L CO
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
DEB C400 shts 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out, ✓
- Off -site drainage (if applicable), C
- Delineated drainage basins (include Rational C coefficient per basin), W J*)
_ - Basin dimensions, ✓
- Pretreatment system, CO ji)
- High flow bypass system, •:(u-P',V r�
- Maintenance access, t­
- Proposed drainage easement and public right of way (ROW), tPIA-)
-Overflow device, and Y-
- Boundaries of drainage easement. (A
DEB C400 shts 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:`'
Bypass structure,
Maintenance access,
Basin bottom dimensions, ✓ j �� ; 7� '
Basin cross-section with benchmark for sediment cleanout, ✓
- Flow distribution detail for inflow, ✓
- Vegetated filter, and Wat+)
- Pretreatment device.
DEB C400 shts 3. Section view of the infiltration basin (1" = 20' or larger) showing:
Pretreatment and treatment areas, and
- Inlet and outlet structures. LNI.,-l
DEB SEE ATTCH 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
DEB SEE ATTCH 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigatiog request form. Coun soil maps are not an accep able source of soils infoapption.
�r.�� ral S O t tVi D►� L. ( Zd I !
DEB EC C500shts 6. A construction sequence that shows how the infitlration basin wil be protected Ifom sediment until the
entire drainage area is stabilized.'
DEB. SEEATTCH., 7, The suppoding calculations.
DES' SEE ATTCH 8. A copy of the signed and notarized operation and niaintenance-(O&M) agreement.
NA NA 9. A copy of the deed restrictions (if required).
RECEIVED
MAY 0 6 2011
BY:
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part Checklist200, Page 1 of 1

Permit No. 5JMt 3�3
(to be provided by DWO)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM �Q3
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form most be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name EOD ADDITION, P1246
Contact Person Deborah Brewster, PE; Nicholas Young--NAVFAC NCIPT
Phone Number 757.322-4629, 757-322-4640
Dale 31-Mar-11
Drainage Area Number BMP 420 (Middle Pond Facing Building)
A. DESIGN INFORMATION
Site Characteristics
Drainage area 25,075,00 f?
Impervious area 25,075.00 fie
Percent impervious 1.00 %
Design rainfall depth 3.75 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.81
in
1-yr, 24-hr intensity
0.16
inlhr
Pre -development 1-yr, 24-hr discharge
0,00
ft3lsec
Post -development 1-yr, 24-hr discharge
0.00
ft3lsec
Pre/Post 1-yr, 24-hr peak flow control
0,00
f131sec
Storage Volume: Non -SA Waters
Minimum design volume required
7,449,00
its
Design volume provided ,
11,148,00
ft3 OK for non -SA waters
Storage Volume: SA Waters
1.51' runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
I
its
it3
.,3
ft3
SM
3.00 inlhr
23.50 fmsl
1.92
days OK
4.00
:1 OK
26.25
fmsl OK
30.35
fmsl
'q 73 y —3 yea-
it,
30.35
fmsl
110.00 it
46,00 it
968.00 ftz
RECEIVED
MAY 26Z011
7)Y:
Form SW401-Infiltration Basln-RBVA
Parts BMP420, Page 1 of 2

V
Permit No.
(to be provided by DWQ)
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac-in
OK
Length of vegetative filter for overflow
nla
ft
OK
Distance to structure
nla
ft
OK
Distance from surface waters
nla
it
OK
Distance from water supply well(s)
r!a
ft
OK
Separation from impervious soil layer
rVa
ft
OK
Naturally occuring soil above shwt
2.75
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
nIa
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
N
(Y or N)
Must provide bypass for larger flows
Pretreatment device provided
Y
Forebay
�TED
j MAY 26Z011
I
Form SW401-Infiltration Basin-Rev.4 Parts BMP420, Page 2 of 2

Permit No.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
DEB C400 shts
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out, ✓ -1
- Oil -site drainage (if applicable), � I*)
Delineated drainage basins (include Rational C coefficient per basin), &J I*)
Basin dimensions, ✓
_
- Pretreatment system, COO
-High flow bypass system, ,tv"P'lVer)
- Maintenance access, ✓
- Proposed drainage easement and public right of way (ROW), (,N1p-)
-Overflow device, and - C L1J P'kV0,�
- Boundaries of drainage easement. �, IA
DEB C400 shts
2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing: tf a
Bypass structure, t" W� °_`" S Ca.Ec
Maintenance access, —
Basin bottom dimensions, ✓ i1 j �r : ��
Basin crass -section with benchmark for sediment cleanout, r�
Flow distribution detail for inflow, ✓
-Vegetated filter, and
- Pretreatment device.
DEB C400 shts
3. Section view of the infiltration basin (1" = 20' or larger) showing:
Pretreatment and treatment areas, and ✓
Inlet and outlet structures.
DEB SEE ATTCH
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
DEB SEE ATTCH 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigatioq request form. Countysoil maps are not an accep able source of soils infor Lion.
Wt�C�,, t IV,VS ��r�tWCSotL-i � L. [ Zb��
DEB EC C500shts 6. A construction sequence that shows how the infiltration basin wil be protected 4om sediment until the
entire, drainage area is stabilized.
DEB SEE ATTCH,:. 7.: The supporting calculations. ;
DEB SEE ATTCH 8.- A copy of the signed and notarized"opeiation and maintenance (09M) agreement.
NA NA 9. A copy of the deed restrictions (if required).
=FED
Form SW401-Infiltration Basin-Rev.4
Page 1 of 1
Part Checklist200, Page 1 of 1

Permit Number:
(to be provided by DWo
Drainage Area Number: QtZ
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
— Immediately after the infiltration basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
— The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application,
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems wit
t ED
MAY 0 6 L 011
BY:
Form SW401-Infiltration Basin O&M-Rev.3
Page 1 of 3

BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The forebay
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or
Provide additional erosion
riprap is displaced.
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
The main treatment area
A visible layer of sediment
Search for the source of the
has accumulated.
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
immediately.
Water is standing more than
Replace the top few inches of filter
5 days after a storm event.
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair.
Weeds and noxious plants are
Remove the plants by hand or by
growing in the main
wiping them with pesticide (do not
treatment area.
spray).
The embankment
Shrubs or trees have started
Remove shrubs or trees
to grow on the embankment.
immediately,
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs re air.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
=BY:
Form SW401-Infiltration Basin O&M-Rev.3Page 2 of

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name :EOD ADDITION. P1246
BMP drainage area number:BMP 200 (Modified Bio #2 from SW080508)
Print name:Carl H. Baker-USMC Base Camp Lejeune
Title:Deputy Public Works Officer
AddressA005 Michael Rd. Camp Lejeune. NC 28542
Phone:910-45L-2213 /l
Signature: .r.�
Date: e'
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Ste/ ( \J a_) No r> (S , a Notary Public for the State of
�C0.['0(t ►nc) , County of (D A 46 W , do hereby certify that
0-w- k QCL+(��.( personally appeared before me this Jq*
day of r'd I I , and acknowledge the due execution of the
forgoing infiltration basin maintenance requirements. Witness my hand and official seal,
7 �d
SYLVIA NORRIS
NOTARY PUBLIC
CHUM COUNTY.1 N
IrIYC�#11881011E7(PIRFS a5
SEAT,
My commission expires J a ois
RECEIVED
MAY 06Zi111
Form SW401-Infiltration Basin O&M -Rev.')
BY:
Page 3 of 3

�: - -----•-- �...:.�.p.
}�:�4�'1 YF��1�G�3

Permit Number:
(to be provided by DWQ)
Drainage Area Number: oZ'�
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
Immediately after the infiltration basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
— The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present,
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the Swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
RECEIVED
Form SW401-Infiltration Basin O&M-Rev3 MAY p fi 1011 Page I of 3
BY:

r" +
BMP element:
The forebay
The main treatment area
The embankment
The outlet device
The receiving water
Potential problem:
Sediment has accumulated
and reduced the depth to 75%
of the original design depth.
Erosion has occurred or
riprap is displaced.
Weeds are present.
A visible layer of sediment
has accumulated.
Water is standing more than
5 days after a storm event,
Weeds and noxious plants are
growing in the main
treatment area.
Shrubs or trees have started
to grow on the embankment.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. _
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
outlet.
Form SW401-Infiltration Basin O&M-Rev.3
How I will remediate the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
immediately.
Replace the top few inches of filter
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair.
Remove the plants by hand or by
wiping them with pesticide (do not
Remove shrubs or trees
immediately.
Make all needed repairs.
Clean out the outlet device. Dispose
of the sediment off -site_
Repair or replace the outlet device.
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
733-1786.
RECEIVED
MAY 0 6 2011
BY:
Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:EOD ADDITION, P1246
BNfP drainage area number:BMP 220
Print name:Carl I-i. Baker=USMC Base Camp Lejeune
Title:Denuty Public Works Officer
AddressA 005 Michael Rd, Camp Leieune, NC 28542
Phone: [phone]
Signature:
Date: r_�O l i
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, S l V i ck- 1q0r r 1'S , a Notary Public for the State of
�C)(A\CCa0U1r\w , County of C n s(byJ , do hereby certify that
Cof i Q Ae-r- personally appeared before me this I_
day of f I �;a I i , and acknowledge the due execution of the
forgoing infiltration basin maintenance requirements. Witness my hand and official seal,
t t
4 r
SEAL
My commission expires � C -�)'015
RECEIVED
MAY06Z011
Form SW401-Infiltration Basin O&M-Rev.3 Page 3 of 3

,..x•rnr+aa., ,.a-:-�w�w.-ter �� r.r++
4� 1

Permit Number:
(to he provided by DWQ)
Drainage Area Number:_ 4115D
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
— Immediately after the infiltration basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
— The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present,
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive guIIies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
RE
CEIVED
6Form SW40I-Infiltration Basin O&M-Rev.32011 Page 1 of 3
BY:

i
BMP element:
The forebay
The main treatment area
The embankment
The outlet device
The receiving water
Potential problem:_
Sediment has accumulated
and reduced the depth to 75%
of the original design depth.
Erosion has occurred or
riprap is displaced.
Weeds are present.
A visible layer of sediment
has accumulated.
Water is standing more than
5 days after a storm event.
Weeds and noxious plants are
growing in the main
treatment area.
Shrubs or trees have started
to grow on the embankment.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair.
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
outlet.
Form SW401-Infiltration Basin O&M -Rev.')
How I will remediate_the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying. - —
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
immediately.
Replace the top few inches of filter
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair
Remove the plants by hand or by
wiping them with pesticide {do not
Remove shrubs or trees
immediately.
Make all needed repairs.
Clean out the outlet device. Dispose
of the sediment off -site.
Repair or replace the outlet device.
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
733-1786.
R EIVEI�
=Y.-
Page
2of3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:EOD ADDITION, P 1246
BMP drainage area number:BMP 400
Print name:Cari. H. Baker-USMC Base Camp Leieune
Title:De utv Public Works Officer
Address:1005 Michael Rd, Camp Leaeune. NC 28542
Phorn
Sign, -
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, q (V ia' �nu IS_ _ _ _ , a Notary Public for the State of
oc-Yy\ C, rpc l rwu , County of 0 h SJ 0vJ , do hereby certify that
_ C QC `e.tr personally appeared before me this Gf
day of rt , -k0l ( , and acknowledge the due execution of the
forgoing infiltration basin maintenance requi ements. Witness my hand and official seal,
Z-dv
SYLVIA NORRZ"01
NOTARY PUBL
ONSLOW COUNT
MY COMMISSION EXPIRES
SEAL
My commission expires'3 -J-0
RECEIVED
MAY 062011
Form SW401-Infiltration Basin O&M-Rev3
BY:
Page 3 of 3

. Y : ,. li l�� 1 �4% Iw�'tt�
,�
{ r +'w ..

Permit Number: _; 0-`-3 e9
(to be provided by DWQ)
Drainage Area Number: 44aq
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
— Immediately after the infiltration basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
— The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is resent_
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
Swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
RECEIVED
MAY 06Z011
Form SW401-Infiltration Basin O&M-Rev.3 Page 1 of 3
BY:
�1

BMP element:
The forebay
The main treatment area
The embankment
The outlet device
The receiving water
Potential problem:
Sediment has accumulated
and reduced the depth to 75%
of the original design depth.
Erosion has occurred or
riprap is displaced.
Weeds are present.
A visible layer of sediment
has accumulated.
Water is standing more than
5 days after a storm event.
Weeds and noxious plants are
growing in the main
treatment area.
Shrubs or trees have started
to grow on the embankment.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair.
Clogging has occurred.
The outlet device is damage
Erosion or other signs of
damage have occurred at the
outlet.
Form SW401=Infiltration Basin O&M-Rev.3
How I will remediate the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
immediately. _
Replace the top few inches of filter
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair.
Remove the plants by hand or by
wiping them with pesticide (do not
spray.
Remove shrubs or trees
immediately.
Make all needed repairs.
Clean out the outlet device. Dispose
of the sediment off -site.
Repair or replace the outlet device.
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
733-1756.
RECEIVED
MAY 0 6 2011
BY:
Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:EOD ADDITION P1246
BIYIP drainage area number:BMP 420
Print name:Carl H. Baker-USMC Base Camp Le'eune
Title:Deputy Public Works Officer _
Address:1005 Michael Rd, Camp Leieune,_NC 28542
Phone:
Signati
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, _ SW V (CL- K dCi I S , a Notary Public for the State of
` olAr CckCo` l n ou _, County of d r\ S( CM , do hereby certify that
personally appeared before me this
day of t �0 (1 , and acknowledge the due execution of the
forgoing infiltration basin maintenance requirements. Witness my hand and official seal,
SYLVIA N59RI3
NOTARY PUBLIC
ONSLOW COUNTY, PC
WCMISSION EXPIRES aI5
SEAL
My commission expires
WED
MAY D 6 '1011
Form SW401-Infiltration Basin O&M-Rev3 L
Page 3 of 3

STORMWATER MANAGEMENT PERMIT
APPLICATION DOCUMENTS
FOR
EOD ADDITION, P-1246
MCB CAMP LEJEUNE
JACKSONVILLE, NC
OWNER:
COMMANDING OFFICER
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
PREPARED BY:
I\
L
m MVFAC
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
April 2011
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC
Marine Corps North Carolina IPT
6506 Hampton Blvd.
Norfolk, VA 23508-1278
RFC.-F TVED
MAY 0 S ZU11
BY:

EOD BUILDING ADDITION, P1246
MCB Camp Lejcune
Jacksonville, North Carolina
TABLE OF CONTENTS
Section Title
4eetien-A✓ Stormwater Management Permit Application Form, Supplements and Operation
et'0'4�a,J and Maintence Agreements
Section B Project Narrative
Section C. Calculations
Section C-1 Waiver Request Letter -Supporting Calculations
Section D Maps
Section E Department of Defense Exemption Letter from the NC Board of Registration for
Professional Engineers and Land Surveyors
Section F Project Drainage Area Plans
Section G Project Construction Specifications
Section H Soils Report
—Soaaio-n4— Former NCDENR Permit Materials (SW8 080508, SW8 050830)
< car. a•-e
Slb CO
MAY p6Z011
FY:

EOD Building Addition, P1246
NICIR Camp Leleune
Jacksonville, North Carolina
Section A: STORMWATER MANAGEMENT APPLICATION
Imo.CFTVED
MAY 06All
BY

EOD Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
Section B: PROJECT NARRATIVE
PROJECT DESCRIPTION
This project consists of constructing building, parking, tactical vehicle and training areas to the
existing Operations Facility Complex for the Explosive Ordinance Disposal Team at Marine
Corps Base Camp Lejeune. The new EOD Addition will include two structures. The first
building will be 15,050sf (1398m2) free-standing, one-story brick on slab structure. The second
1,072sf (99.5m2) will be a relocated prefabricated metal building that already exists on site that
will found on a slab structure. The project will consist of 108,085sf (10,042 m2) of concrete
paved tactical vehicle parking lot, 33,813-sf(3,141m2) POV bituminous concrete paved parking
lot and 7,304 -sf (679m2) of pedestrian concrete sidewalks.
SITE DESCRIPTION
The site for the new EOD Addition is located on the north side of McHugh Boulevard
approximately 1,000 feet west of the intersection with Sneads Ferry Road in the French Creek
area of Camp Lejeune. Building FC51, an Electronics and Communications Maintenance facility
is located immediately to the east of the EOD site, facing Sneads Ferry Road. The existing EOD
Building and FC 292 Building is located just east of the new EOD Addition structure and site
improvements.
EXISTING SITE DRAINAGE
The stream classification of the outfall is SC; NSW as determined from the state stream
classification database. The soil at the site is Baymeade fine sand (BaB) according to USDA Soil
Survey of Onslow County. This a well -drained sandy soil characterized by rapid infiltration and
slow runoff. The hydrologic soil group is group "A". Soil borings performed at the site
indicated the soil has a Unified Soil Classification System (USCS) classification of (SP-SM, SM,
SP). Test borings typically encountered intermittent layers of very loose to dense slightly silty,
silty and clean sands. Groundwater was not encountered in the borings to the depths drilled, ten
(10) feet. Due to the high sand content of the subsoil, the infiltration/permeability capability of
these soils is high. The infiltration rates ranges from 1.0 to 3.2 inches per hour. The infiltration
rates from the prior permitting ranges from 2.2 to 4.2 inches per hour. The water table ranges
between I 1 and 12-feet below existing grade. The seasonal high water table was estimated to
3 MAY 0 6 2011

EOD Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
average around 7 to 8-feet below existing grade. The existing EOD building and FC292 facility
was designed and constructed in 2006 and 2008 respectively, with bioretention as the BMP
selection and the SHWT found to be around Elev 22.7 or (EL 691 m) elevation which was
investigated and approved by NCDENR, please see attached Site Soils Investigation form from
that project.
The existing project area contains four (4) BMP's. Two (2) BMP's of the four are from the
original EOD Building (SW8 050830) and the remaining two (2) BMP's are from the 2008
project (SW8 080508). It is important to note that the 2008 permit allowed for three (3) BMP's;
however, only two were constructed (Bio #2 and Bio#3). Therefore the 2008 Bio 41 will be
removed from the permit modification. Three of the four existing BMP's will not be altered.
However, the existing Bio #2 from SW8 080508 (located in the central/north portion of the
parcel) will be expanded and converted from Bioretention to Infiltration.
POST DEVELOPMENT DRAINAGE
Runoff from the new development will be controlled through overland flow over sod grassed
areas, grass lined swales and a combination of bioretention and infiltration areas to treat the first
1-1/2 inch of runoff from the developed areas. The project is proposing three (3) new infiltration
basins that will be located between the front of the new building and parking field, similar in
layout to the original EOD Facility. The project will also be expanding the current Bio 42 area
permitted in 2008 (SW8 080508) along with converting the Basin to infiltration to accommodate
ample treatment and storage for the tactical vehicle expansion area in the rear. The runoff will be
directed to sheet flow directly to the proposed infiltration basins through a vegetative filter or
will flow towards new vegetated swales and will flow into the proposed sodded infiltration
basins.
The new infiltration basins will be seeking a waiver for offline bypass and filter strips because
this area is in a natural low and has no outlet opportunity. The ponds have been oversized to
accommodate larger storm events and the grading has been developed to protect the surrounding
infrastructure in flooding events. NCDENR BMP Manaul Section 16.3.9 bypass waiver criteria
43 and 44 are achievable and as such, a waiver for BMP 220, 400 and 420 have been requested.
The Geotechnical Information and soils has been evaluated by GET in May 2010, NAVFAC in
March of 2011 and NCDENR in April of 2011. The infiltration results of the upper soils range
between 2 to 4in/hr, while the infiltration of the soils greater than 5feet down range between 10
to 12in/hr. Vincent Lewis of NCDENR was onsite and validated the soils on April 1, 2011 with
NAVFAC representatives. Although the water table and SHWT could not be found or detected
to a depth of up to 8-feet, DENR requested that the project hold a SHWT of 7-feet down because
DENR believed that the drawdown maybe benefitted from the nearby dig pit across the street
currently draining the Water Table to elevations beyond 15-feet in depth. As such,
conservatively, if the project holds a SHWT of 7-feet in depth then the project will be protected
if the borrow pit across the street is ever filled which would increase the water table to
preexisting levels.
RECEIVED
4 MAY 062011
SY:

EOD Building Addition, P1246 MCB Camp Lejeune
Jacksonville, North Carolina
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
1. Temporary Gravel Construction Entrance/Exit: A temporary gravel construction entrance
will be installed off of the existing access road leading to the EOD Facility and also
toward the north access point that accesses the Tank Trail.
2. Land Grading: Grading will be required on approximately 11 acres. The building,
parking lot, and access road will be located on the higher fill areas. All cut and fill slopes
will be 3:1 or flatter to avoid instability due to wetness.
3. "Temporary Silt Fence: Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses.
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to reduce
erosion by restricting velocity of flow.
5. Sod: Provided in all new ditches and swales to maintain bank stability. Sod will also be
used for permanent stabilization of all open space areas. Sand type Sod will be used in
the base of the infiltration basins.
6. Outlet Stabilization Protection: Provided at new swale system outfall to prevent erosion
by reducing the velocity of flow and dissipating the energy.
7. Sediment Basin/Traps and diversion ditches: Will be used to collect and convey
stormwater to a temporary holding area during construction.
CONSTRUCTION SCHEDULE
1. Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
5. Install temporary silt fence around the site and around bioretention/infiltration basins as
indicated.
6. Clear trees and stump removal.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
RECEIVED
MAY 0 8 2011
BY:_

EOD Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
8. Finish slopes around building upon completion of rough grading. Leave slightly rough and
vegetate and mulch immediately.
9. Complete final grading for parking, drives and stabilize with gravel.
10. Complete construction of new building and final grading for the building.
11. Complete final grading of the grounds, topsoil critical areas and permanently vegetate with
sod, landscape and mulch.
12. After site is stabilized, remove all temporary measures.
MAINTENANCE PLAN
All erosion and sediment control practices will be inspected weekly and within 24 hours of a
1/4-inch rainfall event and every 14 days. A rain gauge shall be installed to measure rain
events. Needed repairs will be made immediately to maintain all practices as designed.
2. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep
at the fence. The sediment fence will be repaired as necessary to maintain a barrier.
3. All disturbed areas will be sodded as permanent vegetation and temporary measures will be
seeded, fertilized, reseeded as necessary, and mulched according to the Seeding
Specifications.
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding.
Prepared by:
Deborah L. Brewster, P.E. Nicholas Young, EIT
Civil Engineer Civil Engineer
MCNC IPT-NAVFAC MCNC IPT-NAVFAC
9742 Maryland Avenue 9742 Maryland Avenue
Norfolk, VA 23511 Norfolk, VA 23511
PH [phone] PH [phone]
deborah.brewster a navy.mil [e-mail]
R,ECETIVED
6 MAY 0 6 20i1
BY:

I;OD Building Addition, P1246
Section C: CALCULATIONS
DESIGN PARAMETERS
MCB Camp Lejeune
Jacksonville, North Carolina
The Rational method was used to calculate peak flows and the Simple method was used
to calculate the runoff storage volume from the first 1-1/2 inch. TR-55 was used to complete the
time of concentration values. The 1-yr, 24-hr storm runoff was estimated to be 3.68-inches taken
from the NOAA Point Precipitation Frequency chart for Sneads Ferry, NC. The 1-yr, 24-hr
storm rainfall intensity, in inches per hour, was also taken from NOAA's chart for Sneads Ferry,
NC.
See the following pages for the Sneads Ferry, NC IDF chart and for tabulated results of
the calculations. Refer to Section F for plans of the proposed drainage design.
l�
VED
MAY 0 6 2011
7
BY:—

STORM WATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
BIORETENTION AREA SIZING +� c mo q1n ,� -% C`%4A4. bGS��
DESIGN BASED ON MARYLAND STORMWAT3ER MANUAL (2000) APPENDIX C.2
NCDENR STORMWATER BMP MANUAL
NCDENR STORWATER BEST MANAGEMENT PRACTICES
INFILTRATION AREA NO. BMP-200 (MODIFIED FROM SW8 080508)
Impervious Area - COD Addition
Building
4,558 sf
0.105 Acres
Streets
6,429 sf
0.148 Acres
Parking
100,031 sf
2.296 Acres
Sidewalks
416 sf
0.010 Acres
Total
(SITE)
111,434 sf
2.558 Acres
(FUTURE)
21,126 sf
0.485 Acres
DEVELOPMENT
AREA "C"
TYPE
ACRES FACTOR
C x Area
IMPERVIOUS (Ai) 2.558 0.95 105,862
PERVIOUS 1.213 0.15 7,926
TOTAL (A)
INFILTRATION AREA SIZE
3.771 0.69 113,788
PERCENT IMPERVIOUS ( I)
(SITE) 1= Ai/A = 2.558 / 3.771
(FUTURE) I = Ai/A = 0.485 / 3.771
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv=0.05+0.009 x
Rv = 0.05 + (0.009 x 80.69%) =
DESIGN RAINFALL (P)= 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
67.83%
12.86%
TOTAL = 80.69%
WQv = [ (1.5) (0.7762) (3.771) ] / 12 =
WQv = 43,560 SF/AC-FT x 0.3659 =
RECEIVED
1 MAY p62011
BY: _
0.7762 IN/IN
0.3659 AC -FT
15,939 CF

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO.
R M P-200
SURFACE AREA OF INFILTRATION BASIN REQUIRED
DRAWDOWN TIME (Tr) = 2 DAYS
HYDRAULIC CONDUCTIVITY (K) = 3 IN/HR
EFFECTIVE AREA (A)
A = WQv / [2 (K x Tr) I
A= 15,939 / [ 2 (3.0 x 2) ] =
PONDING DEPTH BASIN SIZE
(EL. Top of Swale)
(El. Emergency Overflow)
RECEIVED
MAY 0 6 2011
BY: -
1,328 SF
Elev
Elev
Area
Area
Inc. Vol
Accum
(m)
(fft)
(m)
(sf)
(cf)
Vol (CO
7.75
25.43
879
9,458
0
0
7.80
25.59
902
9,706
1,572
1,572
7.85
25.75
926
9,964
1,613
3,185
7.90
25.92
950
10,222
1,656
4,841
7.95
26.08
974
10,490
1,698
6,539
8.00
26.25
998
10,738
1,740
8,279
8.05
26.41
1,024
11,018
1,785
10,064
8.10
26.57
1,049
11,287
1,830
11,893
8.15
26.74
1,074
11,556
1,874
13,767
8.20
26.90
1,100
11,836
1,919
15,685
8.25
27.07
1,125
12,105
1,964
17,649
8.30
27.23
1,152
12,396
2,010
19,659
8.35
27.40
1,178
12,675
2,056
21,715
8.40
27.56
1,205
12,966
2,103
23,818
8.45
27.72
1,232
13,256
2,151
25,969
8.50
27.89
1,258
13,536
2,198
28,166
8.55
28,05
1,286
13,837
2,245
30,412
8.60
28.22
1,314
14,139
2,295
32,706
8.65
28.38
1,342
14,440
2,344
35,050
8.70
28.54
1,369
14,730
2,393
37,443
8.75
28.71
1,397
15,032
2,441
39,884
8.80
28.87
1,813
19,512
2,933
42,717
8.85
29.04
2,229
23,992
3,568
46,286
8.90
29.20
2,645
28,472
4,303
50,589
8.95
29.36
3,061
32,952
5,038
55,627
9.00
29.53
3,478
37,433
5,773
61,400

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. 13MP-200
CHECK INFILTRATION AREA SIZE
DESCRIPTION REQ'D PROVIDED
SURFACE AREA 1,328 SF 9,458 SF
PONDED VOLUME 15,939 CF 39,884 CF
DRAWDOWN CALCULATION T = V 1 [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 39,884 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 9,458 SF
HYDRAULIC CONDUCTIVITY (K) = 3.000 INIHR
DRAWDOWN (T)= 0.70 DAYS
WAIVER (NCDENR 13M1) MANUAL SECTION 16.3.9#3 AND #4)
#3) DESIGN RAINFALL (P) = 3.75 INCH (2.5 TIMES DESIGN STORM)
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
WQv = [ (3.75) (0.7762) (3.771) ] / 12 = 0.9148 AC -FT
WQv = 43,560 SF/AC-FT x 0.9148 = 39,847 CF
CHECK INFILTRATION AREA SIZE
PONDED VOLUME (CF) 39,847 < 39,884 VOLUME SIZE OK
DRAWDOWN CALCULATION T = V / [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 39,847 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 9,458 SF
HYDRAULIC CONDUCTIVITY (K) = 1.500 INIHR (1/2 OF INFILTRATION RATE)
DRAWDOWN (T) = 1.40 DAYS < 5.0 DAYS DRAWDOWN TIME OK
RF,CEIVED
MAY p 6 2011 s
BY:

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. IIMP-220
Impervious Area - EOD Addition
Building
9,582 sf
0.197 Acres
Streets
0 sf
0.000 Acres
Parking
6,699 sf
0.154 Acres
Sidewalks
2,226 sf
0.051 Acres
Existing BUA _
1,762 sf
0.040 Acres
Total
(SITE)
19,269 sf
0.442 Acres
(FUTURE)
19,420 sf
0.445 Acres
DEVELOPMENT
AREA
"C'.
TYPE
ACRES
FACTOR
C x Area
IMPERVIOUS (Ai)
0.442
0.95
18,305
PERVIOUS
0.466
0.15
3,045
TOTAL (A)
0.908
0.54
21,350
INFILTRATION AREA SIZE
PERCENT] M PERVIOUS ( I )
I = Ai/A = 0.442 / 0.908
48,70%n
1 = Ai/A = 0.445/ 0,908
49.10%
TOTAL
= 97.80%n
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv =0.05+0.009 x I
Rv = 0.05 + (0,009 x 97.8%) = 0.9302 IN/IN
DESIGN RAINFALL (P) = 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = l (P) (Rv) (A) ! / 12
WQv = ( (1.5) (093) (0.908) 1 / 12 = 0.1056 AC -FT
WQv = 43,560 SF/AC-FT x 0.1056 = 4,601 CF
REcOVED
MAY 0 6 2011 4
BY:

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-I246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION ARIA NO. BMP-2216
SURFACE AREA OF INFILTRATION BASIN REQUIRED
DRAWDOWN TIME jr) = 2 DAYS
HYDRAULIC CONDUCTIVITY (K) = 3 WIHR
EFFECTIVE AREA (A)
A=WQvl12(KxTr) I
A = 4,597 /12 (3.0 x 2) 1 = 383 SF
PONDING DEPTH BASIN SIZE
Elev
Elev
Area
Area
Inc. Vol
Accum
(m)
(ft)
(m)
(sl)
(c1)
Vol (ct)
8.00
26.25
106
1,141
0
0
8.05
26.41
115
1,237
195
195
8.10
26.57
124
1,334
211
406
8.15
26.74
133
1,431
227
633
8.20
26.90
142
1.528
243
875
8.25
27.07
151
1,625
259
1,134
8.30
27.23
161
1,732
275
1,409
8.35
27.40
171
1,840
293
1,702
8.40
27.56
182
1,958
312
2,014
8.45
27.72
192
2,066
330
2,344
8.50
27,89
202
2,174
348
2,692
8.55
28.05
214
2,303
367
3,059
8.60
28.22
226
2,432
388
3,447
8.65
28.38
239
2,572
410
3.858
8.70
28.54
251
2,701
432
4,290
8.75
28.71
267
2,873
457
4,747
8.80
28.87
283
3,045
485
5,233
8.85
29.04
299
3,217
514
5,746
8.90
29.20
308
3.314
536
6.282
8.95
29.36
321
3,454
555
6,837
9.00
29.53
340
3,658
583
7,420
9.05
29.69
391
4,207
645
8,066
9.10
29,86
445
4.788
738
8,803
9.15
30,02
498
5,358
832
9,636
9.20
30.18
553
5,950
928
10,563
9.25
30.35
610
6,564
1,026
11,590
EIV
MAY 0 6 2011 5
BY:

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATI0N AREA NO. BMP-220
CHECK INFILTRATION AREA SIZE
DESCRIPTION REQ'D PROVIDED
SURFACE AREA 383 SF 1,141 SF
PONDER VOLUME 4,597 CF 11,590 CF
DRAWDOWN CALCULAT[ON T = V / [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 11,590 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 1,141 SF
HYDRAULIC CONDUCTIVITY (K) = 3.000 IN/HR
DRAWDOWN (T) = 1.69 DAYS
WAIVER (NCDENR BMP MANUAL. SECTION 16.3.9 #3 AND #4)
43) DESIGN RAINFALL (P) = 3.75 INCH (2.5 TIMES DESIGN STORM)
WATER QUALITY VOLUME (WQv)
WQv = I (P) (Rv) (A) 1 / 12
WQv = [ (3.75) (0.93) (0.908) 1 / 12 ;-- 0.2640 AC -FT
WQv = 43,560 SF/AC-FI' x 0.2640 = 11,502 CF
CHECK INFILTRATION AREA SIZE AND DRAWDOWN TIME
PONDED VOLUME (CF) 1 1,502< 11,590 VOLUME SIZE OK
DRAWDOWN CALCULATION T = V / [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 11,502 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 1,141 SF
HYDRAULIC CONDUCTIVITY (K) = 1.500 1N/HR (1/2 OF INFILTRATION RATE)
DRAWDOWN (T) = 3.36 DAYS < 5.0 DAYS DRAWDOWN TIME OK
CEIVED
MAY 0 6 2011
6
BY:

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-I246
MCB CAMP L,EJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. BMP-400
Impervious Area - EOD Addition
Building
9,416 sf
0.216 Acres
Streets
0 sf
0.000 Acres
Parking
18,696 sf
0.429 Acres
Sidewalks
2,265 sf
0.052 Acres
Other
100 sf
0.002 Acres
Existing BUA
14,058 sf
0.323 Acres
Total
(SITE)
44,535 sf
1.022 Acres
(FUTURE)
109,876 sf
2.520 Acres
DEVELOPMENT
AREA "C"
TYPE
ACRES FACTOR
C x Area
IMPERVIOUS (Ai) 1.022 0.95 42,308
PERVIOUS 2.523 0.15 16.485
TOTAL (A) 3.545 0.38 58,793
INFILTRATION AREA SIZE
PERCENT IMPERVIOUS (I)
(SITE) I = Ai/A = 1.022 13.545 28.84%
(FUTURE) I = Ai/A = 2.520 / 3.545 71.16%
TOTAL = 100.00%
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv=0.05+0.009 x I
Rv = 0.05 +- (0.009 x 100%) = 0.9500 IN/IN
DESIGN RA IN FALL(P)= 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
WQv = [ (1.5) (0.95) (3.545) ] 1 12 = 0.4210 AC -FT
WQv = 43,560 SF/AC-FT x 0.4210= 18,339 CF
Il

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. BMP-400
SURFACE AREA OF INFILTRATION BASIN REQUIRED
DRAWDOWN TIME (Tr) = 2 DAYS
HYDRAULIC CONDUCTIVITY (K) = 3 IN/I-IR
EFFECTIVE AREA (A)
A = WQv / [2 (K x Tr) ]
A = 18,339 / [ 2 (3.0 x 2) ] = 11528 SF
PONDING DEPTH BASIN SIZE
Elev
Elev
Area
Area
inc. Vol
Accum
(m)
(ft)
(m)
(sf)
(cf)
Vol (cf)
8.00
26.25
1,478
15,903
0
0
8.05
26,41
1,528
16,441
2,653
2,653
8.10
26.57
1,578
16,979
2,741
5,394
8.15
26.74
1,628
17,517
2,829
8,224
8.20
26.90
1,678
18,055
2,918
11,141
8.25
27.07
1,728
18,593
3,006
14,147
8.30
27.23
1,780
19,153
3,096
17,243
8.35
27.40
1,833
19,723
3,189
20,432
8.40
27.56
1,886
20,293
3,282
23,714
8.45
27.72
1,939
20,864
3,376
27,090
8.50
27.89
1,991
21,423
3,468
30,558
8,55
28.05
2,047
22,026
3,564
34,122
8.60
28.22
2,102
22,618
3,662
37,784
8.65
28.38
2,157
23,209
3,759
41,542
8.70
28.54
2,212
23,801
3,856
45,398
8.75
28.71
2,268
24,404
3,954
49,352
8.80
28.87
2,326
25,028
4,054
53,406
8.85
29.04
2,385
25,663
4,158
57,564
8.90
29,20
2,443
26,287
4,261
61,825
8.95
29.36
2,502
26,922
4,364
66,189
9.00
29.53
2,560
27,546
4,467
70,657
9.05
29.69
2,636
28,363
4,586
75,242
9.10
29,86
2,712
29,181
4,720
79,962
9.15
30.02
2,787
29,988
4,853
84,815
9.20
30.18
2,863
30,806
4,986
89,802
9.25
30,35
2,939
31,624
5,121
94,922
RECEIVED
MAY 0 6 2011 8
BY: - - ---

STORMWATER MANAGEMENT CALCULATIONS
COD ADDITION 2nd MARINE LOGISTICS GROUP, P-I246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. BMP-400
CHECK INFILTRATION AREA SIZE
DESCRIPTION REQ'D PROVIDED
SURFACE AREA 1,528 SF 15,903 SF
PONDED VOLUME 18,339 CF 94,922 CF
DRAWDOWN CALCULATION T = V / [2 (K x A) ]
ACTUAL, VOLUME INFILTRATION (V) 94,922 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 15,903 SF
HYDRAULIC CONDUCTIVITY (K) = 3.000 IN/HR
DRAWDOWN (T)= 0.99 DAYS
WAIVER (NCI)ENR 13MP MANUAL SECTION 16.3.9 43 AND #4�
93) DESIGN RAINFALL (P) = 3.75 INCH (2.5 TIMES DESIGN STORM)
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] 112
WQv = [ (3.75) (0.95) (3.545) ] / 12 = 1.0525 AC -FT
WQv = 43,560 SF/AC-F'T x 1.052 = 45,848 CF
CHECK INFILTRATION AREA SIZE
PONDED VOLUME (CF) 45,948 < 94,922 VOLUME SIZE OK
DRAWDOWN CALCULATION T = V / [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 45,848 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 15,903 SF
HYDRAULIC CONDUCTIVITY (K) = 1.500 IN/HR. (112 OF INFILTRATION RATE)
DRAWDOWN (T) = 0.96 DAYS < 5.0 DAYS DRAWDOWN TIME OK
CEIVED
MAY062011
9
BY:

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO.
Impervious Area - EOD Addition
Building
Streets
Parking
Sidewalks
Total
BM P-420
0 sf
0 sf
8,830 sf
2,103 sf
(SITE) 10,933 sf
(FUTURE) 14,142 sf
DEVELOPMENT
AREA
"C"
TYPE
ACRES
FACTOR
C x Area
IMPERVIOUS (Ai)
0.251
0.95
10,386
PERVIOUS
0.325
0.15
2,124
TOTAL (A)
0.576
0.50
12,510
INFILTRATION AREA SIZE
PERCENT IMPERVIOUS (I)
1 = Ai/A =
0.251 / 0,576
I = AiIA =
0.325 10.576
TOTAL
VOLUMETRIC RUNOFF COEFFICIENT (Rv)
Rv=0.05+0.009 x 1
Rv = 0.05 + (0.009 x 100%) =
DESIGN RAINFALL (P) = 1.5 INCH
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
WQv=[(1.5)(0.95)(0.576)1/ 12=
WQv = 43,560 SF/AC-FT x 0.0684
FRECEIVED
MAY 06 2011 10
BY:
0.000 Acres
0.000 Acres
0.203 Acres
0.048 Acres
0.251 Acres
0.325 Acres
43.57%
56.43%
100.00%
0.9500 IN/IN
0.0684 AC -FT
2,979 CF

STORMWATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. BMP-420
SURFACE AREA OF INFILTRATION BASIN REQUIRED
DRAWDOWN TIME (Tr) = 2 DAYS
HYDRAULIC CONDUCTIVITY (K) = 3 IN/HR
EFFECTIVE AREA (A)
A = WQv / [2 (K x Tr) I
A=2979/[2(3.0x2)]= 248 SF
PONDING DEPTH BASIN SIZE
Elev
Elev
Area
Area
Inc. Vol
Accurn
(m)
(ft)
(m)
(sf)
(cf)
Vol (CO
8.00
26.25
90
968
0
0
8.05
26.41
102
1,098
169
169
8.10
26.57
113
1,216
190
359
8.15
26.74
125
1,345
210
569
8.20
26.90
136
1,463
230
800
8.25
27.07
148
1,592
251
1,050
8.30
27.23
161
1,732
273
1,323
8.35
27.40
173
1,861
295
1,618
8.40
27.56
186
2,001
317
1,935
8,45
27.72
199
2,141
340
2,274
8.50
27.89
211
2,270
362
2,636
8.55
28.05
225
2,421
385
3,021
8.60
28.22
239
2,572
410
3,430
8.65
28.38
253
2,722
434
3,865
8.70
28.54
267
2,873
459
4,324
8.75
28.71
281
3,024
484
4,807
8.80
28.87
297
3,196
510
5,317
8.85
29.04
312
3,357
537
5,855
8.90
29.20
327
3,519
564
6,419
8.95
29.36
342
3,680
590
7,009
9.00
29.53
358
3,852
618
7,627
9.05
29.69
374
4,024
646
8,273
9.10
29.86
391
4,207
675
8,948
9.15
30.02
407
4,379
704
9,652
9.20
30.18
424
4,562
733
10,386
9.25
30.35
440
4,734
763
11,148
MA`S 0 6 2011 `
1 11

STORM WATER MANAGEMENT CALCULATIONS
EOD ADDITION 2nd MARINE LOGISTICS GROUP, P-1246
MCB CAMP LEJEUNE, JACKSONVILLE, NC
INFILTRATION AREA NO. BMP-420
CHECK INFILTRATION AREA SIZE
DESCRIPTION REQ'D PROVIDED
SURFACE AREA 248 SF 968 SF
PONDED VOLUME 2,979 CF 11,148 CF
DRAWDOWN CALCULATION T = V 1 [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 11,148 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 968 SF
HYDRAULIC CONDUCTIVITY (K) = 3.000 IN/HR
DRAWDOWN (T) = 1.92 DAYS
WAIVER NCDENR BMP MANUAL SECTION 16.3.9 ##3 AND #4
#3) DESIGN RAINFALL (P) = 3.75 INCH (2.5 TIMES DESIGN STORM)
WATER QUALITY VOLUME (WQv)
WQv = [ (P) (Rv) (A) ] / 12
WQv = [ (3,75) (0.95) (0.576) ] 1 12 = 0.1710 AC -FT
WQv = 43,560 SF/AC-FT x 0,171 = 7,449 CF
CHECK INFILTRATION AREA SIZE AND DRAWDOWN TIME
PONDED VOLUME (CF) 7,449 < 1 1,148 VOLUME SIZE OK
DRAWDOWN CALCULATION T = V / [2 (K x A) ]
ACTUAL VOLUME INFILTRATION (V) 7,449 CF
ACTUAL EFFECTIVE INFILTRATION AREA (A) 968 SF
HYDRAULIC CONDUCTIVITY (K) = 1.500 IN/HR (1/2 OF INFILTRATION RATE)
DRAWDOWN (T)= 2.56 DAYS <5.0 DAYS DRAWDOWN TIME OK
RECEIVED
MAY p 6 2011 12
BY:

Precipitation Frequency Data Server
Page 1 of 3
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
WILMINGTON 7 N, NORTH CAROLINA (31.9467) 34.3167 N 77.9167 W 32 feet
from "Procipitation-Frequency Adas of the United States' NOAA Atlas 14, Volumc 2. Venion 3
G.M. Bonnie, D. Martin, B. Lin, T. Pw7yhok, M.Yckta, and D. Riley
NVAA. National Weadw Smice, Silver Spring, Maryland, 2004
Extracted: Mon Mat 14 2011
Precipitation Intensity Estimates (in/hr)
ARI* 5 min 10 �11]13.Db0 1.2A 3 hr 6 tir12 2d 48 �� 1Q 24 30.. 45(years) min nun true min hr Ut hr day day d day day tiny I day'
J 6.23 114.97 jjj.15 2.84 ILL7jMj075 JEL6jMEL6jL09jEL5jj0W 1[003JJOW 11002 JL21jolol
L.`J 7.39 5.92 4.96 3.42 2.15 1.28 0.91 O.Sb 0.33 0. l9 0.11 OF061 0.04 0.03 OA2 0.02 0.01 0.01
.584 420.�---I
865 6663 7242O2515 00081O02�002
10
9.64 7.71
6.50
4.7!
3.07
192
1.39
0.86
0.51
0.30
0.17
D.10
D.06
0.05
0,43
0.02
0.02
0.02
25
10.8$ S.b8
7.33
5.43
3.61
2.35
1.7]
1.07
O.b4
0.38
0.22
12
0.08
D.06
0.04
0.03
0.02
0.02
L SJ ]� 182J9.41 11794 i 5.98 4LOSJ 2L7 J�2 p0 1.25 0L J 0,44 110.25 110.14 110 N OL OJ 0.04 JE23J10 03 10.02
100 12.7R 10.16 8.56 6.55 4.51 3.11 2.32 1.4b 0.88 0.52 0.30 0,16 0.10 0.07 0.05 0.04 0.03 ---
200 13.74 10.89 9.16 7.13 5.00 3.54 2.b8 1.69 1.02 0,61 0.34 0.18 0.11 0.0$ D,OS 0.04 D.O3 0.03
506 14,99 1 l .85 9.94 7.91 5.68 4. i 9 3.22 2.04 1.25 0.75 0.42 D.22 0.13 0. l4 0.06 0.04 QD3 O.D3
1040 l6.Ol 12.60 ]0.54 8.54 6,23 4.75 3.70 2.35 1.45 0,87 0.48 0.25 0.15 0.11 0.07 0.05 0.04 4.03
'These pm*tatian hequency odmatas are based on a KgAj11M0M sadm ARI is the Average Recurrence Interval.
Please rater to NOAA Antis 14 D4SllRlo for mate Intormation. NOTE: Formaltinp forces estimates near zero to appear as Zero.
II Upper bound of the 90% confidence interval ��
i` Precipitation Intensity Estimates (in/hr)
ARa)
min
min
M15
minIL
min
120
minMFh
lftr
hr
hr
da
da
10
da
da
day
dayday
�1
6.71
5.36
4,46
3.06
! .9 l
1. i S
0.82
0.51
0.30
0.18
O. I O
0.06
0.04
4.03
0.02
0.02
0.01
0.01
=.02
7.97
6.37
5.34
3.69
2.3 I
1.40
1,00
0.62 0,36
0.22 0.13
0.07
0.05
0.04
0.02
0
0.02 0.01
0
9.31
7.45
6.28
4.46
2,86
1.78
1.27
4.79
0.47
0.28
D.16
0,09
o.05
Q.04
Efl
0.02
0.02
0.02
18
10.36
8.29
6.98
S.Ob
3.29
2.10
1.51
0.94
0.56
0.34
0.19
0.11
0.07
0,05
0.03
0.43
0.02
0.02
11.68
9.30
7.8b
5.R2
3.88
2,56
1.87
1.17
0.70
4A2
0.24
0,l3
0.08
0.06
0.04
0.03
0.02
0.02
50
l 2.68
Flo 1 D
8.53
6.42
.35
2,95
2.18
1.36
D.82
0.50
0.28
0.15
0. f 0
D.07
0.04
0.03
0.03
0.02
100
13.73
10.96
9.19
7,04
.85
3.38
2.52
1.58
0.96
0.58
033
0.l8
0.] 1
0.08
0.05
0.04
0.03
0.03
200
14.77
i 1.71
9.84
7.66
5.37
3.85
2.91
1.84
].!2
0.68
0.39
0.20
0.12
0,09
0.06
0.04
4.03
003
500
16.15
12.77
k0.72
8.53
6.12
4 56
3.50
2.22
1.36
0.84
0.4?
0.24
0.15
0.11
0.06
O.DS
0,04
0.03
1000
17.27
13.60
11.38
9,21
6,72
5.18
4.02
2.56
1.58
0.48
0.55
0.28
0.17
0.12
0.07
OF057
4.04 0.03
'The upper bound of the aortfrdence interval at 90% confidence level Is the value wNch $% of Me simulated quartile values for a given iraquency are greater than.
" These precipitation frequancy estimates am based on a pQdidl,duTabprl5sfle l ARI h ttla Average Rewrranoe In%rval.
Please refer to NOAA Atlas 14 Dommsm for mere Wwrnaflon. NOTE_ Fflrmaninn nravenrs estimahm naar Zero to anoaar as zero.
Lower bound of the 90 % confidence interval
Precipitation Intensity Estimates (in/hr)
(yet►Irs) min min ante m n [&60[X12D 12
[�3]jhr hr hr day day day day Z3OI ay day
0�
5.8 I
4.64
3.87
2.65
1,65
0.97
0.69
0.43
0.25
0.14
0.49
0 05
0.03
0.03
0.02
0.01
0.0 ]
0.01
16.90
5.5 k
4.62
3.19
2.00
1.18
0.84
0.52
6.30
0.17
0.10
0,05
0.04
0.03
0.02
0.02
0.01
0.01
0
8.05
6.45
5.44
3.86
2.48 L50
I A7
0.67
0.39
0.23
0.1E
0,07
0.05
0.04
0.02
0.02
0.02
OA 1
10
8.94
7.15
6.03
4.37
2.84 1.77
E .27
0.79
0.46
0.27
0.16
0.04
0.06
0.04
0.03
0.02
0.02
0.02
010.06
8.01
b.77
5.01
3.34 2.15
1.56
0.98
0.57
0.33
O.19
0.11
0.07
0.05
0.03
0,03
0.02
0.02
http://hdsc.nws.noaa.gov/cgi-binlhdselbuildout.perl?type=idf&units=us&series=pd&staten... 3/ 14/2011

Precipitation Frequency Data Server
Page 2 of 3
50 10.86 8.65
7,34
5.50
3,73
2.47
1.81
I . ] 3
Q.67
0.39 .22
0.12
O.OR 0,06
0.04 0.03 0.02 0.02
100
11.69 9.29
7.82
5.99
4.13
2.81
2.09
1.31
0.78
0.4b 2fi
0.14
0.09 0.07
0.04
0.03
0.03
0.02
200
12.48
9.89
8.32
6.47
4.54 3.18
2.39
1.50
0.90
0.53 0.30
0.16
0.10 0.07
0.05
4.04
0.03
0.02
.
134R
1Qlb
.
84
7SQ72
284
,
908
Q0
DD030500
08 D040
03
100D
14.27 11.23
9.40
7.61 5.55 4.18
3.22
2.04
1.24
0.72 0.4D
0.21 O.13 0.09 0.06 0.04 0.43 D.03
• i no tower Duna or me connaerce interval at bv% commence i" s the value wnlcn b-. cr ma souawa quantae varies nor a plven Twoency are mas man.
" These precipitation Raquancy estimates are based on a perrlal duration maxima aeries. ARt is the Average Recurrence interval.
Please refer to NOAA Atlas t4 Ooament for mare intimation. NOTE: Formatting prevents eslirnates near zaro to appear as zero.
Text version of tables
Partial duration based Point I0F Curves - Version: 3
34.3167 N 77.9167 0 32 ft
�w
7
_ i
2
1
0.7
0•2
07
M .1
� .05
.03
Q .02
.01
001
Diration
Man Mar 14 15-.26.21 2011
Average Recurrence Interval
iyews)
1-year 5-year - - 25-year -e- 100-year - 500-year
2-year -4- 1 ear 54- ar -4ar 1000-uear
Related Information
Maps & Aerials
Click here to set: topographic maps and aerial photographs available for this location from Microsoft Research Maps
Watershed/Streamflow Information
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's site.
Climate Data Sources
National Climatic Data Center (NCDC) database RE' CEIVED
[locate (NCDC climate stations within: MAY U 6 2011
BY:
http:I/hdsc.nws.noaa.gov/cgi-bin/hdsclbuildout.perl?type=idf&units=us&series=pd&staten... 3/14/2011

Precipitation Frequency Data Server
Page i of 4
POINT PRECIPITATION ,,..
FREQUENCY ESTIMATES i i
FROM NOAA ATLAS 14 '�a, „
WILMINGTON 7 N, NORTH CAROLINA (31.9467) 34.3167 N 77.9167 W 32 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
D.M. Bonnio, D. Munin, B. IJR, T. Parzyhok, MNCkm, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Man Mar 14 2011
(ARI*
❑5
min
111
min
IS
min
30
min
M6?[Ml�l
yyt0
da
2Y
da
30
da
4 Y
da
60ears)
da
=0.52 0,83 1.04
1.42
1.77
2.10
2.25
2.78 3.26
3.81
4.51
S,10 5.88
6.64
8.90
i0.94
13.67
16.40
�0.62 0.99 1.24
1.71
2.i5
2,56
2.73 3.38 3.96
4.62
5.45
6.15 7.09
7.95
]0.61
13.00 16.15 19.31
0.72 1.16
1.46
2.08
2.66
3.26
3.50 4.33
5.11
5.98
6.98
7.7$ 8.91
9.85
12.92
15.60 19.15
22,59
l0
0.$0
1.28
1.62
2.35
3.07
3.$5
l b 5.16
6.12
7.18
8.32
9.19 10.43
l 1,44
14.8d
17.72 21.57
25.19
These preclpllabon frequency estimates ere based on a partial dmafmr orlog, ARI is the Average Reamence Interval.
Please refer to NOAA Atlas 14 Document for more Informat en. NOTE: Forma" forces estimates near zero to appear as zaro.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 10 15 30 60 120 ❑3 12 2IF- � 7y l y 20 45 6nears) min min min mmmin min hr hr hr hhr da da da da I day 1, da da
© 0.56
0.$9
1.12
1.53
1.91
2.29 2.4b
3.OS
3.59
4.29
5.03
5.74
6.47
7.27
9.65
11.74 14.57
17.44
.7205f394
I 10.78
1.24
1.57
2.23
2.86
3.55
3.82
4.75
5.63
6.73
7.81
8.70
9.80
10.79
14.01
16.72 20.40
24.02
]0
0.86
1.38
1.75
2.53
3.29
4.19
4.54
5.64
6.72
8FO57
9.3p
10.27
11.48
12.53
176 -071
18.98
22.99
26.77
25
0.97
t.55
1.97
2.9]
3.88
5,1I
5.60
b.98
8.39
10.1D
11.59
12.60
13.93
f5.05
1--
22.12
26.56
30.5I
50
i.06
1.6R
2.13
3.21
4.35
5.90
6.54
8.17
9.86
11.93
13.63
14.64
16.02
17,21
21.49
24.66
29.42
33.45
100
1.14
Efl
2.30
Eg
Efl
EE
7.58 9.49
11.54
14,03
15.93
]b.93
18.32
19.52
24.14
27.32
32.39
36.43
Z00
1.23
1,95
2.46
3.83
5.37
7.69
8,73 10.94
13.44
1b.41
18.59
19.47
20.82
22.07
27,02
30.11
EE5fl
39.44
500
1.35
2.I3
2.68
4.26
6.12
9.I2
10.5D
13.29
16.42
2D.22
22.64
23.38
24.6
25.88
31.17
34,10
39.8i 43.56
1000
1.44
2.27
2.85
4.61
6.72
10.37 12.07
15.35
19A3
23.60
26.26
26.R4
27.86
29.14
34.65
37.28
43.33 46.80
*The upper bound of the confidence Interval at 1; % Confidence level ie ttw value which 5% of the simulated quantile values for a given frequency ace grator than.
" These predpitation lreequency estimates are based on a gerlial dvfaton series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Comment for more rRornnation. NOTE: formatting prevents estlmales near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
in 0 1n �64ARI 50 3F�12 �mit min day dayday hr r hr�hr �a��day dayyearsm❑min��hdy
0.48
0.77
0.97
I ,33
1.65
1.94
2.08
2.57
2.98
3.45
4.09
4.63
5.40
6.1 1
8.26
10.25
12.86 15.48
1 2 10.57
0.92
1,16
1.64
2.00
2.36
2.52
3.13
3.63
4.18
4.95
5.58
6.51
7.32
9.85
12 .18
15.20
18.23
5�0.67
1.07
1.36
1.93
2.48
3.O1
3.23
3.99
4.67
5.40
6.33
7.05
8.16
9.04
11.99
14.62
18.Oi
21.32
10
0.74
1.19
1.5 ]
2.18
2.84
3.54 3.81
4,74
5.57 6.47
7.52
8.29 9.53
10.4 13.73
Hgff2fl
23.72
25
U.84
1.33
1.69
2.5 ]
3.34
4.29 .b9
5.$4
6.90 8.04
9.28
10.09 1 1.49 12.54 16. l $
19.22
23.3 I 26.94
http:l/hdsc.nws.noaa.govlcgi-bin/hdsclbuildout.perl?type=pf&units=us&series=pd&statena... 3/14/2011

Precipitation Frequency Data Server
Page 2 of 4
��J 0.91 1.44 1.83 2.75 3.73 4.93 5.45 6.79 8.08 9.42 10.80 11.61 13.I I 14,21 i8,14 21.30 25.68 29.39 j
100 0.97 1.55 ] . 66 3.00 4,13 5.62 6.27 7,85 9.39 10.95 12.43 I3.27 14.82 15.97 20.19 23.42 28.07 31.79 1I
200
1.04
].65
2.08
3.24
4.54
6.36
7.17
8.98
]0.83 12.62
14.25
15.04
16.62
17.83
22.31
25.54 30.48
34.13
500
1.12
1.78
2.23
3.56 5.10 7.44
A.52
10.72
13.02
i 5. 13
16. 11
17.62
19.18
20.45
25.22
28 171
33.62
37.16
1000 l .l9 1.87 2.35 3.80 5.55 8.36 9.fi6 12.22 14.$8 17.28 19.18 19.78 21.27 22.53 27.49 30;56 36,04 39.46
'The lower bound of the ronfidence interval at 90%coniidance level is the value which 5% of Bra sirrdatad quantile values We given frequency are loss then.
" These precipitation Irequency estimates are based on a partial dumllon max na Was, ARt is the Average Recurrence Interval.
Please raier to NOAA Alias t4 C)Dwmenl for more inforrnetlon. NOTE: Fwmattlrq prevents estimates near zero to appear as zero,
Text version of tables
44
42
40
38
36
34
r 32
30
LU
24
22
Y 20
18
a 16
14
12
10
8
6
4
2
0
Partial duration based Paint Precipitation Frequency Estimates - Version: 3
34.3167 N 77.9167 W 32 Ft
1 2 5 10 25 50 100
Average Recurrence Interval (years)
Mon Mar 14 10:03:37 2011
--
200 500 1000
Duration
5-Kin - 30-min 3-hr -8- 24-hr 7-day -i- 30-day -$-
10-Kin -+- 60-thin -G- 6-hr 48-hr -9- 10--day -F 45-day f
0-min 120-m 12-hr -6- 4-da t 20-d -*- 607da -Q--
E
IVE
DMAY 0 BY-
2011
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&.units=us&series=pd&statena... 3/ 14/2011

Precipitation Frequency Data Server
Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates - Version: 3
34.3167 N 77.9167 N 32 Ft
vq
42
40
38
36
34
n 32
30
x 26
" 26
24
22
zo
iB
n 16
14
12
10
a
6
4
2
0
c c c c
Mon Mar 14 10:03:37 20i1
l
Duration
� �11 if
ftverage Recurrence Interval
(years)
i --a-- 2 + 5 -m- io 25 -e- 50 -ila- 100 — 200 50 1000
Related Information
Maps & Aerials
Click here to sec topographic maps and aerial photographs available for this location from Microsoft Research Maps,
Watershed/Streamflow Information
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within
+/-30 minutes j r +/-1 degree I of this location. Digital ASCII data can be obtained directly from NCI3C.
Note: Precipitation frequency results are based an analysis of precipitation data from a variety of sources, but largely NCDC. The
following links provide general information about observing sites in the area, regardless of if their data was used in this studv. For
detailed information about the stations used in this sttttly, please refer to the matching documentation available at the PF Orx•urijenr
page
Department of Commerce Na �CEI`V ED
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development MAY 0 6 2�11
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail] BY:
http.1/hdsc.nws.noaa.govlcgi-binlhdsc/buildout.perl?type=pf&units-us&series=pd&statena... 3/ 14/201 l

EOD Building Addition, P1246
MCB Camp Gejeune
Jacksonville, North Carolina
Section C-1: Waiver Request Letter -Supporting Calculations
P F' C)FIVED
MAY 06Z011
BY:

AN
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
April 26, 2011
Ref: P-1246
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
ATTN: Ms Janet Russell
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Project No. SW8 050830 Mod
Infiltration Waiver Request
EOD Addition, P 1246
MCB Camp Lejeune, NC
Ms. Janet Russell,
On behalf of the Marine Corps Base (MCB), Camp Lejeune, NAVFAC is respectfully
submitting a Waiver request for Infiltration Offline Bypass & Vegetated Filter Strip to
support the above referenced project's Stormwater Permit Application.
The SWP Mod to SW8 050830 is proposing 4 (four) infiltration basins (BMP 200, 220, 400
and 420). The project is proposing infiltration because of the good quality soils, and because
the current facility and project area is in a natural low area. The low area prohibits any
offline bypass opportunities, as such, the design has proposed infiltration basins with ample
capacity to handle storms much greater than 1.5-inch. All the basins have been designed to
handle storms for the I0-yr event and greater.
The project is respectfully requesting a waiver for BMP 220, 400 and 420 in accordance with
Section 16.3.9 of the NCDENR BMP Manual, Criteria 3 and 4.
Criteria 3: To waive both the offline bypass and vegetated filter strip requirements in a
single infiltration system, the applicant must provide active storage volume in the system for
2.5 times the regulated design storm and infiltrate that volume with_5 days using a soils
infiltration rate of one-half the infiltration rate reported in the soils report.
**See attached supporting calculations"
Criteria 4: If the applicant can demonstrate that the 10-year, 24 hour storm event can be
infiltrated without discharging the system using an infiltrationrate of one-half of the
infiltration rate reported in the soils report, no. bypass,._ no vegetated filter strip .and no
additional storage volume is required.
**See attached Supporting calculations"
IvED
MAY p 6 2011
NAVFAC. 6506 Hampton Blvd. LRC Bldg C, Nod'olk, VA 23508-1278
BY:

NCDENR-P1246
4/26/201 1
Page 2 of 2
Please feel free to contact Deborah Brewster at 757-322-4629 or Nicholas Young 757-322-
4640 if you have any questions or comments regarding the enclosed materials.
Thank you.
Sincerely,
a&D
Deborah Brewster, PE
Civil Engineer
cc: Nicholas Young, Naval Facilities Engineering Command — Mid Atlantic
NAVFAC, 0506 Hampton Blvd, LRC Bldg C, Norfolk, VA 23508-1278 MAY 0 6 2011
BY:-

EOD Building Addition, 111246
MCR Camp Le.jeune
Jacksonville, North Carolina
Section D: MAPS
Gold:tiara re Mnston Owrcr 0"A Bsrn
Tustprorp
Tran:on OAK GROVE /
even ■ CHERRY POINT � 1
Springs Polldtksville .1
Mt. Olive Hraaclack wd�
Pink Comfort Mayavilla r
Hill 1
Richlands eau.
Warsaw
orehead Ci,y r
1
Bsulavllia �I
Jac nvill
Magnolia wan- oro
'p varony`,2
Rasehill
piton 0 �-
Wallace
Folka:onc
Ho y Ridge
Bur�ga�
Words Gamer " G
cmpatoad �
a t Hill ?
�P
Acme
pcico Wilmington 't
y ?� c 9olton Leland
VICINITY MAP
EASTERN NORTH CAROLINA
n
E
VED2 011

EOD Building Addition, P1246
1V1CB Camp Lejeune
jacksonville, North Carolina
Section D: MAPS (continued)
PROJECT SITE LOCATION MAP
MARINE CORPS AIR STATION CAMP LEJEUNE
w
MAY p 6 2011
BY:

EOD Building Addition, 111246
MCB Camp Le•jeune
,Jacksonville, North Carolina
}'��r��r•�. {� yr� ^-..�ti'/ r•Q iy 'h f ti F��.. 1,
M.
"}F+` .c1 �� �`( ., � ` 1• ,1 �•. Jar �� ('
i-%f :! :� i �`:• ,.r}� I/ :w t, ,~ •i �; ram I l;
"'��.G_*3,rL.1r+/ S �:�� .1�J.v�Lf►•rJ:.'�°����'�, �•�t= �; � • f�; � i.'��f,�'.,..,..,.,� .� � r' �f
' F!}( '.1 ��, r;l."ySr✓� •r 7`.�J > cam,` 'Jai I' � . L. E'J � X \ F b y 1 � _ � >---��'•c",.;::� �e
+�rat .���� ♦4 ' � � ti • ,•�:-.r^F��
♦ d �,_+.{1m �lw}vorw `." / ,:p'ti1 S'1 �'��,]��� _ i � l � V ti� ]�.`� j_��'+�''j,_
r'• i. \.ht c;"� 1 7� A 'r A It Y H-F S , it \''Y\ •r 1Q N
40
�x r%Y•�Y� tip` 1 (1,�� _I� { y `� r �i
le
vi
L,.•� ��yY ♦ htiA.l�? _ l � .. �j'~ �'•'��''' � ' �� �'1j` f. _r7i...
_ '��. IVVY7ii!''' ff r�f� i���� �, . � - •' �s ''r� .s-'-� ."'♦ �'" L�"._ O �'� ft %tJr } T _'•_ � �'
�• r1a � S1�FE-LgOC T�N: _• '1 ,-_
Yam, ` �. �� � �``•�.w"•�'� � r_'•'•' �'� `f` (� � .i� � � y� x'C -�' -n � „°.�a -•
4 ��_ ( ,tip � � �� [ - •��w..••..�,.-•..-., .......�.\'
� 11, t ti. Fair �Z4
SITE VICINITY MAP
PROJECT: Mli_CON Project P-1246
EOD Addition, 2"d Marine Logistics Group SCALE: As Drawn
MCB Camp Lejeune, North Carolina
DATE: 5/7/2010
PROJECT NO: JX10-102G PLOT BY: GH
CLIENT: NAVFAC Mid Atlantic
10
P �', C EIVF,D
MAY D G Z011
BY:

EOD Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
Section E: NORTH CAROLINA P.E. EXEMPTION LETTER
The following; pages outline the exemption of the use of the P.E. stamp on projects
prepared by U.S. Government personnel for work done on government owned works and
projects.
i'='-CFIJVED
MAY 46Z011
'BBC:

EOD Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
NORTH CAROLINA
STATE BOARD OF REGISTRATION
FOR
PROFESSIONAL ENGINEERS AND LAND SURVEYORS
3620 SIX FORKS ROAD
March 30, 1993 RALEIGH. N.C. 27609
' 191917$I.9499
49191781-9547
R. LARRY GREENS, RLS
CNALAI AN
WILLIAM T. STEUER PE. RLS
Mr. James E. Butler, PE
W�ECN ...N
BOBBY M. LONG. RLS
Department of the Navy - Atlantic Division
SE`R� A"
Naval Facilities Engineering Command
RAY E. ANDERS, RLS
Gilbert Street
J. ALBEIR BAss. JR„ PE. RLS
1510
J. RICHARD COTTINGHAM, PE, RLS
Norfolk, Virginia 23511-2699
H£LEN W. MERRITT. PUBLIC MEMBER
DANA H. RUCKER PE. RLS
FRANK L. TURNER PUBLIC MEMBER
Dear Mr. Butler:
JERRY T. CARTER
Ex[Cum SECAE AAY
In accordance with your written request of March 25, 1993, I am enclosing
for your information a copy of The North Carolina Engineering and Land
Surveying Act, G. S. 89C.
I will refer your attention to G. S. 99C-25 which provides limitations on the
application of the Statute. Paragraph 6 specificaUy exempts "Practice by
members of the armed forces or employees of the government of the
United States while engaged in the practice of engineering or land
surveying solely for said government on government -owned works and
projects."
This exemption should not be construed as to allow engineering services to
be provided to the Department of the Navy by non -registered contract
employees. For any such circumstance, a North Carolina registrant would
need be in responsible charge of any engineering services to be provided for
a North Carolina project.
I trust this information will be of some service and ask that you contact me
if this office can be of further assistance.
JTC/jsa
Enclosures
Sincerely,
J�f T. Carte
r
er
Executive Secretary
'JEI�TEI�
MAY 0 6 2011
12 ,r.

EOD Building Addition, 11246
MCB Camp Lejeune
Jacksonville, North Carolina
4 may deem sufficient, reissue a certificate of registration or
auThonzation, provided that a majority of the members of
the Board vote in favor of such issuance. (1921, c.1, s.10,
C.S., s.605501: 1939, c.218, s.2, 1951, c.1084, s.1;
1953. c.1041, 9.10, 1957. c.1060, s.5; 1973, c.1331,
s. 3; 1975, c.681, s.1; 1981, c.789, 1989. c.669, s.1.1
i 89C-23. Unlawfu! to practice engineering or land
surveying without registration; unlawful use of title or
terms; panafties; Attorney General to be legal adviser. -Any
person who shall practice, or offer to practice, engineering
or land surveying in this State without first being registered
in accordance with the provisions of this Chapter, or any
person, firm, partnership, organization, association,
corporation, or other entity using or employing the words
'engineer' or 'engineering' or 'professional engineer' or
'professional engineering' or "land surveyor' or 'land
surveying," or any modification or derivative thereof in its
name or form of business or activity except as registered
under this Chapter or in pursuit of activities exempted by
this Chapter, or any person presenting or attempting to use
the certificate of registration or the seal of another, or any
person who shall give any false or forged evidence of any
kind to the Board or to any member thereof in obtaining or
attempting to obtain a certificate of registration, or any
person who shall falsely impersonate any other registrant of
like or different name, or any person who shall attempt to
use an expired or revoked or nonexistent certificate of
registration, or who shall practice or offer to practice when
not qualified, or any person who falsely claims that he is
registered under this Chapter, or any person who shall
r violate any of the provisions of this Chapter, in addition to
injunctive procedures set out hereinbefore, shall be guilty of
a misdemeanor, and may, upon conviction, be sentenced to
pay a fine (of) not less than one hundred dollars 1$100.00),
nor more than one thousand dollars ($1,0001, or suffer
imprisonment for a period not exceeding three months, or
both, in the discretion of the court. In no event shall there
be representation of or holding out to the public of any
engineering expertise by unregistered persons. It shall be
the duty of all duly constituted officers of the State and all
political subdivisions thereof to enforce the provisions of
this Chapter and to prosecute any persons violating same.
The Attorney General of the State or his assistant shall
act as legal adviser to the Board and render such legal
assistance as may be necessary in carrying out the
provisions of this Chapter. The Board may employ counsel
and necessary assistance to aid in the enforcement of this
Chapter, and the compensation and expenses therefor shall
be paid from funds of the Board. (1921. c. 1, s. 12; C. S.,
s. 6055(n); 1951, c. 1084, s. 1; 1975, c.681, s. 1.)
§ 89C-24. Corporate or partnership practice of
engineering or land surveying. -A corporation or-parmeiship
may engage in the practice of engineering or land surveying
in this State, provided, however, the person or persons
connected with such corporation or partnership in charge of
the designing or supervision which constitutes such practice
is or are registered as herein required of professional
�. engineers and registered land surveyors. The same
exemptions shall apply to corporations and partnerships as
apply to individuals under this Chapter, provided further,
that all corporations hereunder shall be subject to the
provisions of Chapter 55B of the General Statutes of North
Carolina 11921, C. 1, s. 14; C. S., s. 60551p); 1951, C.
1084, s. 1; 1969, c. 718. s. 18; 1975, c. 681, s. 1.)
i 89C•25. Limitations on application of Chapter. -This
Chapter shall not be construed to prevent or affect:
1. The practice of architecture, landscape
architecture,. or contracting or any other legally
recognized profession or trade; or
2. The practice of professional engineering or land
surveying in this State or by any person not a
resident of this State and having no established
place of business in this State when this practice
does not aggregate more than 90 days in any
calendar year, whether performed in this State or
elsewhere, or involve more than one specific
proiect; provided, however, that such person is
legally qualified by registration to practice the
said profession in his own state or country, in
which the requirements and qualifications for
obtaining a certificate of registration are
satisfactory to the Board; in which -case the
person shall apply for and the Board will issue a
temporary permit; or
3. The practice of professional engineering or land
surveying in this State not to aggregate more
than 90 days by any person residing in this State,
but whose residence has not been of sufficient
duration for the - Board to grant or deny
registration; provided, however, such person shall
have filed an application for registration as a
professional engineer or registered land surveyor
and shall have paid the fee provided for in G. S.
89C-14, and provided that such a person is
legally qualified by registration to practice
professional engineering or land surveying in his
own state or country in which the requirements
and qualifications for obtaining a certificate of
registration are satisfactory to the Board, in
which case the person shall apply for and the
Board will issue a temporary permit; or
4. Engaging in engineering or land surveying as an
employee or assistant under the responsible
charge of a professional engineer or registered
land surveyor or as an employee or assistant of a
nonresident professional engineer or a non
resident registered land surveyor provided for in
subdivisions (2) and (3) of this section, provided
that said work as an employee may not include
responsible charge of design or supervision; or
5. The practice of professional engineering or land
surveying by any person not a resident of, and
having no established place of business in this
State; as- a, consulting associate of a professional
engineer or registered land surveyor registered
under the provisions of this Chapter; provided,
the nonresident is qualified for such professional
service in his own state or country; Or
6. Practice by members of the armed forces or
employees of the government of the United
States while engaged in the practice of
engineering or land surveying solely for said
government on government -owned works and
projects; or
RECEIVED
MAY 0 6 2011
13 BY:

LOU Building Addition, 111246
MCB Camp Lejeune
Jacksonville, North Carolina
Section F: PROJECT DRAINAGE AREA PLANS
RECEIVED
MAY 0 6 Z011
14
BY:

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Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
eProjects
work Order Numbers:
796531
Appropriation: MCON
EOD ADDITION- 2ND MARINE LOGISTICS GROUP
At the
MCE Camp Lejeune, NC
(P-1246)
DESIGNED BY:
NAVFAC MID -ATLANTIC
9742 MARYLAND AVENUE
NORFOLK, VIRGINIA 23511-3095
SPECIFICATION PREPARED BY:
Architectural: Soames Newsome, R.A.
Civil: Deborah Brewster, P.E.
Structural: James Brunson, E.I.T.
Mechanical: Joseph McKeown, P.E.
Electrical: Thomas Rackliff, E.I.T.
Fire Prot.: David Shindle, P.E.
Geotechnical: Frank DeMascio
Interior Design: Kristen Thompson
Specification: R. Ernie Johnson
Date: February 28, 2011
SPECIFICATION APPROVED BY:
For Commander, NAVFAC MID -ATLANTIC:
Date:
�F,C EIVED
MAY p 6 2011
BY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN WATER
WORKS ASSOCIATION (AWWA)
AWWA C600
(2005) Installation of Ductile -Iron Water
Mains and Their Appurtenances
AMERICAN WELDING
SOCIETY (AWS)
AWS D1.1/D1.1.M
(2010) Structural Welding Code - Steel
AMERICAN WOOD
PROTECTION ASSOCIATION (AWPA)
AWPA C2
(2003) Lumber, Timber, Bridge Ties and
Mine Ties - Preservative Treatment by
Pressure Processes
AWPA P5
(2009) Standard for Waterborne
Preservatives
ASTM INTERNATIONAL (ASTM)
ASTM A
139/A 139M
(2004; R 2010) Standard Specification for
Electric -Fusion (ARC) -Welded Steel Pipe
(NPS 4 and over)
ASTM A
252
(1998; R 2007) Standard Specification for
Welded and Seamless Steel Pipe Piles
ASTM C.
116
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C
33/C 33M
(2008) Standard Specification for Concrete
Aggregates
ASTM D
1140
(2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D
1556
(2007) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM D
1557
(2009) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
31 23 00.00 20 Page 1
6 .1011
7SECTION
MAY 0
'A

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
ASTM D 2321. (2009) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D 2487 (2010) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D 3786/D 3786M (2009) Hydraulic Bursting Strength of
Textile Fabrics -Diaphragm Bursting
Strength Tester Method
ASTM D 4318 (2030) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 4355 (2007) Deterioration of Geotextiles from
Exposure to Light, Moisture and Heat in a
Xenon -Arc Type Apparatus
ASTM D 4491. (1999a; R 2009) Water Permeability of
Geotextiles by Permittivity
ASTM D 4533 (2004; R 2009) Trapezoid Tearing strength
of Geotextiles
ASTM D 4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
ASTM D 4751. (2004) Determining Apparent Opening Size
of a Geotextile
ASTM D 4759 (2002; R 2007) Determining the
Specification Conformance of Geosynthetics
ASTM D 4633 (2007) Index Puncture Resistance of
Geotextiles, Geomembranes, and Related
Products
ASTM D 6938 (2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D 698 (2007el) Laboratory Compaction
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 (1993; Rev 0; Updates I, II, IIA, IIB, and
III) Test Methods for Evaluating Solid
Waste (Vol IA, IB, IC, and II) (SW-846)
EPA 600/4-79/020 (1983) Methods for Chemical Analysis of
Water and Wastes
NORTH CAROLINIA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2006) Standard Specifications for Roard
SECTION 31 23 00.00 20 Page 2
MAY 0 6 2011
BY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP
MCB CAMP LEJEUNE, NC
and Structures
1.2 DEFINITIONS
1.2.1 Capillary water Barrier
11P1246
EPROJECTS W.O. NO.: 796531
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 3.557, 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 Pile Supported Structure
As used herein, a structure where both the foundation and floor slab are
pile supported.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Shoring and Sheeting Plan
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
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
RECEIVED
SECTION 31 23 00.00 20 Page 3 MAY 0 6 2011
`SY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated,
will not be encountered.
C. Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do
not necessarily represent ground water elevation at the time of
construction,
d. Material character is indicated by the boring logs.
e. Hard materials and rock will not be encountered .
f. Borrow material in the quantities required is available on
Government property
g. Blasting will not be permitted. Remove material in an approved
manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
Soils brought in from off site for use as backfill shall be tested for TPH,
BTEX and full TCLP including ignitability, corrosivity and reactivity.
Backfill shall contain less than 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, BTEX
and TCLP from a composite sample of material from the borrow site, with at
least one test from each borrow site. Material shall not be brought on
site until tests have been approved by the Contracting Officer.
1.7 QUALITY ASSURANCE
1.7.1 Shoring and Sheeting Plan
Submit drawings and calculations, certified by a registered professional
engineer, describing the methods for shoring and sheeting of excavations.
Drawings shall include material sizes and types, arrangement of members,
and the sequence and method of installation and removal. Calculations
shall include data and references used.
1.7.2 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
SECTION 31 23 00.00 20 Page 4
r
i MAY 06L011

ROD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
1.7.3 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 600 mm of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer. Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
1.8 SUSTAINABLE DESIGN REQUIREMENTS
1.,B.I Local/Regional Materials
See Section 01 33 LEED(tm) DOCUMENTATION for cumulative total local
material requirements. Fi.l.l materials may be locally available.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D 24.87 as GW, GP, GM, GP -GM, GW-GM, SW,
SP, SM, SP-SM, free of debris, roots, wood, scrap material, vegetation,
refuse, soft unsound particles, and deleterious, or objectionable
materials. Unless specified otherwise, the maximum particle diameter shall
be one-half the lift thickness at the intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 2 mm . The
Contracting Officer shall be notified of any contaminated materials.
2.1.3 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.4 Backfill and Fill Material
ASTM D 2487, classification GW, GP, GM, SW, SP, SM, with a maximum
ASTM D 4318 liquid limit of 20, maximum ASTM D 4318 plasticity index of 6,
and a maximum of 25 percent by weight passing ASTM D 1140, 75 micrometers
sieve.
2.1.5 Select Material
Provide materials classified as GW, GP, SW, SP, or 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
FFJVED
SECTION 31 23 00.00 20 Page 5
6Z011
BY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
be greater than 12 percent when tested in accordance with ASTM D 4318, and
not more than 5 percent by weight shall be finer than 75 micrometers sieve
when tested in accordance with ASTM D 1140.
Sieve Size
Percent Passing by Weight
63 mm 100
4.75 mm 40 - 85
2.00 mm 20 - 80
425 micrometers 10 - 60
75 micrometers 0 - 05
2.1.6 Topsoil
Provide as specified in Section 32 92 19SEEDING.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C 33/C 33M fine aggregate grading with a maximum of 3 percent by
weight passing ASTM D 1.1.40, 75 micrometers sieve, or 37.5 mm and no more
than 2 percent by weight passing the 4.75 mm size sieve 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, 6 to 40 mm, 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
40 mm, 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.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property, except that borrow
materials conforming to common fill and fill and backfill material may be
obtained from the Government borrow pit. The Government borrow pit is
located as indicated. If the Government borrow pit is used, the Contractor
shall perform clearing, grubbing, and stripping required for providing
access to suitable borrow material. Dispose of materials from clearing and
grubbing operations at the Government landfill indicated. Strip top 300 mm
of soil material from borrow area and stockpile. After removal of borrow
material, regrade borrow pit using stockpiled soil material to contours
which will blend in with adjacent topography. Maximum side slopes shall be
two horizontal to one vertical. Excavation and backfilling of borrow pit
shall ensure proper drainage.
`CEIVED
SECTION 31 23 00.00 20 Page 6
MAY p62011
L��

EOD ADDITION - 2ND MARINE LOGISTICS GROUP lIP1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
2.5 FILTER FABRIC
Provide a pervious sheet of polyester, nylon, glass or polypropylene ,
ultraviolet resistant filaments woven, spun bonded, fused, or otherwise
manufactured into a nonraveling fabric with uniform thickness and strength.
Fabric shall have the following manufacturer certified minimum average roll
properties as determined by ASTM D 4759:
Class A
a.
Grab tensile strength (ASTM D 4632)
min.
800
N
machine and transversed direction
b.
Grab elongation (ASTM D 4632)
min.
15
percent
machine and transverse direction
C.
Puncture resistance (ASTM D 4833)
min.
356
N
d.
Mullen burst strength (ASTM D .3786/D
3786M)
min. 2,000
kPa
e.
Trapezoidal Tear (ASTM D 4533)
min.
222
N
f.
Apparent Opening Size (ASTM D 4751)
US Sieve 40
g. Permeability (ASTM D 4491) k fabric greater
than k Soil
h. Ultraviolet Degradation (ASTM D 4355) 70 percent Strength
retained at 150 hours
2.6 MATERIAL FOR PIPE CASING
2.6.1 Casing Pipe
ASTM A 139/A 139M, Grade B, or ASTM A 252, Grade 2, smooth wall pipe.
Casing size shall be of the outside diameter and wall thickness as
indicated. Protective coating is not required on casing pipe.
2.6.2 wood Supports
Treated Yellow Pine or Douglas Fir, rough, structural grade. Provide wood
with nonleaching water -borne pressure preservative (ACA or CCA) and
treatment conforming to AWPA P5 and AWPA C2, respectively. Secure wood
supports to carrier pipe with stainless steel or zinc -coated steel bands.
2.7 MATERIAL FOR RIP -RAP
Rock for erosion control rip -rap shall conform to NCDOT RS Section 1042,
class B.2.8.
,r-T.TV
SECTION 31 23 00.00 20 Page 7
MAY 0 6 'l 011

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
2.8 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic and metallic core or metallic -faced, acid- and
alkali -resistant, polyethylene plastic warning tape manufactured
specifically for warning and identification of buried utility lines.
Provide tape on rolls, 75 mm minimum width, color coded as specified below
for the intended utility with warning and identification imprinted in bold
black letters continuously over the entire tape length. Warning and
identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or
similar wording. Color and printing shall be permanent, unaffected by
moisture or soil.
Warning Tape Color Codes
Yellow:
Electric
Yellow:
Gas, Oil; Dangerous Materials
Orange:
Telephone and Other
Communications
Blue:
Water Systems
Green:
Sewer Systems
White:
Steam Systems
Gray:
Compressed Air
2.8.1 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 0.10
mm. Tape shall have a minimum strength of 10.3 MPa lengthwise and 8.6 MPa
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 920 mm deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
2,9 DETECTION WIRE FOR METALLIC AND NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 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,
SECTION 31 23 00.00 20 Page 8
I?.FF,CF,IVED
MAY 0 6 2011
BY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
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 0.9 m 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 1.0 m below
the working level,
Operate dewatering system continuously until construction work below
existing water levels is complete. Submit performance records weekly.
Measure and record performance of dewatering system at same time each day
by use of observation wells or piezometers installed in conjunction with
the dewatering system. Relieve hydrostatic head in previous zones below
subgrade elevation in layered soils to prevent uplift.
3.1.2 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.3 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the . Remove stumps entirely. Grub out matted roots and
roots over 50 mm in diameter to at least 460 mm below existing surface.
3.2.2 Stripping
Strip suitable soil from the site where excavation or grading is indicated
and stockpile separately from other excavated material. Stripping shall be
SECTION 31 23 00.00 20 Page 9
RECEIVED
MAY 0 6 2011
BY:�_

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 1IP1245
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
performed to a depth of at least 460 mm below the exiting ground surface
within the existing wooded areas of the site and 300 mm below the existing
ground surface in other areas. Stripping shall be performed to a
horizontal (plan) distance of at least 1.5 m beyond pavement areas and at
least 3.0 m beyond the building footprint. Material unsuitable for use as
topsoil shall be stockpiled and used for commom fill. Locate topsoil so
that the material can be used readily for the finished grading. Where
sufficient existing topsoil conforming to the material requirements is not
available on site, provide borrow materials suitable for use as topsoil.
Protect topsoil and keep in segregated pales until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with backfill
and fill material and compact to 95 percent of ASTM D 1557 maximum density.
Unless specified otherwise, refill excavations cut below indicated depth
with satisfactory material and compact to 95 percent of ASTM D 1557 maximum
density. Satisfactory material removed below the depths indicated, without
specific direction of the Contracting Officer, shall be replaced with
satisfactory materials to the indicated excavation grade; except as
specified for spread footings. Determination of elevations and
measurements of approved 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
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated
uniform support for each section of
Tamp if necessary to provide a firm
to accommodate bells and joints so
for the entire length. Rock, where
depth of at least 150 mm below the
3.3.3 Excavated Materials
Grade bottom of trenches to provide
pipe after pipe bedding placement.
pipe bed. Recesses shall be excavated
that pipe will be uniformly supported
encountered, shall be excavated to a
bottom of the pipe.
Satisfactory excavated material required for
placed in the proper section of the permanent
separately stockpiled if it cannot be readily
in excess of that required for the permanent
material shall be disposed of as specified in
SECTION 31 23 00.00 20
fill or backfill shall be
work required or shall be
placed. Satisfactory material
work and all unsatisfactory
Paragraph "DISPOSITION OF T D �j
_d' s • r '"/ E
Page 1D
MAY p 6 Z 011
$Y

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
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. 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 following proofrolling operations in planned
pavement and building areas. Procfrolling shall be performed with a fully
loaded tandem -axle dump truck or larger sized dump truck. The surface
shall be scarified to a depth of 150 mm 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 150 mm,
pulverized, and compacted to the specified density. When the subgrade is
part fill and part excavation or natural ground, the excavated or natural
ground portion shall be scarified to a depth of 300 mm and compacted as
specified for the adjacent fill. Material shall not be placed on surfaces
that are muddy, frozen, or contain frost. Compaction shall be accomplished
by sheepsfcot 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.
3.5 FILLING AND BACKFILLING
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 . Place in 150 mm 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 150 mm lifts. Do not place over wet or
frozen areas. Place backfill material adjacent to structures as the
structural elements are completed and accepted. Backfill against concrete
only when approved. Place and compact material to avoid loading upon or
against the structure.
3.5.3 Satisfactory Fill Material Placement
Provide under porous fill of structures not pile supported. Place in 150 mm
lifts. Do not place over wet or frozen areas. Backfill adjacent to
structures shall be placed as structural elements are completed and
accepted. Backfill against concrete only when approved. Place and compact
SECTION 31 23 00.00 20 Page 11 RECEIVED
MAY Q 6 2011
BY:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
material to avoid loading upon or against structure.
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 . Where pipe is coated
or wrapped for protection against corrosion, the backfill material up to an
elevation 600 mm above sewer lines and 300 mm above other utility lines
shall be free from stones larger than 25 mm 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 100 mm 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
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
100 mm 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 150
mm lifts to top of trench and in 150 mm lifts to 300 mm 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
300 mm below finished grade; under pavements and slabs, bury tape 150 mm
below top of subgrade.
3.8 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 300 mm 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
0.9 m 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.
FEG]EIVEY-%
SECTION 31 23 00.00 20 Page 12
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
3.9 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.9.1 General Site
Compact underneath areas designated for vegetation and areas outside the
1.5 meter line of the paved area or structure to 85 percent of ASTM D 1.557.
3.9.2 Structures, Spread Footings, and Concrete Slabs
Compact top 300 mm of subgrades to 95 percent of ASTM D 1.557. Compact
common fill fill and backfill material to 95 percent of ASTM D 1557.
3.9,3 Adjacent Area
Compact areas within 1.5 m of structures to 90 percent of ASTM D 1557.
3.9,4 Paved Areas
Compact top 300 mm of subgrades to 95 percent of ASTM D 1557. Compact fill
and backfill materials to 95 percent of ASTM D 1557.
3.10 PIPELINE CASING UNDER PAVEMENT
Provide new smooth wall steel pipeline casing under existing . Provide
each new pipeline casing, where indicated and to the lengths and dimensions
shown, complete and suitable for use with the new piped utility as
indicated.
3.10.1 Earthwork for Pipeline Casings
Provide excavation, sheet piling, shoring, dewatering, and backfilling for
pipeline casings under this section.
3.10.2 Steel Cased Pipelines
Excavate and place bedding and backfill as indicated. Install pipeline
casing by dry boring and jacking method as follows:
3.10.2.1 Hole for Pipeline Casing
Mechanically bore holes and case through the soil with a cutting head on a
continuous auger mounted inside the casing pipe. Weld lengths of pipe
together in accordance with AWS D1.1/Dl.1M. Do not use water or other
fluids in connection with the boring operation.
3.10.2.2 Cleaning
Clean inside of the pipeline casing of dirt, weld splatters, and other
foreign matter which would interfere with insertion of the piped utilities
by attaching a pipe cleaning plug to the boring rig and passing it through
the pipe.
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3.10.2.3 Piped Utilities
Provide in casing using wood supports adjusted to obtained grades and
elevations indicated.
3.10.2.4 End Seals
After installation of piped utilities in pipeline casing, provide
watertight end seals at each end of pipeline casing between pipeline casing
and piping utilities. Provide watertight end seals as indicated.
3.11 RIP -RAP CONSTRUCTION
Construct rip -rap in accordance with NCDOT RS State Standard, Section 876
RIPRAP in the areas indicated.
3.11.1 Stone Placement
Place rock for rip -rap on prepared bedding material to produce a well
graded mass with the minimum practicable percentage of voids in conformance
with lines and grades indicated. Distribute larger rock fragments, with
dimensions extending the full depth of the rip -rap throughout the entire
mass and eliminate "pockets" of small rock fragments. Rearrange individual
pieces by mechanical equipment or by hand as necessary to obtain the
distribution of fragment sizes specified above.
3.12 FINISH OPERATIONS
3.12.1 Grading
Finish grades as indicated within 30 mm. Grade areas to drain water away
from structures. Maintain areas free of trash and debris. For existing
grades that will remain but which were disturbed by Contractor's
operations, grade as directed.
3.12.2 Topsoil and Seed
Provide as specified in Section 32 92 19 SEEDING.
3.12.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.13 DISPOSITION OF SURPLUS MATERIAL
Waste in Government disposal area Remove from Government property surplus
or other soil material not required or suitable for filling or backfilling,
and brush, refuse, stumps, roots, and timber.
3.14 FIELD QUALITY CONTROL
3.14.1 Sampling
Take the number and size of samples required to perform the following tests.
SECTION 31 23 00.00 20 Page 14 , MAY O 2oli
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3.14.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.14.2.1 Fill and Backfill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for
conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer
than the 75 micrometers sieve; ASTM D 4318 for liquid limit and for plastic
limit; ASTM D 1557 for moisture density relations, as applicable.
3.14.2.2 Select Material Testing
Test select material in accordance with ASTM C 136 for conformance to
ASTM D 2487 gradation limits; ASTM D 11.40 for material finer than the 75
micrometers sieve; ASTM D 1557 for moisture density relations, as
applicable.
3.14.2.3 Porous Fill Testing
Test porous fill in accordance with ASTM C 136 for conformance to gradation
specified in ASTM C 33/C 33M.
3.14.2.4 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 6938. When
ASTM D 6938 density tests are used, verify density test results by
performing an ASTM D 1556 density test at a location already ASTM D 6938
tested as specified herein. Perform an ASTM D 1556 density test at the
start of the job, and for every 10 ASTM D 6938 density tests thereafter.
Test each lift at randomly selected locations every 200 square meters of
existing grade in fills for structures and concrete slabs, and every 250
square meters for other fill areas and every 200 square meters of subgrade
in cut. Include density test results in daily report.
a. Bedding and backfill in trenches
lift.
-- End of Section --
One test per 15 meters in each
SECTION 31 23 00.00 20 Page 15
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP
MCB CAMP LEJEUNE, NC
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
11P1246
EPROJECTS W.O, NO.: 796531
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN RAILWAY ENGINEERING AND MAINTENANCE -OF -WAY ASSOCIATION
(AREMA)
AREMA Eng Man (2010) Manual for Railway Engineering
ASTM INTERNATIONAL (ASTM)
ASTM A
123/A 123M
(2009) Standard Specification for Zinc
(Hot -Dip Galvanized) Coatings on Iron and
Steel Products
ASTM A
48/A 48M
(2003; R 2008) Standard Specification for
Gray Iron Castings
ASTM A
536
(1984; R 2009) Standard Specification for
Ductile Iron Castings
ASTM A
929/A 929M
(2001; R 2007) Standard Specification for
Steel Sheet, Metallic -Coated by the
Hot -Dip Process for Corrugated Steel Pipe
ASTM B
26/B 26M
(2009) Standard Specification for
Aluminum -Alloy Sand Castings
ASTM C
139
(2005) Standard Specification for Concrete
Masonry Units for Construction of Catch
Basins and Manholes
ASTM C
231
(2009b) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C
270
(2010) Standard Specification for Mortar
for Unit Masonry
ASTM C
32
(2009) Standard Specification for Sewer
SECTION 33 40 00 Page 1
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and Manhole Brick (Made from Clay or Shale)
ASTM C 425 (2004; R 2009) Standard Specification for
Compression Joints for Vitrified Clay Pipe
and Fittings
ASTM C 443 (2005ae1) Standard Specification for
Joints for Concrete Pipe and Manholes,
Using Rubber Gaskets
ASTM C 443M (2007) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets (Metric)
ASTM C 4.78M (2009) Standard Specification for Precast
Reinforced Concrete Manhole Sections
(Metric)
ASTM C 55 (2009) Concrete Brick
ASTM C 62 (2008) Building Brick (Solid Masonry Units
Made from Clay or Shale)
ASTM C 655 (2009) Reinforced Concrete D-Load Culvert,
Storm Drain, and Sewer Pipe
ASTM C 76M (2010) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe (Metric)
ASTM C 877M (2002; R 2009) External Sealing Bands for
Concrete Pipe, Manholes, and Precast Box
Sections (Metric)
ASTM C 923M (2008b) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals (Metric)
ASTM D 1056 (2007) Standard Specification for Flexible
Cellular Materials - Sponge or Expanded
Rubber
ASTM D 1171 (1999; R 2007) Rubber Deterioration -
Surface Ozone Cracking Outdoors or Chamber
(Triangular Specimens)
ASTM D 1557 (2009) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 1751 (2004; R 2008) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
ASTM D 1752 (2004a; R 2008) Standard Specification for
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Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D 21.67 (2008) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D 2321. (2009) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D 2729 (2003) Poly(Vinyl Chloride) (PVC) Sewer
Pipe and Fittings
ASTM D 3212 (2007) Standard Specification for Joints
for Drain and Sewer Plastic Pipes Using
Flexible Elastomeric Seals
ASTM D 6938 (2010) Standard Test Method for In -Place
Density and Water_ Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
SD-04 Samples
Pipe for Culverts and Storm Drains
SD-07 Certificates
Resin Certification
Pipeline Testing
Hydrostatic Test on Watertight Joints
Determination of Density
Frame and Cover for Gratings
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling, Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
SECTION 33 40 00 Page 3
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. Solvents in use
shall be discarded when the recommended pot life is exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1..1. Concrete Pipe
Manufactured in accordance with and conforming to ASTM C 76M, Class IV or
ASTM C 655, D-Load.
2.1.2 Perforated Piping
2.1.2.1 PVC Pipe
ASTM D 2729.
2.1.3 PVC Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of PVC used to manufacture the pipe, prior to installation
of the pipe.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A 929/A 929M.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 3,000 MPa concrete under Section 03 30 00
CAST -TN -PLACE CONCRETE. The concrete mixture shall have air content by
volume of concrete, based on measurements made immediately after discharge
from the mixer, of 5 to 7 percent when maximum size of coarse aggregate
exceeds 37.5 mm. Air content shall be determined in accordance with
ASTM C 231. The concrete covering over steel reinforcing shall not be less
than 25 mm thick for covers and not less than 40 mm thick for walls and
flooring. Concrete covering deposited directly against the ground shall
have a thickness of at least 75 mm between steel and ground.
Expansion -joint filler material shall conform to ASTM D 1751, or ASTM D 1752,
or shall be resin -impregnated fiberboard conforming to the physical
requirements of ASTM D 1752.
SECTION 33 40 00 Page 4
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
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2.3.2 Mortar
Mortar for pipe joints, connections to other drainage structures, and brick
or block construction shall conform to ASTM C 270, Type M, except that the
maximum placement time shall be 1 hour. The quantity of water in the
mixture shall be sufficient to produce a stiff workable mortar. Water
shall be clean and free of harmful acids, alkalies, and organic impurities.
The mortar shall be used within 30 minutes after the ingredients are mixed
with water. The inside of the joint shall be wiped clean and finished
smooth. The mortar head on the outside shall be protected from air and sun
with a proper covering until satisfactorily cured.
2.3.3 Precast Concrete Segmental Blocks
Precast concrete segmental block shall conform to ASTM C 139, not more than
200 mm thick, not less than 200 mm long, and of such shape that joints can
be sealed effectively and bonded with cement mortar.
2.3.4 Brick
Brick shall conform to ASTM C 62, Grade SW; ASTM C 55, Grade S-I or S-II;
or ASTM C 32, Grade MS. Mortar for jointing and plastering shall consist
of one part portland cement and two parts fine sand. Lime may be added to
the mortar in a quantity not more than 25 percent of the volume of cement.
The joints shall be filled completely and shall be smooth and free from
surplus mortar on the inside of the structure. Brick structures shall be
plastered with 13 mm of mortar over the entire outside surface of the
walls. For square or rectangular structures, brick shall be laid in
stretcher courses with a header course every sixth course. For round
structures, brick shall be laid radially with every sixth course a
stretcher course.
2.3.5 Precast Reinforced Concrete Manholes
Conform to ASTM C 478M. Joints between precast concrete risers and tops
shall be made with flexible watertight, rubber -type gaskets meeting the
requirements of paragraph JOINTS.
2.3.6 Frame and Cover for Gratings
Submit certification on the ability of frame and cover or gratings to carry
the imposed live load. Frame and cover for gratings shall be cast gray
iron, ASTM A 48/A 48M, Class 35B; cast ductile iron, ASTM A 536, Grade
65-45-12; or cast aluminum, ASTM B 26/B 26M, Alloy 356.OT6. Weight, shape,
size, and waterway openings for grates and curb inlets shall be as
indicated on the plans. The word "Storm Sewer" shall be stamped or cast
into covers so that it is plainly visible.
2.3.7 Joints
2.3.7.1 Flexible Watertight Joints
a. Materials: Flexible watertight joints shall be made with plastic or
rubber -type gaskets for concrete pipe and with factory -fabricated
resilient materials for clay pipe. The design of joints and the
physical requirements for plastic gaskets shall conform to AASHTO M 198,
and rubber -type gaskets shall conform to ASTM C 443M.
Factory -fabricated resilient joint materials shall conform to ASTM C 425.
Gaskets shall have not more than one factory -fabricated splice, except
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
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that two factory -fabricated splices of the rubber -type gasket are
permitted if the nominal diameter of the pipe being gasketed exceeds
1.35 m.
b. Test Requirements: Watertight joints shall be tested and shall meet
test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.
Rubber gaskets shall comply with the oil resistant gasket requirements
of ASTM C 443M. Certified copies of test results shall be delivered to
the Contracting Officer before gaskets or jointing materials are
installed. Alternate types of watertight joint may be furnished, if
specifically approved.
2.3.7.2 External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C 877M.
2.3.7.3 Flexible Watertight, Gasketed Joints
a. Gaskets: when infiltration or exfiltration is a concern for pipe
lines, the couplings may be required to have gaskets. The closed -cell
expanded rubber gaskets shall be a continuous band approximately 178 mm
wide and approximately 10 mm thick, meeting the requirements of
ASTM D 1.056, Type 2 Al , and shall have a quality retention rating of
not less than 70 percent when tested for weather resistance by ozone
chamber exposure, Method B of ASTM D 1171. Rubber O-ring gaskets shall
be 21 mm in diameter for pipe diameters of 914 mm or smaller and 22 mm
in diameter for larger pipe having 13 mm deep end corrugation. Rubber
0-ring gaskets shall be 35 mm in diameter for pipe having 25 mm deep
end corrugations. 0-rings shall meet the requirements of AASHTO M 198
or ASTM C 443. Flexible plastic gaskets shall conform to requirements
of AASHTO M 198, Type 3.
b. Connecting Bands: Connecting bands shall be of the type, size and
sheet thickness of band, and the size of angles, bolts, rods and lugs
as indicated or where not indicated as specified in the applicable
standards or specifications for the pipe. Exterior rivet heads in the
longitudinal seam under the connecting band shall be countersunk or the
rivets shall be omitted and the seam welded. Watertight joints shall
be tested and shall meet the test requirements of paragraph HYDROSTATIC
TEST ON WATERTIGHT JOINTS.
2.3.7.4 PVC Plastic Pipes
.joints shall be solvent cement or elastomeric gasket type in accordance
with the specification for the pipe and as recommended by the pipe
manufacturer.
2.3.7.5 Smooth Wall. PE Plastic Pipe
Pipe shall be joined using butt fusion method as recommended by the pipe
manufacturer.
2.3.7.6 Ductile Iron Pipe
Couplings and fittings shall be as recommended by the pipe manufacturer.
2.4 STEEL LADDER
Steel ladder shall be provided where the depth of the storm drainage
SECTION 33 40 00 Page 6
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EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
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structure exceeds 3.66 m. These ladders shall be not less than 406 mm in
width, with 19 mm diameter rungs spaced 305 mm apart. The two stringers
shall be a minimum 10 mm thick and 63 mm wide. Ladders and inserts shall
be galvanized after fabrication in conformance with ASTM A 123/A 123M.
2.5 DOWNSPOUT BOOTS
Boots used to connect exterior downspouts to the storm -drainage system
shall be of gray cast iron conforming to ASTM A 48/A 48M, Class 20B or 35B.
Shape and size shall be as indicated.
2.6 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923M.
2.7 HYDROSTATIC TEST ON WATERTIGHT JOINTS
2.7.1 PVC Pipe
A hydrostatic test shall be made on the watertight joint types as proposed.
Only one sample joint of each type needs testing; however, if the sample
joint fails because of faulty design or workmanship, an additional. sample
joint may be tested. During the test period, gaskets or other jointing
mateai.al. shall be protected, from extreme temperatures which might adversely
affect the performance of such materials. Test requirements for joints in
PVC and PE plastic pipe shall conform to ASTM D 3212.
2.8 EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 375 mm in its greatest dimension and
choked with sufficient small rocks to provide a dense mass with a minimum
thickness of 200 mm .
PART 3 EXECUTION
3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 23 00.00 20 EXCAVATION AND FILL and the requirements specified
below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus 4 mm to permit
satisfactory jointing and thorough tamping of the bedding material under
and around the pipe. Sheeting and bracing, where required, shall be placed
within the trench width as specified, without any overexcavation. where
trench widths are exceeded, redesign with a resultant increase in cost of
stronger pipe or special installation procedures will be necessary. Cost
of this redesign and increased cost of pipe or installation shall be borne
by the Contractor without additional cost to the Government.
3.1.2 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
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in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. when removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 100 mm in depth in
tr.en.ches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall. be 13 mm in depth per 300 mm of depth of fill,
minimum depth of bedding shall be 200 mm up to maximum depth of 600 mm.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
properly making the particular type of joint.
3.2.2 Plastic Pipe
Bedding for PVC and PE pipe shall meet the requirements of ASTM D 2321..
Bedding, haunching, and initial backfill shall be either Class IB or II
material.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to installation.
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Lifting lugs in vertically elongated metal pipe shall be placed in the same
vertical plane as the major axis of the pipe. Pipe shall not be laid in
water, and pipe shall not be laid when trench conditions or weather are
unsuitable for such work. Diversion of drainage or dewatering of trenches
during construction shall be provided as necessary. Deflection of
installed flexible pipe shall not exceed the following limits:
MAXIMUM ALLOWABLE
TYPE OF PIPE DEFLECTION W
Plastic (PVC & HDPE) 5
Note post installation requirements of paragraph 'Deflection Testing' in
PART 3 of this specification for all pipe products including deflection
testing requirements for flexible pipe.
SECTION 33 40 00 Page 8
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3.3.1 Clay and PVC Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
3.3.2 Jacking Pipe Through Fills
Methods of operation and installation for jacking pipe through fills shall
conform to requirements specified in Volume 1, Chapter 1, Part 4 of
AREMA Eng Man.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Cement -Mortar Bell. -and -Spigot Joint
The first pipe shall be bedded to the established grade line, with the bell
end placed upstream. The interior surface of the bell shall be thoroughly
cleaned with a wet brush and the lower portion of the bell filled with
mortar as required to bring inner surfaces of abutting pipes flush and
even. The spigot end of each subsequent pipe shall. be cleaned with a wet
brush and uniformly matched into a bell so that sections are closely
fitted. After each section is laid, the remainder of the joint shall be
filled with mortar, and a bead shall be formed around the outside of the
joint with sufficient additional mortar. If mortar is not sufficiently
stiff to prevent appreciable slump before setting, the outside of the joint
shall be wrapped or bandaged with cheesecloth to hold mortar in place.
3.4.1..2 Cement -Mortar oakum Joint for Bell -and -Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric. Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket
shall be thoroughly saturated with neat cement grout. The bell of the pipe
shall be thoroughly cleaned with a wet brush, and the gasket shall be laid
in the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount of
mortar shall be inserted in the annular space for the upper two-thirds of
the circumference. The gasket shall be lapped at the top of the pipe and
driven home in the annular space with a caulking tool. The remainder of
the annular space shall be filled completely with mortar and beveled at an
angle of approximately 45 degrees with the outside of the bell. If mortar
is riot sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint thus made ,hall be wrapped with cheesecloth. Placing
of this type of joint shall be kept at least five joints behind laying
operations.
3.4.1.3 Cement -Mortar Diaper Joint for Bell -and -Spigot Pipe
The pipe shall be centered so that the annular space is uniform. The
annular space shall be caulked with jute or oakum. Before caulking, the
inside of the bell and the outside of the spigot shall be cleaned.
a. Diaper Bands: Diaper bands shall consist of heavy cloth fabric to hold
grout in place at joints and shall be cut in lengths that extend
SECTION 33 40 00 Page 9
RECEIVED
MAY 0 6 2011
F.. Y:

EOD ADDITION - 2ND MARINE LOGISTICS GROUP lIP1246
MCB CAMP LEJEUNE, NC; EPROJECTS W.O. NO.: 796531
one -eighth of the circumference of pipe above the spring line on one
side of the pipe and up to the spring line on the other side of the
pipe. Longitudinal edges of fabric bands shall be rolled and stitched
around two pieces of wire. width of fabric bands shall. be such that
after fabric has been securely stitched around both edges on wires, the
wires will be uniformly spaced not less than 200 mm apart. Wires shall
be cut into lengths to pass around pipe with sufficient extra Length
for the ends to be twisted at top of pipe to hold the band securely in
place; bands shall be accurately centered around lower portion of joint.
b. Grout: Grout shall be poured between band and pipe from the high side
of band only, until. grout rises to the top of .band at the spring line
of pipe, or as nearly so as possible, on the opposite side of pipe, to
ensure a thorough sealing of joint around the portion of pipe covered
by the band. Silt, slush, water, or polluted mortar grout .forced up on
the lower side sha.1.1 be forced out by pouring, and removed.
C. Remainder of Joint: The remaining unfilled upper portion of the joint
shall be filled with mortar and a bead formed around the outside of
this upper portion of the joint with a sufficient amount of additional
mortar. The diaper shall be left in place. Placing of this type of
joint shall be kept at least five joints behind actual laying of pipe.
No backfilling around joints shall be done until joints have been fully
inspected and approved.
3.4.1.4 Cement -Mortar Tongue -and -Groove Joint
The first pipe shall be bedded carefully to the established grade line with
the groove upstream. A shallow excavation shall be made underneath the
pipe at the joint and filled with mortar to provide a bed for the pipe.
The grooved end of the first pipe shall be thoroughly cleaned with a wet
brush, and a layer of soft mortar applied to the lower half of the groove.
The tongue of the second pipe shall be cleaned with a wet brush; while in
horizontal position, a layer of soft mortar shall be applied to the upper
half of the tongue. The tongue end of the second pipe shall be inserted in
the grooved end of the first pipe until mortar is squeezed out on interior
and exterior surfaces. Sufficient mortar shall be used to fill the joint
completely and to form a bead on the outside.
3.4.1.5 Cement -Mortar Diaper Joint for Tongue -and -Groove Pipe
The joint shall be of the type described for cement -mortar
tongue -and -groove joint in this paragraph, except that the shallow
excavation directly beneath the joint shall not be filled with mortar until
after a gauze or cheesecloth band dipped in cement mortar has been wrapped
around the outside of the joint. The cement -mortar bead at the joint shall
be at least 13 mm, thick and the width of the diaper band shall be at least
200 mm. The diaper shall be left in place. Placing of this type of joint
shall be kept at least five joints behind the actual laying of the pipe.
Backfilling around the joints shall not be done until the joints have been
fully inspected and approved.
3.4.1.E Plastic Sealing Compound Joints for Tongue -and -Grooved Pipe
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean. Sealing
compounds shall be affixed to the pipe not more than 3 hours prior to
installation of the pipe, and shall be protected from the sun, blowing
RECEIVED
SECTION 33 40 00 Page 10
MAY p 6 2611
fir.

ROD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCa CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
dust, and other deleterious agents at all times. Sealing compounds shall
be inspected before installation of the pipe, and any loose or improperly
affixed sealing compound shall be removed and replaced. The pipe shall be
aligned with the previously installed pipe, and the joint pulled together.
If, while making the joint with mastic -type sealant, a slight protrusion of
the material is not visible along the entire inner and outer circumference
of the joint when the joint is pulled up, the pipe shall be removed and the
joint remade. After the joint is made, all inner protrusions shall be cut
off flush with the inner surface of the pipe. If non -mastic -type sealant
material is used, the "Squeeze -Out" requirement above will be waived.
3.4.1.7 Flexible Watertight Joints
Gaskets and jointing materials s.hal.l be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry. Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, brick,
precast reinforced concrete, precast concrete segmental blocks,
prefabricated corrugated metal, or bituminous coated corrugated metal;
complete with frames and covers or gratings; and with fixed galvanized
steel ladders where indicated. Pipe studs and junction chambers of
prefabricated corrugated metal manholes shall be fully bituminous -coated
and paved when the connecting branch lines are so treated. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 STEEL LADDER INSTALLATION
Ladder shall be adequately anchored to the wall by means of steel inserts
spaced not more than 1.83 m vertically, and shall be installed to provide
at least 152 mm of space between the wall and the rungs. The wall along
the line of the ladder shall be vertical for its entire length.
3.7 BACKFILLING
3.7.1 Backfilling Pipe in Trenches
After the pipe has been properly bedded, selected material from excavation
or borrow, at a moisture content that will facilitate compaction, shall be
placed along both sides of pipe in layers not exceeding 150 mm in compacted
depth. The backfill shall be brought up evenly on both sides of pipe for
SECTION 33 40 00 Page 11
MAY 0 Z011

EOD ADDITION - 2ND MARINE LOGISTICS GROUP 11P1246
MCB CAMP LEJEUNE, NC EPROJECTS W.Q. NO.: 796531
the full length of pipe. The fill shall be thoroughly compacted under the
haunches of the pipe. Each layer shall be thoroughly compacted with
mechanical tampers or rammers. This method of filling and compacting shall
continue until the fill has reached an elevation equal to the midpoint
(spring line) of RCP or has reached an elevation of at least 300 mm above
the top of the pipe for flexible pipe. The remainder of the trench shall
be backfilled and compacted by spreading and rolling or compacted by
mechanical rammers or tampers in layers not exceeding 6 mm. Tests for
density shall be made as necessary to ensure conformance to the compaction
requirements specified below. Where it is necessary, in the opinion of the
Contracting Officer, that sheeting or portions of bracing used be left in
place, the contract will be adjusted accordingly. Untreated sheeting shall
not be left in place beneath structures or pavements.
3.7.2 Backfilling Pipe in Fill Sections
For pipe placed in fill sections, backfill material and the placement and
compaction procedures shall be as specified below. The fill material shall
be uniformly spread in layers longitudinally on both sides of the pipe, not
exceeding 150 mm in compacted depth, and shall be compacted by rolling
parallel with pipe or by mechanical tamping or ramming. Prior to
commencing normal filling operations, the crown width of the fill at a
height of 300 mm above the top of the pipe shall extend a distance of not
less than twice the outside pipe diameter on each side of the pipe or 4 m,
whichever is less. After the backfill has reached at least 300 mm above
the top of the pipe, the remainder of the fill shall be placed and
thoroughly compacted in layers not exceeding 6 mm. Use select granular
material for this entire region of backfill for flexible pipe installations.
3.7.3 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
3.7.4 Compaction
3.7.4.1 General Requirements
Cohesionless materials include gravels, gravel -sand mixtures, sands, and
gravelly sands. Cohesive materials include clayey and silty gravels,
gravel -silt mixtures, clayey and silty sands, sand -clay mixtures, clays,
silts, and very fine sands. When results of compaction tests for
moisture -density relations are recorded on graphs, cohesionless soils will
show straight lines or reverse -shaped moisture -density curves, and cohesive
soils will show normal moisture -density curves.
3.7.4.2 Minimum Density
Backfill over and around the pipe and backfill around and adjacent to
drainage structures shall be compacted at the approved moisture content to
the following applicable minimum density, which will be determined as
specified below.
a. Under paved roads, streets, parking areas, and similar -use pavements
including adjacent shoulder areas, the density shall be not less than
90 percent of maximum density for cohesive material and 95 percent of
SECTION 33 40 00 Page 12
r :; , 4, ,VEI]
i MAY 0 6 2011

EOD ADDITION - 2ND MARINE LOGISTICS GROUP lIP1246
MCB CAMP LEJEUNE, NC EPROJECTS W.O. NO.: 796531
maximum density for cohesionless material, up to the elevation where
requirements for pavement subgrade materials and compaction shall
control.
b. Under unpaved or turfed traffic areas, density shall not be less than
90 percent of maximum density for cohesive material and 95 percent of
maximum density for cohesionless material.
c. Under nontraffic areas, density shall be not less than that of the
surrounding material.
3.7.5 Determination of Density
Testing is the responsibility of the Contractor and performed at no
additional cost to the Government. Testing shall be performed by an
approved commercial testing laboratory or by the Contractor subject to
approval. Tests shall be performed in sufficient number to ensure that
specified density is being obtained. Laboratory tests for moisture -density
relations shall be made in accordance with ASTM D 1557 except that
mechanical tampers may be used provided the results are correlated with
those obtained with the specified hand tamper. Field density tests shall
be determined in accordance with ASTM D 2167 or ASTM D 6938. When
ASTM D 6938 is used, the calibration curves shall be checked and adjusted,
if necessary, using the sand cone method as described in paragraph
Calibration of the referenced publications. ASTM D 6938 results in a wet
unit weight of soil and ASTM D 6938 shall be used to determine the moisture
content of the soil. The calibration curves furnished with the moisture
gauges shall be checked along with density calibration checks as described
in ASTM D 6938. Test results shall be furnished the Contracting Officer.
The calibration checks of both the density and moisture gauges shall be
made at the beginning of a job on each different type of material
encountered and at intervals as directed.
3.8 PIPELINE TESTING
-- End of Section --
RF C E I V E D
SECTION 33 40 00 Page 13 MAY 0 6 2011
BY:

1:01) Building Addition, P1246
MCB Camp Lejeune
Jacksonville, North Carolina
Section H: SOILS REPORT
16
P -':Z� C F1,T TEED
MAY 06Z011
BY:

GET
..
Geotechnica! - Environmental • Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
MILCON Project P-1246
EOD Addition, 2"d Marine Logistics Group
MCB Camp Lejeune, North Carolina
N62470-08-D-8001 Delivery Order 0037
G E T PROJECT NO: JX10-102G
May 7, 2010
Prepared for
NAVFAC Mid -Atlantic
6506 Hampton Boulevard
LRA Building C, Room 3007
Norfolk, Virginia 23508-1278
ATTN: Ms. Lacey Wolf
Prepared by
GET Solutions, Inc. �,C.':�JVEh
MAY 0 6 2011
BY:
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
Geatechnfcal • Enrfr&awntal • Testing
TO: NAVFAC Mid -Atlantic
6506 Hampton Blvd.
LRA Building C, Room 3007
Norfolk, Virginia 23508-1278
Attn: Ms. Lacey Wolf
May 7, 2010
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
MILCON Project P-1246
EOD Addition, 2nd Marine Logistics Group
MCB Camp Lejeune, North Carolina
N62470*-08-D-8001 Delivery Order 0037
G E T Project No: JX10-102G
Dear Ms. Wolf:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,XNA "CqR'"'",ti
G E T Solutions, Inc. ,.��p�esS�o �y:,
aQ �r
e4 '0 J PE No.
� 033529
Glenn W. Hohmeier, P.E.�F FHGtNe��Q
Senior Project Engineer ` N1
NC Reg. # 033529 „
Camille A. Kattan, P.E. ' 2.Q�o
Principal Engineer SEAL
NC Reg. # 014103 - 0141e3
Copies: (2) Client ''•, E A- .+``
415-A Western Boulevard . Jacksonville, NC 28546 • Phone: [phone] • Fax: [phone]
[e-mail]

TABLE OF CONTENTS
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................1
2.1 Field Exploration....................................................................................1
2.2 Field and Laboratory Testing................................................................. 4
3.0 TOPSOIL, GRAVEL, FILL AND GROUNDWATER CONDITIONS .................5
3.1 Topsoil, Gravel and Fill Conditions........................................................ 5
3.2 Groundwater Information.......................................................................6
4.0 REPORT LIMITATIONS...................................................................................7
APPENDIX I
SITE VICINITY MAP
APPENDIX II
BORING LOCATION PLAN
APPENDIX III
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
APPENDIX IV
BORING LOGS
APPENDIX V
GENERALIZED SOIL PROFILE
APPENDIX VI
CPT SOUNDING AND SHEAR WAVE VELOCITY TEST DATA
APPENDIX VII
DILATOMETER SOUNDINGS TEST DATA
APPENDIX VIII
COMPREHENSIVE LABORATORY TEST RESULTS
APPENDIX IX
PARTICLE SIZE DISTRIBUTION REPORTS (SIEVE ANALYSES)
APPENDIX X
CBR TEST DATA
APPENDIX XI
SUMMARY OF FIELD SATURATED HYDRAULIC CONDUCTIVITY AND
ASSOCIATED PARTICLE SIZE DISTRIBUTION REPORTS
P. r,"F T V E D
MAY 0 6 1011
BY:

Report of Subsurface Investigation and Geotechnical Engineering Services May 7, 2010
MILCON Project P-1246
EOD Addition, 2"d Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
MILCON Project P-1246, EOD Addition, 2"d Marine Logistics Group located within the
Marine Corps Base (MCB) Camp Lejeune, North Carolina. The Geotechnical Engineering
Services were conducted in general accordance with G E T Solutions, Inc. proposal for
N62470-08-D-8001 TO XWE11 (Revision 1), dated March 31, 2010. Authorization to
proceed with our services was received in the form of the "Order of Supplies or Services"
(contract No. N62470-08-D-8001 Delivery Order 0037) dated April 1, 2010.
1.2 Project Location and Site Description
The project site is located on the north side of McHugh Boulevard within MCB Camp
Lejeune, North Carolina as shown on the attached "Site Vicinity Map" (Appendix 1). This
site consists of a partially wooded tract and a gravel parking area with four portable 1-story
buildings. A volley ball court also exists on the site. The project site is relatively level with
existing site elevations ranging from about 8 to 9 feet above mean sea level (MSL).
Additionally, an existing drainage swale was observed to be located along the eastern
portion of the project site. The existing drainage feature was visually estimated to range in
width and depth from about 6 to 8 feet and 2 to 3 feet, respectively. In addition, extensive
underground utilities are located along the southern portion of the project site which
includes a steam piping duct bank and fiber optic telephone lines. The site is generally
bordered to the north by a wooded area and an unnamed access road, south by McHugh
Boulevard followed by a wooded tract of land, east by an existing Marine Corps facility and
west by a vacant wooded tract of land followed by a gasoline station.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general subsurface soil types within the building, pavement, and
storm water management areas, the following Standard Penetration Test (SPT), Cone
Penetrometer Test (CPT) borings and Dilatometer Soundings were performed at the
locations designated by the client:
Building Area
Two (2) 25-foot deep SPT borings (designated as B-1 and B-2)
Two (2) 25-foot deep Dilatometer Soundings (designated as DMT-1 and DMT-2)
➢ One (1) 100 foot deep CPT boring (designated as C-1)
Soiutions,-tnsr

Report of Subsurface Investigation and Geotechnical Engineering Services May 7, 2010
MILCON Project P-1246
EOD Addition, 2nd Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
Pavement Areas
Three (3) 10-foot deep SPT borings (designated as P-1 through P-3)
Storm Water Management Areas
Four (4) 10-foot deep SPT borings with temporary piezometers (designated as S-1
through S-4)
The borings were performed utilizing mud -rotary and hollow stem auger drilling techniques.
Standard Penetration Tests were performed in the field in general accordance with ASTM D
1586. The tests were performed continuously from the existing ground surface to depths of
10 to 12 feet, and at 5-foot intervals thereafter. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with
blows of a 140 lb. hammer falling 30 inches, using a manually operated hammer. The
number of blows required to drive the sampler each 6-inch increment of penetration was
recorded and is shown on the boring logs. The sum of the second and third penetration
increments is termed the SPT N-value. A representative portion of each disturbed split -
spoon sample was collected with each SPT, placed in a glass jar, sealed, labeled, and
returned to our laboratory for review.
Three (3) bulk soil samples, designated as CBR-1, CBR-2, and CBR-3, were collected from
the proposed pavement areas at the location of borings P-1, P-2, and P-3, respectively.
The bulk subgrade soil samples were collected from depths ranging from 1 to 2 feet below
existing grades. The bulk soil samples were returned to our laboratory and subjected to
CBR testing in accordance with ASTM standards.
In addition, two (2) infiltration test boreholes were prepared (S-1 and S-4 locations) utilizing
a planer auger to remove soil clippings from their base. Infiltration testing was then
conducted within the vadose zone utilizing a Precision Permeameter and the following
testing procedures.
RECEIVED
2 MAY 0 6 2011
BY:
5otuNons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services May 7, 2010
MILGON Project P-1246
EOD Addition, 2"d Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
A support stand was assembled and placed adjacent to the boreholes. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the boreholes during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the boreholes to
the test depth elevation. As required by the Glover solution, the WCU was suspended 6 —
inches above the bottom of the boreholes. The shut-off valve was then opened allowing
water to pass through the WCU to fill the boreholes to the constant water level elevation.
The absorption rate slowed as the soil voids became filled and an equilibrium developed as
a wetting bulb developed around the boreholes. Water was continuously added until the
flow rate stabilized. The reservoir was then re -filled in order to begin testing. During
testing, as the water drained into the boreholes and surrounding soils, the water level
within the calibrated reservoir was recorded as well as the elapsed time during each
interval. The tests were continued until relatively consistent flow rates were documented.
During testing the quick release connections and shutoff valve were monitored to ensure
that no leakage occurred. The flow rate (Q), height of the constant water level (H), and
borehole diameter (D) were used to calculate KS utilizing the Glover Solution.
To aid in developing seismic site classification, one (1) 100-foot deep Cone Penetrometer
Test (CPT) sounding with shear wave velocity testing (designated as C-1) was performed
within the proposed building footprint. Due to dense subsurface soil layers the CPT boring
was terminated at approximately 43 feet below existing grades due to probe refusal. The
results of the CPT sounding and shear wave velocity testing are provided in Appendix VI.
In addition to the CPT sounding, two (2) 25-foot deep Dilatometer soundings (designated as
DMT-1 and DMT-2) were performed within the proposed building footprint. Due to dense
subsurface soil layers encountered at DMT-2, this dilatometer boring was terminated at
approximately 17 feet below existing grades due to probe refusal. The results of the
Dilatometer soundings are provided in Appendix VII.
Following the exploration procedures, the borings were backfilled with the soil cuttings
produced by the drilling operation. The SPT boring, CBR, CPT, Dilatometer and infiltration
locations were established by the client and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System unit as well as the "State
Plane" coordinates selected from the project site plan. The approximate boring locations
are tabulated on the following page (Table 1) and are illustrated on the attached "Boring
Location Plan" (Appendix 11), which was reproduced based on the site plan provided by the
client.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services
MILCON Project P-1246
EOD Addition, 2nd Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
Table I — Boring Schedule
May 7, 2010
Boring
Boring
Coordinates
Number
Depth
epth
Boring Location Description
feet
Latitude
Longitude
C-1
43
Approximate Center of Proposed Building Footprint
340 39' 9.7"
770 18' 51.7"
B-1
25
Vicinity of Proposed Northeast Building Corner
340 39' 10.1"
770 18' 51.1"
B-2
25
Vicinity of Proposed Southwest Building Corner
340 39' 9.6"
770 18' 52.1"
D-1
25
Vicinity of Proposed Northwest Building Corner
340 39' 10.4"
770 18' 52.6"
D-2
17
Vicinity of Proposed Southeast Building Corner
340 39' 9.2"
770 18' 51.3"
P 1
10
Proposed Pavement Area Adjacent to General
340 39' 10.8"
770 18' 53.5"
Storage Facility
P-2
10
Proposed Paved Eastern Access Road to Parking
340 39' 7.9"
770 18' 51.1"
Area
P-3
10
Proposed Paved Southern Access Road to Parking
340 39' 8.2"
770 18' 54.6"
Area
S-1
10
Western Portion of the Proposed Western BMP
340 39' 8.9"
770 18' 54.2"
Infiltration Basin
S-2
10
Eastern Portion of the Proposed Western BMP
340 39' 8.9"
770 18' 53.1"
Infiltration Basin
S-3
10
Western Portion of the Proposed Eastern BMP
340 39' 8.8"
77" 18' 52.4"
Infltration Basin
S-4
10
Eastern Portion of the Proposed Eastern BMP
34o 39' 8.7"
770 18'
(Infiltration Basin
L1
2.2 Field and Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D2487.
A summary of the soil classification system is provided in Appendix 111.
The subsurface descriptions are of a generalized nature provided to highlight the major soil
strata encountered. The records of. the subsurface exploration included in Appendix IV
(Boring Log sheets) and in Appendix V (Generalized Soil Profile) should be reviewed for
specific information as to the individual borings. The stratifications shown on the records of
the subsurface exploration represent the conditions only at the actual boring locations.
Variations may occur and should be expected between boring locations. The stratifications
represent the approximate boundary between subsurface materials and the transition may
be gradual.
4 'GEIV
MAY 0 6 2011
BY:
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services May 7, 2010
MILCON Project P-1246
EOD Addition, 2Id Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
Twenty (20) representative split spoon samples were selected and subjected to laboratory
testing which included natural moisture, sieve analysis, and Atterberg Limit testing and
analysis, in order to corroborate the visual classification. Hydrometer testing was not
conducted as Clay soils were not encountered during our subsurface investigation. These
test results are noted on the "Comprehensive Laboratory Test Results" table presented in
Appendix VII and are also presented on the "Boring Log" sheets (Appendix IV) and the
Particle Size Distribution Reports (Sieve Analyses) presented in Appendix IX.
The CBR bulk soil samples were subjected to natural moisture content, 4200 sieve,
Atterberg Limits, Standard Proctor, and CBR testing in accordance with ASTM standards. A
summary of the CBR test results, the moisture density relationship curves (Proctor Curves)
and the CBR curves are presented in Appendix X.
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils as
identified at the location of the field infiltration tests are provided below (Table II) and are
included in Appendix XI.
Table II — Infiltration Test Results
Test
4200
Hydraulic
Infiltration Test
Depth
Sieve
Classification
Conductivity,
feet
%
cm/sec)
S-1
2 to 3
15.4
SM
7.09E-04
S-4
2 to 3
12.5
SM
2.29E-03
3.0 TOPSOIL, GRAVEL, FILL AND GROUNDWATER CONDITIONS
3.1 Topsoil, Gravel and Fill Conditions
The results of our soil test borings indicated the presence of topsoil ranging from
approximately 6 to 12 inches in thickness at the several of the boring locations. It is noted
that the topsoil designation references the presence of surfical organic laden soil, and does
not represent any particular quality specification. This material is to be tested for approval
prior to use. In addition, our soil test borings indicated the presence of gravel (aggregate
base course — ABC stone) and fill. The topsoil, gravel and fill thicknesses encountered at
each boring location are provided on the following page (Table Ili) and are also presented
on the "Boring Log" sheets (Appendix IV).
5 GET
I,

Report of Subsurface Investigation and Geotechnical Engineering Services
MILCON Project P-1246
EOD Addition, 2`d Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
Table III —Topsoil, Gravel and Fill Thickness
(Borings B-1 and B-2, P-1 through P-3, S-1 through S-4)
Boring
Location
Topsoil
(in)
Gravel
(in)
Fill
(in)
B-1
None
6
6 to 24*
B-2
6
None
6 to 24*
P-1
12
None
None
P-2
4
None
None
P-3
4
None
None
S-1
12
None
None
S-2
6
None
None
S-3
None
6
None
S-4
None
6
None
" - Represents a depth range below existing site grade at the boring location
3.2 Groundwater Information
May 7, 2010
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial
groundwater table encountered at the boring locations was measured to occur at a depth of
12 feet below current grades at boring B-1 and B-2 locations. Groundwater was not
encountered at boring P-1 through P-3 and S-1 through S-4 locations to depths explored. In
addition, the 24 hour groundwater readings did not detect any groundwater in the
temporary piezometers installed in the open bore holes at S-1 through S-4 (depths ranging
from 9.5 to 11-feet below existing site grades).
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
RE CEIVED
MAY 062011
BY:
Solo#ions, .Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services May 7, 2010
MILCON Project P-1246
EOD Addition, 2"d Marine Logistics Group
MCB Camp Lejeune, North Carolina
GET Project No: JX10-102G
4.0 REPORT LIMITATIONS
The Geotechnical Engineer warrants that the findings, specifications, or professional advice
contained herein have been made in accordance with generally accepted professional
geotechnical engineering practices in the local area. No other warranties are implied or
expressed.
This report has been prepared for the exclusive use of NAVFAC, Atlantic and their
consultants for the specific application to the proposed MILCON Project P-1246, EOD
Addition, 2nd Marine Logistics Group, MCB Camp Lejeune, North Carolina.
Solutions. Inc.

APPENDICES
SITE VICINITY MAP
II BORING LOCATION PLAN
:i►S71-1iT:lliLewile]619
V GENERALIZED SOIL PROFILE
VI CPT SOUNDING, SHEAR WAVE VELOCITY
VII DILATOMETER SOUNDINGS TEST DATA
VIII COMPREHENSIVE LABORATORY TEST RESULTS
IX PARTICLE SIZE DISTRIBUTION REPORTS (SIEVE
ANALYSES)
X CBR TEST DATA
XI SUMMARY OF FIELD SATURATED HYDRAULIC
CONDUCTIVITY TEST RESULTS AND ASSOCIATED
PARTICLE SIZE DISTRIBUTION REPORTS (SIEVE
ANALYSES)
RECEIVED
MAY06Z111
BY:

��:1• ��1 �.L _ �� p4�. ..yw �'� t�YJ •��r�Lr1�[l!' ��-�' tr l/
� J '�" ) sue, .�...r- - �--!'� r , ��� .i,.�, ��..�- 7.,,� � � •�
'r �� . J � ���I,,I' Lai � � �1 �t .✓'°''� .." ,� � �' �.1 "'".`� �, � r4`
~��. `�Y•, �/ _+�+�1 � 4 11r1 } • 1 Y
`y J 4y 1 Iy41 N �%
J !�������� .lit • , K �' J � _ r�J��j�• �� i..R��l J� i ~1�/Sy ,'%1 �,�.} .}1 \� aL•1 � �''� ;
!zu
YY
,.,:-.!
r
�yST''1.' r1 1{ Y R 7±:ti3` .131 !�. 1;
11 � .,�, t"1 �� •�� •tl'. G� V � �, ! .� • '` war` <..J'�"'
1,WO
'7,`� 5
SITE VICINITY MAP
PROJECT: MILCON Project P-1246
EOD Addition, 2"6 Marine Logistics Group SCALE: As Drawn
MCB Camp Lejeune, North Carolina
DATE: 5/7/2010
PROJECT NO: JX10-102G PLOT BY: GH
CLIENT: NAVFAC Mid Atlantic
RLEC :iVE
MAY 0 6 2011
BY:

WA
Solutions, Inc.
Gentrchnlrat • Lrrolrontmn�al • rYardeB
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASFM D 1586. The soil samples were obtained with a
standard 1.4" I.U., 2" O.U., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense 1 I to 30 blows/ft.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse i to 3 inch diameter
Medium 1/2 to 'inch diameter
Fine t/4 to 1/2 inch diameter
Sand
Coarse 2.00 mm to 1/4 inch
(diameter of pencil lead)
Medium 0.42 to 2,00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 mm
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
CC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
Fine -Grained Soils
50% or more passes the No. 200 sieve
CL - lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50% or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
SC SM -Silty, Clayey Sand DECEIVED
MAY 0 6 2011 Page, of 12
ET Revision 12112l07
BY:
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blowsift,
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
I lard
31 blows/ft. or more
Relative Proportions
Descriptive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Chanees
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
50
x 40
w
30
20
10
a
Plasticity Chart
■■■■■■■■.,
■■■■■■M„■
■■■■■■E t
■■■©.,M■■
■■■,...■■■,
0 10 20 30 40 50 60 70 80 9D V
LIQUID LIMrr (LL) (%)

M
c
rn
C
O
.O
N
L
s
c
0
c
t
a
C
0
E
w
C
GETPROJECT:
MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
u�.amrr•r.I•Taft
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.2 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises^ LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
B- .1 1
DEPTH TO WATER -INITIAL*: $ 12 AFTER 24 HOURS: x CAVING> -L
o
m
w
0
m
Description
U
y
E z
E o
E
o
>
o
TEST RESULTS
Plastic Limit N Liquid Limit
o f
M
rn
m Q
z
o
Moisture Content - •
N-Value -
fl
v
0
—
10 20 30 40 50 60 70
—
6-inches of Aggregate Base Course (ABC Stone)
9
—
1
SS
a
10
:...:...:...:...:...:...
Light gray, moist, Silty fine to medium SAND (SM) with trace Rock
Fragments, (Fill), Loose
a
$
2
SS
a
a
10
Brown and tan, moist to wet, Silty fine to medium SAND (SM), Loos
5
to Medium Dense
a
3
ss
5
5
10
......................
6
7
2
6
6
:....
.. ......................
a
5
SS
a
11
...1... ...,.
-
10
:.:
5
5
—
iElEE
6
SS
a
9
....:.}.:...:...:.. :.. .
23
�.:...........:...:...
7
SS
10
13
15
i....
12
i
:...:...:...:...
15
Orangish brown and tan, wet, Silty fine to medium SAND (SM),
Loose
-10
6
it[tt
9
13.
:.1:..................
a
Ss20
a
5
7
:...:...:...:...:...:...:.
-t5
9
SS
4
25
5
Boring terminated at 25 ft.
-20
.....,, .. ......
—
30
:
10
25
��' r__' _ `.TVED
35
--
MAY 6 2011
Notes: 55 =Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'De initial groundwater reading may not be indicati WOH = Welaht of Hammpr
PAGE 1 of 1 Standard Penetration Tests were performed in the field in generaj accordance with ASTM D 1586,

GETPROJECT:
MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
eaN.r,.ne,�J.r.n,ea�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.2 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
B-2
DEPTH TO WATER -INITIAL*: tz 12 AFTER 24 HOURS: -Zr CAVING f-
o
L i
m
m
Q
TEST RESULTS
Plastic Limit H Liquid Limit
4
m
a
d m
n m
o a�
Description
Q
E d
E Z
E °v
E
E
E
o �,
]
w g
E
o`
m
in a
o
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
6-inches of Topsoil
3
1
SS
5
11
...:...:...:...:...:...:...
Tan and brown, moist. Silty tine to medium SAND (SM) with trace
—
Organics, (Fill), Medium Dense
7
`::
2
SS
5
s
10
Tan, moist, Silty fine to medium SAND (SM), Loose
5
.....
4
5
Tan, moist, Poorly Graded SAND (SP-SM) with trace Silt, Medium
t�'.�}•
4
—
Dense
aa; c r
::
3
SS
5
12
T8
r
ra.c,:
7
4
SS
6
12
—
.. ..
7
8
Grayish tan, moist to wet, Silty fine to medium SAND (SM), Loose to
.
:.
5
0
—
Medium Dense
5
5S
4
913,3
:
10
4
1
6
SS
6
6
12
`....:...:.......:...:...
4
.....
`:
5
1 i...........
13
Grayish tan, wet, Clayey fine SAND (SC), Loose
=
t5
.'..'..'.
4
:...:.I .:...:...:...:...:...
}
Grayish tan, wet, Poorly Graded SAND (SP-SM) with trace Silt,
' : � f
10
6
Loose
r,:�,:
8
SS
4
5
9
8.5
:. .:.1:. .:...: :...:...
2
9
SS
6
-15
; :r. t'�:
g
:. .:.. :...:...:...:...:.. .
25
3
4
Boring terminated at 25 ft.
z0
—
30
35
-25
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
SS = Sulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in weral accordance with ASTM D 1586.

GET
PROJECT: MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION: MCB Camp Lejeune, NC _ PROJECT NO.: JX10-102G
- -
cW.d•u,no.rr•a�ar
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.1 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises _ LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10�
P-1
_
DEPTH TO WATER - INITIAL': 49- AFTER 24 HOURS: -T- CAVIli _C_
S
Q
a o
a
°'
3 `D
TEST RESULTS
Plastic Limit H Liquid Limit
o E
o m
DESCfIp#IOCI
m
c�
m
cn
m
m
cn
m a
?
z
v
Moisture Content - •
w
cn w
o
N-Value -
10 20 30 40 50 60 70
0
0
12-inches of Topsoil
2
—
1
Brawn and tan, moist, Silt fine to medium SAND SM with trace
v ( ?
Organics, Loose
:::
:
1
SS
2
5
s.
T ..:...:..:..:...:...
. 1 : .
2
2
SS
3
4
7
35.1
:., :...:...:...:...:...:...
5
?
4
:...: :...:...:.......
an and brown, moist, Poorly Graded SAND (Si with trace Silt
'.j.IJ•
5
—
Loose
Ix, r
4
SS
5
10
:: i
ra:[1:
s
:...:...............:...
5
SS
5
4 5
0
4
i�•
g
......
..:...:... ............
Boring terminated at 10 ft.
15
20
15
25
8
20
�
41+�.f�
...
10
-25
35
--
MAY p 6 2011
:.. :.. ...:........
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
-The initial arozindwalg9r reading may not be indicative of th WOH = Weinht of Hammed
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: MILCON Pro'ect P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION; MCB Camp Le"eune, NC PROJECT NO.: JX10-102G
- e�r�•nw
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 8.5 MSL
^
BORING LOG
DRILLER: BridgerDrilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
P-2
_
DEPTH TO WATER - INITIAL*: AFTER 24 HOURS: T CAVING> C.
oWrJE-
�
t
m
m��m
a'
o
TEST RESULTS
Plastic Limit H Liquid Limit
Q
m :
v)(T
aa
a�
w
Description
a
E o
Z
'
E o
i=
3 `°
o
R
! 5
rn m
—
m a
z
a
Moisture Content -•
N-Value -
01
10 20 30 40 50 60 70
4-inches of Topsoil
5
—
—
'i x!
i; t l
1
5S
12
19
.3
Grayish tan to Brown to brown and tan, moist, Poorly Graded SAND
_
(SP-SM), Medium Dense
F i:l i•
is
9 9
:
9
5
aai�i
:r• c ;
2
SS
g
7
15
6
6
7;rC l
3
SS
7
7
14
g
Grayish tan, moist, Poorly Graded SAND (SP-SM), with trace Silt,
t'.ra•
°
z
—
Loose to Medium Dense
r
.. i
4
55
5
5
10
6.7
...:... .......: ..:.. ..
0
rlal:
6
---
5
Ss
14
:...
g
6
Boring terminated at 10 ft.
_
5
15
'
-10
g
20
-15
25
-20
.,..,
30
-25
35
-30
-
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
ucdd-c"d•r .mw•Doi"
BORING LOG
P-3
MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic T
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.5 MSL
DRILLER: Brid er Drilling Enterprises LOGGED BY: ,gwh
DRILLING METHOD: Rotary Wash Mud Drilling _ DATE: 4-26-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS: CAVING> -C-
w
o E
o m
Description
E
(D
n o
M
L
Q 0�
Q�
Uy
a,
�
3 `O
m Q?
z
o
c4
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
9
10
9
9
112
z
4-inches of Topsoil
;
1
SS
4
s
s
.
..:...:...:..-:...:...:...
:...:...:.. :...:...:...:...
..:...:...:...:...:...:...:...
.3
Brown and tan, moist, Silty fine to medium SAND (SM), Loose
5
-
2
SS
5
s
5
s
3
SS
3
6
4
Grayish tan, moist, Poorly Graded SAND (SP-SM), with trace Silt,
Loose to Medium Dense
6: ri.
:': � v
i•L hj
4
SS
s
4
5
8
0
—
a
Boring terminated at 10 ft.
20
15
25
30
-25
10
35
....4
MAY. .D. 6 .2011I ;
Y
H
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with AS TM 0 1586,

GETPROJECT:
MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
Q
PROJECT LOCATION: MCB Camp Lejeune, NC _ _ PROJECT NO.: JX10-102G
c*�►.1•uro+�+..n*u•]rrlq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.2 MSL
BORING LOG
DRILLER: Brid er Drilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
S-1
DEPTH TO WATER - INITIAL': -V AFTER 24 HOURS: -_- CAVING> C
o
TEST RESULTS
Plastic Limit H Liquid Limit
>
n N
n
Q �,
n m
m �]
Description
a
n o
E Z
a}
E
n �'
E
3 `D
o
m
c"
E
N �-
in a
z
a
Moisture Content - p
N-Value -
0
0
10 20 30 40 50 60 70
12-inches of Topsoil"
_
_
_
2
1
SS
2
4
:...
1
Brown and tan, moist, Silty fine to medium SAND (SM), Very Loose
13
to Loose
3
—
2
SS
3
6
:...:...:...:...:. .
5
3
3
SS
4
5
g
5
Grayish tan, moist, Poorly Graded SAND (SP-SM), with trace Silt,
6: ri.
5
2
—
...........................
—
Loose to Medium Dense
1:CLi �
,•_,.;�
4
SS
5
10
...:...:...:...:...:...:...
i _Er
5
SS
6
12
8.9
10
g
Boring terminated at 10 ft.
4
-5
-
15
.......................... .....
.........................
-
10
_
8
20
......
'
•15
25
-
20
-
-
30
25
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
[-*The initial aroundwater readina may not he inajq�j BS = Bulk Sample
PAGE 1 of 9 Standard Penetration Tests were porformed in the field in general accordance with AS TM D 1566.

rn
c
.o
a
m
t
0
A
C
4
N
C
0.
GET
PROJECT: MILCO_N Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
c.w.r,�..�r•rme,r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.1 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
S-2
DEPTH TO WATER - INITIAL': -1-:T AFTER 24 HOURS: T CAVING .-
c
a
o
Q
3 CO
0
a
oo
TEST RESULTS
Plastic Limit H Liquid Limit
O E
Description
0
n
m z
rn
n
W.
m
oti
i s
Moisture Content - 0
w
rn
z
o
N-Value -
10 20 30 40 50 60 70
0
0
6-inches of Topsoil
4
:::::
1
SS
3
6
—
_
Brown and tan to brown, moist, Silty fine to medium SAND (SM),
4
Loose to Medium Dense
.............................
2
-
.....
z
s5
3
4
7
17.1
:4
3
:i..:...:...:...:...:...:...
4
5
3
SS
s
g
}.,.. :,..;...:...
4
2
6
..........................
4
SS
7
14
6
y
—
6
5
SS
12
21
16.1
-
10
.....
14
Boring terminated at 10 ft.
=
4
6
20
.
15
25
10
25
: VEI
35
-MAY.
BY..
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial aroundwatpr readincy may not be indicative of thg j=11111i jl;� ji 1:1 1� 111xiawl 1-1 WOH - Weight of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

d
GET
PROJECT: MILCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
CLIENT: NAVFAC Mid -Atlantic
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
�edn�or.u...,�d.ftuea
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.2 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
S-4
DEPTH TO WATER - INITIAL`: s AFTER 24 HOURS: CAVING -C
N
oo
TEST RESULTS
Plastic Limit I I Liquid Limit
M ,
n
0 Z
n m
d
Description
a
E o
a>
E
a m
E
3 �°
o �,
m
(n
W g
0 E
0
,
M z
N
M
in Q
z
o
Moisture Content -•
N-Value -
0
0
10 20 30 40 50 60 70
—
6-inches of Aggregate Base Course (ABC Stone)
4
—
1
SS
3
4
6
= =
Dark brown and tan, moist, Silty fine to medium SAND (SM), Mediu
—
Dense
-
5
-
2
SS
6
11
:...:...:...
5
s
4
Brown, moist, Poorly Graded SAND (SP-SM), with trace Silt, Loose
.....
' 't
i.�1:
4
4
r
3
SS
3
y
_
4
I
Tan, moist, Silty fine to medium SAND (SM), Loose to Medium
s
2
—
Dense
4
SS
5
10
16.
:...:...:...... :...:.
s
5
5
SS
7
14
14.
10
8
Boring terminated at 10 ft.
4
...............................
5
.. ...:...:...:...:...:...:...
15
6
20
-
-15
25
-20
..:.......:...:.......:...:...
10
30
...............................
25
35
�.•t...i Y- IF
--
..MAY...6:.�..f. .
-
BY: ....,...
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
-The initial orou dwater regdino may not bp indicative of the static &Qundwater ley.../ WOH = Wemoht of Hammer
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586,

GETPROJECT:
MiLCON Project P-1246, EOD Addition, 2nd Marine Logistics Group
_
CLIENT: NAVFAC Mid -Atlantic
'
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-102G
G��+a
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9.3 MSL
BORING LOG
DRILLER: Bridger Drilling Enterprises LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 4-26-10
S-3
DEPTH TO WATER - INITIAL": AFTER 24 HOURS: tr CAVING -C
r- Z
.2 J
a
m
Description
n
d
n. >
a �'
3 `°
m
,—��
oo
TEST RESULTS
Plastic Limit H Liquid Limit
w
0 �,
E
o w
�
� �
� �
� F
m a
z
\
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
—
6-inches of Aggregate Base Course (ABC Stone)
4
—
1
SS
5
g
:... :...:.......:...
Tan and brown to tan, moist, Silty fine to medium SAND (SM), Very
q
Loose to Medium Dense
"
3
—
2
5
17.1
2
5
—
2
3
SS
z
2
4
-
1
"
4
ss
'
14
4...:.....
6
—
5
—
—
SS
6
5
0
::::
10
14.
:...:...:...:...: ..
Boring terminated at 10 ft.
—
q
...:...:...:...:...:...:...:...
15
... :.,.:...
....:...:...:...:...:...:...:...
-10
6
0
.............:...:.. '
...:...:...:...:..:...:...:...
15
:...... :...:...:. .: ..: ..
za
30
..............:...:... ;..
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE i of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

APPENDIX V
GENERALIZED SOIL PROFILE
REC]Ej-EE
MAY 0 6 2011

KEY TO SYMBOLS
Symbol Description
Strata sVmbols
Well graded Gravel
with Silt
Fill
Silty Sand
Topsoil
r,�:.
Poorly graded Sand
iiii:
with Silt
Clayey Sand
Misc.
Symbols
Water table during
drilling
I Notes:
1. Exploratory borings were drilled on 4-26-10 using a
4-inch diameter continuous flight power auger.
�2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
45. Results of tests conducted on samples recovered are reported
on the logs.

fr,M4Tfn.v
1;v FrrT
o
W
a Z �
0
g
O
a C W zLU
LL.
O o
¢ =1LL
�dm p°
C�
Oo
N
�U)
�pQ 3ry'o
W (7
V] m J
H J Z +•
z
z Z
z z
¢ O
WC
e v>m am
mus �nr
Z
W� z
V O O
� N
N
.J
II
Z
v �l5 MN
Nn �p �[I
NN
..
................ ........... �... ........ ......
M
2
me MM
e
o;�
vm Nv
vm inn rn�
o L1.1
N�
:V
®lrrW`r
V r
a
�A
C
U)
f7 a
a v
m
� �
o cm co
y d O
12a 3
N
i.
1JiU ;4'!
;4'lll.l V.13'13

Ettl'A MAY LI: FEET
o
1p
z z
': _ __ _ .:R' �: �I.
...........
............ .
..........
a m w
W
oll
...... .
...........
...... ......
..........................
...........
. . . . . . . . . . . . . . . . . . . .
.................
. . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . .
.........
. . . . . . . . . . . . . . . . . . . . ........
. . . . . . . . . . . . .
..................
..............
a
c jT) a
E 0
>
I3.7-4 SI Noll V113,13

NAFFAC
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Boring Number: 1-1
Date Drilled: Aril 1, 2011
Project: P-1246 EOD Addition, 2ND Marine Logistics Group
Location: MCB Camp Le'eune, North Carolina
JON: 5B2720
Depth
Feet
Material Description
Test Results 1 Comments
0.0
Surficial Soil, brown silty fine sand with fine roots and
organics, moist— 5"
0.4
Grayish brown to brown, silty fine SAND, moist, (SM)
2.2
Tan to tan mottled brown, fine SAND with little silt
and trace clay nodules, moist, (SP-SM)
Recommended Design Infiltration Rate
48" = 7.0 inlhr
4.0 Bottom of Boring
Notes: Groundwater was not encountered in depth of boring.
R._� -CF11VF-D
MAY 4 6 2011
lay:
NAVFAC Mid-Atlantic-9742 Maryland Avenue- Norfolk, VA 23511-3095

Boring -Number:
Date Drilled:
Project:
Location:
JON:
NAIFACIO
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
1-2
March 31, 2011
P-1246 EOD Addition, 2ND Marine Logistics Group
MCB Camp Le'eune, North Carolina
5132720
Depth
Feet
Material Description
Test Results 1 Comments
0.0
Surficial Soil, brown silty fine sand with roots and
organics, very moist — 7"
0.58
Orangish tan to tan, fine SAND with traces to little silt
moist, (SP-SM)
2.5
Orangish tan, silty fine SAND, moist, (SM)
4.0
Tan to tan mottled orange, silty fine SAND with trace
clay, moist, (SM)
Recommended Design Infiltration Rate
96" = 5.3 inlhr
8.0 Bottom of Boring
Notes: Groundwater was not encountered in depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095
RE C E:T�VED
MAY 0 11
BX:

NAfFjAC
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Boring Number: 1-3
Date Drilled: March 31, 2011
Project: P-1246 EOD Addition, 2ND Marine Lo istics Grou
Location: MCB Camp Lejeune, North Carolina
JON: 5132720
Depth
Feet
Material Description
Test Results 1 Comments
0.0
Surficial Soil, brown, silty fine sand with roots and
organics — 6"
0.5
Tan, fine SAND with little silt and trace clay nodules,
moist (SP-SM)
2.0
Orangish brown, silty fine SAND with trace clay,
Recommended Design Infiltration Rate
moist (SM)
@ 48" = 4.0 inlhr
5.0
Tan to orangish tan, fine SAND with little silt, moist
(SM)
Recommended Design Infiltration Rate
84" = 3.2 inlhr
7.0 Bottom of Boring
Notes; Groundwater was not encountered in depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095
v L'
l
MAY 0 6 2011
I

hL%FF3C
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Boring Number: 1-4
Date Drilled: March 31, 2011
Project: P-1245 EOD Addition, 2ND Marine Logistics Group
Location: MCB Camp Lejeune, North Carolina
JON: 5B2720
Depth
Feet
Material Description
Test Results I Comments
0.0
Surficial Soil, brown, silty fine sand with roots and
organics — 4"
0.33
Tan to brownish tan, fine SAND with trace to little silt
and trace clay nodules , moist (SP-SM)
3.0
Orangish tan, silty fine SAND with traces of clay,
moist (SM)
4.2
Tan to tan mottled orange, fine SAND with trace to
little silt, moist to very moist (SP-SM)
Recommended Design Infiltration Rate
96" = 6.6 inlhr
8.0 Bottom of Boring
Notes: Groundwater was not encountered in depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511
MAY 0 6 2011

NAIFMLCO
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Boring Number: HA-X
Date Drilled: March 31, 2011
Project: P-1246 EOD Addition, 2ND Marine Logistics Group
Location: MCB Camp Leieune. North Carolina
JON: 5132720
Depth
Feet
Material Description
Test Results I Comments
0.0
Surficial Soil, brown, fine sandy silt with roots and
organics — 15"
1.25
Tan to brownish tan, fine SAND with little silt and
trace clay nodules, moist (SP-SM)
3.0
Orangish tan, silty fine SAND, moist (SM)
4.2
Tan to tan mottled orange, fine SAND with trace to
little silt, moist to very moist (SP-SM)
8.0 Bottom of Boring
Notes: Groundwater was not encountered in depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095
MAY 0 6 2011

fflN@MFC4,Q
DESIGN
11
❑
ET
PRELCIMINARYSHEET
NO: OF:
ANALYSIS
❑
❑
FINAL
OTHER
JOBNO: 5t�zrlu
PROJECT NAME; P-1246 EOD Addition, 2ND Marine Logistics Group
DEPARTMENT GEO
SHEET NO: OF:
PROJECT PART: Stormwater Management
Hydraulic Conductivity
Testing
COMPUTED BY:
DATE:
JJs
4I612011
SPEC. DIVISION:
CHECKED BY:
DATE:
Test Location: 1-2
Test Date: 03131 8 04101
Depth of Test (in.) 96
Elapsed
Time
A Time
(min)
H,
(in.)
Hz
(in.)
H3
(in.)
H4
(in.)
a H4
(in.)
Pm
(min/in)
Parameter
a
K
(1n1hr)
1627
10
100.5
27
73.5
22.5
6.3
1.6
16.5
10.3
1637
106.75
27
27
79.8
16.3
1637
10
106.75
79.8
16.3
9.3
1.1
16.5
15.3
1647
116.0
27
89.0
7.0
1659
1709
10
90.0
27
27
63.0
33.0
9.5
4.0
1.1
16.5
15.7
99.5
72.5
23.5
23.5
1709
1719
10
99.5
27
72.5
2.5
16.5
6.6
103.5
27
76.5
19.5
930
5
95.0
27
68.0
28.0
25.0
25.0
23.0
3.0
1.7
3.0
16.5
9.9
935
98.0
27
27
71.0
935
940
6
98.0
71.0
2.0
16.5
5.5
100.0
27
73.0
Average K Value (inlhr): 10.5
Recommended Design K Value (inlhr): 5.3
.__. Well Casing
+Surface
Test
MAY 0 6 2011
9y:
Parameter Values for K
P:t�i543®ltl�ids0)�i39l�it®C1E]�i��
e�®�i®�®
I�C�e]I®��FP�l�3'I®IIL'�l'l�i4�
t�E�tS'�WIP!!R9>31®!�
®ii�f]fA�®t���f�,.�145yG1i@fAl3�I�3I®®{r6i
R4TkC�1�
!IIl99L•ili�®�9lrs'"'
CSi®Sn12>e®I;IDL'd3T91®I�dit■E�
16�f®E�����Cf�i��a'I�li�[FdfL�J�T1�7�S7
I���1®2,�
I�g71G��lPlidB€��i[19�Ellfsi�efd"�iC��
@®6�>��1�6�f5r3�®LiEa3i®b�i�34'�1�9ffili�3CiyiiH
I�
8�11���514��RI®iidlGC�ii�3S��.1�►iiiG9����
IirRAl�i7�'i®!E�9�CJl�:�l®�R�1�AC�®�Eli�7�li�lff��
4 5 6 7 8 9 10 11 12 13 14
Hole Diameter (in.)

Empf";Q
DESIGN ❑
ET
PRELIMINARY
SHEET NO: OF:
❑
ANALYSIS ❑
FINAL
OTHER
JOB NO: `J�il I LU
PROJECT NAME: P-1246 EOD Addition, 2ND Marine Logistics Group
DEPARTMENT GEO
SHEET NO: OF:
PROJECT PART: Stormwater Management
t-iyaraulic Conductivity Testing
COMPUTED BY:
DATE:
JJS
41612011
SPEC, DIVISION:
CHECKED BY:
DATE:
Test Location: 1-4
Test Date: 03t31 & 04101
Depth of Test (in.) 96
Elapsed
Time
4 Time
(min)
1-11
(in.)
Hz
(in.)
Ha
(in.)
H,
(in.)
a H4
(in.)
Pm
(mintin)
Parameter
a
K
(inlhr)
1743
1753
932
10
100.5
27
73.5
22.5
16.0
0.6
16.5
26.4
116.5
27
89.5
6.5
5
82
27
55.0
41.0
4.0
1.3
16.5
13.2
937
937
942
86.0
27
59.0
37.0
5
86.0
27
59.0
37.0
3.0
1.7
16.5
9.9
89.0
27
62.0
34.0
942
947
5
89.0
27
62.0
34.0
2.0
2.5
16.5
6.6
91.0
27
64.0
32.0
947
5
91.0
27
64.0
32.0
4.0
3.0
1.0
1.3
16.5
13.2
9.9
3.3
952
95.0
27
68.0
28.0
28.0
952
5
95.0
27
68.0
1.7
5.0
16.5
957
98.0
27
71.0
25.0
957
1002
5
98.0
27
27
71.0
25.0
16.5
99.0
72.0
24.0
Average K Value (inthr): 13.2
Recommended Design K Value (inlhr): 6.6
Well Casing
Test
'�.C�TVE
MAY 062011
BY:
Parameter Values for K
II�l�7ffitr�1�iS�E�S�lldEl�iEF��'
®!�!®45:4i7®'�9
is�l�lala►
�a®�r+lt�fl®�S''�4'0l�ll�r�l¢�±ammi�
I�®G3�i7tll�i��"
GS!l�l��t1�t311[`��R9t'�iill�l�]'
143�
1EL�281®��'�®b1���1�76�1�1i�0i�1'J'i7�h7>®
4 5 6 7 8 9 10 11 12 13 14�1
Hole Diameter (in.)

P1246 EOD Addition
Marine Corps Base Camp Lejeune A�
Jacksonville, North Carolina q® t��
03.31.11 Site Visit Photographs Rig I IVevMFecikasE=rXpneertingCorrunand
lfj��'a
l V
'r r£'
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rr 5�. it yF F a- ' 'Y`. 1...1ix sw'?Rk t `,ei•.�.r�..`J.e a ,:' r 5 * v "° �F
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Photograph 2: Alternate View of Existing BMP Looking West
CEIVED
MAY062011
BY:

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