SW8060147_HISTORICAL FILE_20100713

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Q O 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
JR HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zp I Q 0-7 13
YYYYMMDD

44
+ =J -
VYA
4 NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Caleen H. Sullins
Governor Director
July 13, 2010
Carl Baker, Deputy Public Works Officer
USMCB Camp Le eune
Building 1005 Michael Road
Camp Lejeune, NC 28542
Subject„ State Stormwater Management Permit No. SW8 060147
Midway Park Child Development Center
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
Midway Park Child Development Center on July 9, 2010. Staff review of the plans and specifications
has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in
Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8 060147
dated July 13, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until July 13, 2020, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any pails, requirements, or limitations contained in this permit are unacceptable, you have the right
to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to .Chapter 150E of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and
binding.
If you have any questions, or need additional information concerning this matter, please contact Chris
Baker, or me at [phone].
Sincerely,
eorgette rco tf
Stormwater Supervisor
Division of Water Quality
GDSlcsb: S:IWQSISTORMWATERIPERMIT1060147.jul10
CC' Phil Gambrell, P. E., Luckett & Farley
Wilmington Regional Office Stormwater File
Wilmington Regional Office One
127 Cardinal Orive Extension, Wilmington, North Carolina 28405 NorthCarolina
Phone: 9,0-796-72151 FAX: 910-35(-20041 Customer Service: 1-677-623-6748 f/ I
Internet: Ymw,rncwaterquai!9 .org Jl �atura!!i

State Stormwater Management Systems
Permit No. SW8 060147
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
Midway Park Child Development Center
4t'' Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
collectively referred to as the "stormwater rules) 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 July 13, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The East pond has been
designed to handle the runoff from 69,235 square feet of impervious area and the
West pond has been designed to handle the runoff from 39,427 square feet of
impervious area.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured landward from the normal pool of impounded structures, the
top of bank of both sides of streams and rivers and the mean or normal high
water line of tidal waters.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060147
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 following design criteria have been provided in the wet detention ponds and
must be maintained at design condition:
East Pond #
West Pond
a.
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2
2.69
117,091
None
1.45
63,198
None
b.
Total Impervious Surfaces, ft :
Onsite, ft2:
Offsite, ft2
69,235
69,235
None
39,427
39,427
None
C.
Design Storm, inches:
1.5
1.5
d.
Average Pond Design Depth, feet:
3.5
3.0
e.
TSS removal efficiency:
90%
90%
f.
Permanent Pool Elevation, FMSL:
30
27.5
g.
Permanent Pool Surface Area, ft :
8,890
5,408
h.
Permitted Storage Volume, ft :
9,303
5,132
i.
Temporary Storage Elevation, FMSL:
30.9
28.3
j.
Pre-dev. 1 r-24 hr. discharge rate, cfs:
0.06
0.03
k.
Controlling Orifice, in:
1.75
1.25
1.
Orifice flowrate, cfs:
0.04
0.02
M.
Permitted Forebay Volume, ft :
3,904
2,049
n.
Fountain Horsepower
NIA
NIA
o.
Receiving Stream/River Basin:
Mott Creek 1 WOK02
Stream Index Number:
19-16-3
Classification of Water Body:
QNSW
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time 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 3 of 7

State Stormwater Management Systems
Permit No. SW8 060147
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in substantial intent and
conformance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
6. 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.
7. 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.
B. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. ' Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought. '
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 060147
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the permittee or of the project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change Form
to the Division of Water Quality, accompanied by the supporting documentation
as listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General .Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 13th day of July, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A/'-5'
V4./ r &'-�
or oleen K Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5of7

MEMORY TRANSMISSION REPORT
• TIME :07-14-'10 11:26
J' FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
653
DATE
07.14 11:25
TO
: R 915025870488
DOCUMENT PAGES
7
START TIME
07,14 11:25
END TIME
07.14 11:26
PAGES SENT
7
STATUS
OK
*** SUCCESSFUL TX NOTICE **
North Carolina Oepartmant of Environment and Natural Resources
Division of Wnter Clualily
pov@fly E9Vos Pardue Coloon H. Sullins 00.0 Froaman
Gova rn or Di motor Socmtery
July 1 3. 2010
Curl 8ziker, IDoputy P bllc Works Officer
USMCB Camp l_ateruna
Building9C1006 Mlcff llaol Rgad
Camp ejauna, 144-- 28542
3ubj4*4-t7 State Stormwatar Managsrrtont Parrr•It Mee- 15W8 660'147
Mldway Park 4--h11A dovslapment Canter
High Momnmity Cor*tmorclsl Wet t7etsntlon Pond Projact
Onrlow County
Qear Mr. Baker:
-1-he Wilmington Reglonnl OHica received a complete Storr"wator Management Permit Application for
Midway Par Child evalopmant Center on July @, 2010- Staff review of the plena and apacificatlona
has d®terrnlnad that
the prwjoct, cas �ropgsBd, will comply with th4 Stormwoter Regulation$ eat forth In
Title 15A IVCAC 2H.100 and Session aw 200B-211 . e aro forwarding Permit Na. SW8 0�0147
cletad July 13, 201 O, for the conatruCtion of the subject project.
TI-lis ppermit shall ba affactivQ from tho date of issuance until July 13, 2U20, and shall be subject to the,
conditions and limitations as specified therein. Faleaaep pay apecial attention to the dporation and
Mralntananca requirements In this permit. F sallurn to establlah an adequate system for operation and
maintenance of the stormwator managQmont syntam will r4sult in future compliance problemla.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the rigght
to reqpuest an ndjudicatory hoar;ngg upon written request within thirty (30) days following receipt of this.
perrmit_ -Fhls request must bo in the form of a written petition, conforming to Chapter 1 SOB of the
North Carolina Genarat Statuteo and filed with the Office of Adminlntrntiva Hoanngn. P.O, priawer
27447, Raleigh, NC 27811-7447f. Unless such demands are made thin permit shall be final and
binding.
If you have uny questions, or need additional information concerning this matter, pieaae contact Chris
,Ciakesr, or ma at (B10) 7913-7215_
Slncorely,
oorge3tta co�•-tt ��
3torrrlwater %uperviaor
131vis5On of Woter Quality
GOS/cob: S:\WQS\S"rOF2MWATER\PERMI7:OB0147.jullO
cc: Phll C3ombrall, P_ E_, L_uckatt 8. Farley
Wilmington Reglonal Office Storrnwntar File,
WHmIrQO n Ragbr (
127 Gnrelnal 0r Wliml,ytu,- North C.r ne 2MOS
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Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date:
To:
Co:
�p
Fax:
Dee Freeman, Secretary
No. Pages (excl. cover): -2
From: Jo Casmer
Phone: [phone]
Fax: [phone]
Re: ILI
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] e An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
FILE NO.
332
DATE
07.14 13:31
TO
R 913174236300
DOCUMENT PAGES
8
START TIME
07.14 13:32
END TIME
07.14 13:35
PAGES SENT
8
STATUS 03
TIME :07-14-'10 13:35
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
*i* SUCCESSFUL TX NOTICE ***
Statb o£North Carolina
L]epurtmont of E"viranment and TJatural Ral:oau-cBa
Wilraingtc rn Ragional O£ficb
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FAX #: 31'7ZA
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MEMORY TRANSMISSION REPORT
FILE NO.
333
DATE
07.14 13:33
TO
: 8919104512976
DOCUMENT PAGES
8
START TIME
07.14 13:35
END TIME
07.14 13:36
PAGES SENT
8
STATUS I OK
*** SUCCESSFUL TX NOTICE
TIME :07-14-10 13:36
FAX NO.1 : 910-350-2018
NAME :DENR Wilmington
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Permit Number SW8060147
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
linda.lewis
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Facility Name
Midway Park Child Development Center
Location Address
Building Lch4007 4th St
Midway Park NC 28544
Owner
Central Files: APS SWP
07113/10
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name Owner Type
Commanding Officer US Marine Corps - Camp Lejeune Government - Federal
Owner Affiliation
Carl H. Baker
Psc Box 20004
Camp Lejeune NC 285420004
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective
Expiration
07/13/10 06/14/10
07/13/10 07/13/10
07/13/20
Regulated Activities
Requested/Received Events
State Stormwater - Other
Deed restriction requested
Deed restriction received
Additional information received
Additional information received
Additional information requested
06/16/10
Additional information requested
07/06/10
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

STATE OF NORM CAROL&A
Depaem=t Df Ez 7 menjal and gatural p asomccs .
127 Card491 Dxiv�; Brenszon
wS-a:mgtou? Nolt� Carolina 28405
{910}196-7215
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purizc fo sa eg and these records and toy o�t m r day to -day program Agadoes. Plme read
carefaily 11E foffnw ngg iddl= sig=gtdc fir.:
Doe in to .%.tge pgblie d=wd for 15 acoess, wf, p,,V%ttl atyou call. ai l asta dad' �1
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MA -DP, PAID NVOICE

North Carolina Department of Environmental Quality
Pat McCrory
Governor
September 28, 2015
Mr. Neal Paul, Deputy Public Works Officer
MCB Campp Lejeune
Buildin 1Q05 ichael Road
Camp Neune, NC 28547
Subject: USMC Stormwater Permit Extensions (75 Permits — See Attachment A)
Onslow County
Dear Mr. Paul:
Donald R. van der Vaart
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development approval issued by
the Division of Energy, Mineral and Land Resources under Article 21 of Chapter 143 of the General Statutes, which is
current and valid at any point between January 1, 2008, and December 31, 2010. The law extends the effective period of
any stormwater permit that was set to expire during this time frame up to three (3) years from its current expiration date.
On August 2, 2010, the Governor signed Session Law 2010-177, which granted an extra year for an extension of up to
four (4) years.
As a result, 120 USMC Camp Lejeune permits are impacted. Of the 120 permits, 45 permits have previously been
issued extensions and 75 permits have been extended effective today. This is summarized in Attachment A.
If you have any questions, need additional copies of the permit or approved plans, please contact Kelly Johnson with
DEMLR in the Wilmington Regional Office at [phone].
Sincerely,,
57m Tracy Davis, P.E., Director' 1
Division of Energy, Mineral and Land Resources
GDSlkpj: %StormwaterlPermits & Pro'ectsl Each permit file
cc Michael I ay or, I ay or via emai only, [e-mail])
Wilmington Regional 0 Ice Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 29405
(910) 796-72151 Fax: [phone] • Internet: hftp:llportal.ncdenr.org/web/ir/
An Eoual Opportunity 1 Aifirmaliye Acbon Employer — Made in part by recycled paper

Attarhmpnt A - IISMC Prnierts - Permit Extensions - 9129115
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Permit Number
Permit .
Version
Original
Issued Date
tssued Date
Expiration
Date
New Expiration Date
Comments
SW8000401
2
05-16-2000
10-13-2009
05-16-2020
05-16-2024
Extended 9/29/15
SW8010420
1.4
07-03-2001
11-07-2005
11-07-2015
11-07-2019
Extended 9/29115
SW8011222
2
06-06-2002
12-28-2011
06-06-2022
06-06-2026
Extended 9129/15
SW8030406
1
06-26-2003
06-26-2003
06-26-2013
06-26-2017
Extended 9/29/15
SW8030913
1.3
11-18-2003
06-24-2010
09-21-2019
09-21-2023
Extended 9129/15
SW8040912
1
01-23-2006
01-23-2006
01-23-2016
01-23-2020
Extended 9/29/15
SW8050817
1.1
09-29-2005
12-18-2008
09-29-2015
09-29-2019
Extended 9/29/15
SW8050830
1.1
05-04-2006
06-02-2011
05-04-2016
05-04-2020
Extended 9129/15
SW8050925
1
03-13-2006
03-13-2006
03-13-2016
03-13-2020
Extended 9/29/15.
SW8051018
1,2
12-13-2005
07-30-2009
12-13-2015
12-13-2019
Extended 9/29/15
SW8051065
1
03-14-2006
03-14-2006
03-14-2016
03-14-2020
Extended 9/29/15
SW8060110
1
02-02-2006
02-02-2006
02-02-2016
02-02-2020
Extended 9/29/15
SW8060137
1
03-03-2006
03-03-2006
03-03-2016
03-03-2020
Extended 9/29/15
SW8060147
1
07-13-2010
07-13-2010
07-13-2020
12-31-2021
Extended 9/29/15
SW8060309
1
05-01-2006
05-01-2006
05-01-2016
05-01-2020
Extended 9/29/15
SW8060323
1.2
04-10-2006
10-18-2010
04-10-2016
04-10-2020
Extended 9/29/15
SW8070108
1.2
03-21-2007
01-04-2011
08-19-2019
08-19-2023
Extended 9/29/16
SW8070239
1
03-28-2008
03-28-2008
03-28-2018
12-30-2021
Extended 9/29/15
SW8070708
1
07-16-2007
07-16-2007
07-16-2017
07-16-2021
Extended 9/29/15
SW8070831
1
07-11-2008
07-11-2008
07-11-2018
12-30-2021
Extended 9/29/15
SW8070925
1
10-10-2007
10-10-2007
10-10-2017
10-10-2021
Extended 9/29/15
SW8071034
1.1
12-13-2008
09-23-2010
12-13-2017
03-22-2019
Extended 9/29/15
SW8080126
1
02-06-2008
02-06-2008
02-06-2018
12-31-2021
Extended 9/29/15
SW8080510
1
05-30-2008
05-30-2008
05-30-2018
12-30-2021
Extended 9/29/15
SW8080521
1
06-03-2008
06-03-2008
06-03-2018
12-30-2021
Extended 9/29/15
SW8080522
1.1
06-17-2008
08-11-2011
06-17-2018
11-06-2018
Extended 9/29/15-
SW8080649
1
07-23-2008
07-23-2008
07-23-2018
12-30-2021
Extended 9/29/15
SW8080653
1
11-19-2008
11-19-2008
11-19-2018
12-30-2021
Extended 9/29/15
1 of 5

Attachment A - USMC Proiects - Permit Extensions - 9/29/15
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Permit Number
Permit
Version
Original.
Issued Date I
Issued Date
I
Expiration
Date
New Expiration Date
Comments
SW8080714
1
07-21-2008
07-21-2008
07-21-2018
12-30-2021
Extended 9/29/15
SW8080715
1
08-01-2008
08-01-2008
08-01-2018
12-30-2021
Extended 9/29/15
SW8080728
1
07-28-2008
07-28-2008
07-28-2018
12-30-2021
Extended 9129115
SW8080734
1
08-15-2008
09-15-2008
09-15-2018
12-30-2021
Extended 9/29/15
SW8080927
1
10-21-2008
10-21-2008
10-21-2018
12-30-2021
Extended 9/29/15
SW8080931
1.1
10-09-2008
09-27-2011
10-09-2018
01-12-2019
Extended 9/29/15
SW8080932
1
10-17-2008
10-17-2008
10-17-2018
12-30-2021
Extended 9/29115
SW8080933
1
10-20-2008
10-20-2008
10-20-2018
12-30-2021
Extended 9/29115
SW8080936
1
11-03-2008
11-03-2008
11-03-2018
12-30-2021
Extended 9/29/15
SW8080944
1
11-21-2008
11-21-2008
11-24-2018
01-02-2022
Extended 9/29/15
SW8080945
1.1
11-06-2008
11-17-2011
11-06-2018
12-20-2018
Extended 9/29/15
SW8080950
1
12-03-2008
12-03-2008
12-03-2010
12-30-2021
Extended 9/29/15
SW8081016
1.1
12-03-2008
02-16-2011
12-03-2018
10-17-2019
Extended 9129/15
SW8081113
1
04-08-2009
04-08-2009
04-08-2019
12-30-2021
Extended 9/29/15
SW8090108
1
04-20-2009
04-20-2009
04-20-2019
12-30-2021
Extended 9/29/15
SW8090116
1
03-18-2009
03-18-2009
03-18-2019
12-30-2021
Extended 9/29115
SW8090117
1
03-13-2009
03-13-2009
03-13-2019
12-30-2021
Extended 9/29/15
SW8090330
1
04-23-2009
04-23-2009
04-23-2019
12-30-2021
Extended 9/29/15
SW8090407
1
05-12-2009
05-12-2009
05-12-2019
12-30-2021
Extended 9/29/15
SW8090412
1
07-07-2009
07-07-2009
07-07-2019
12-30-2021
Extended 9/29/15
SW8090517
1.1
08-31-2009
08-28-2011
08-31-2019
01-05-2020
Extended 9/29/15
SW8090625
1
07-28-2009
07-28-2009
07-28-2019
12-30-2021
Extended 9/29/15
SW8090632
1
07-02-2009
07-02-2009
07-02-2019
12-30-2021
Extended 9/29/15
SW8090710
1
11-16-2009
11-16-2009
11-16-2019
12-30-2021
Extended 9/29/15
SW8090714
1
09-15-2009
09-15-2009
09-15-2019
12-30-2021
Extended 9/29/15
SW8090810
1
09-04-2009
09-04-2009
09-04-2019
12-30-2021
Extended 9/29115
SW8090814
1
10-26-2009
10-26-2009
10-28-2019
12-30-2021
Extended 9/29/15
SW8090912
1
1 10-06-2009
10-06-2009
10-06-2019
12-30-2021
Extended 9/29/15
2 of 5

Attachment A - USMC Proiects - Permit Extensions - 9/29/15
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
1
2
3
4
5
6
7
8
9
Permit Number
Permit
Version
Original
Issued Date
Issued Date
Expiration .
Date
New Expiration Date
Comments
SW8090913
1
10-01-2009
10-01-2009
10-02-2019
12-31-2021
Extended 9/29/15
SW8090918
1
12-01-2009
12-01-2009
12-01-2019
12-30-2021
Extended 9/29/15
SW8091109
1
01-15-2010
01-15-2010
01-15-2020
12-30-2021
Extended 9/29/15
SW809111 1
1 A
05-07-2010
03-17-2011
05-07-2020
02-20-2021
Extended 9/29/15
SW8100214
1
05-07-2010
05-07-2010
05-04-2020
12-28-2021
Extended 9/29/15
SW8101106
1
12-09-2010
12-09-2010
12-09-2020
12-31-2021
Extended 9/29/15
SW8921101
1.1
12-16-1992
01-17-2007
01-17-2017
01-17-2021
Extended 9/29/15
SW8950708
2
01-08-1996
02-18-2008
02-18-2018
02-18-2022
Extended 9/29/15
SW8950710
2
10-19-1995
02-19-2008
02-19-2018
02-19-2022
Extended 9/29/15
SW8960103
2
03-07-1996
07-08-2008
07-08-2018
07-08-2022
Extended 9/29/15
SW8960509
2
11-04-1996
06-03-2008
06-03-2018
06-03-2022
Extended 9/29/15
SW8970205
2
09-02-1997
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8970219
2
10-23-1997
04-14-2010
10-23-2017
10-23-2021
Extended 9/29/15
SW8970408
2
05-15-1997
03-12-2008
03-12-2018
03-12-2022
Extended 9/29/15
SW8970618
1.2
01-28-1998
06-17-2010
09-15-2019
09-15-2023
Extended 9/29/15
SW8970847
2
01-28-1998
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8970927
2
06-25-1998
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8990624
2
10-22-1999
10-09-2009
10-22-2019
10-22-2023
Extended 9/29/15
SW8990848
2
11-01-1999
10-09-2009
11-01-2019
11-01-2023
Extended 9/29/15
SW8010431
1.1
08-08-2001
01-10-2005
01-10-2015
01-10-2019
Previously Extended
SW8010640
2
09-18-2001
02-02-2011
09-18-2025
09-18-2029
Previously, Extended
SW8010817
1.1
03-21-2002
12-16-2002
12-16-2012
12-16-2016
Previously Extended
8W8011202
1
06-17-2002
06-17-2002.
06-17-2012
06-17-2016
Previously Extended
SW8020113
1.1
06-28-2002
08-20-2009
06-28-2012
06-28-2016
Previously Extended
SW8020319
1.1
07-26-2002
11-18-2011
11-18-2021
11-18-2025
Previously Extended
SW8020320
1
06-28-2002
06-28-2002
06-28-2012
06-28-2016
Previously Extended
SW8020504
1
08-12-2002
08-12-2002
08-12-2012
08-12-2016
Previously Extended
SW8020611
1
08-16-2002
08-16-2002
08-16-2012
08-16-2016
Previously Extended
3of5

Attachment A - USMC Proiects - Permit Extensions - 9/29/15
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
Permit Number
Permit
Version
Original
Issued Date
Issued Date
Expiration
Date
New Expiration Date
Comments
SW8020612
1
08-16-2002
08-16-2002
08-16-2012
08-16-2016
Previously Extended
SW8020725
1
11-05-2002
11-05-2002
11-05-2012
11-05-2016
Previously Extended
5W8020911
1
12-13-2002
12-13-2002
12-13-2012
12-13-2016
Previously Extended
SW8030720
1.3
12-12-2003
12-20-2010
01-26-2015
01-26-2019
Previously Extended
SW8060832
1.1
10-06-2006
02-16-2007
10-06-2016
10-06-2020
Previously Extended
SW8070847
2.1
01-24-2008
12-16-2011
07-11-2018
07-26-2018
Previously Extended
SW8070926
1.4
11-16-2007
12-22-2011
11-16-2017
11-16-2021
Previously Extended
SW8071213
1
01-28-2008
01-28-2008
01-28-2018
12-31-2021
Previously Extended
SW8080206
1
03-13-2008
03-13-2008
03-13-2018
12-30-2021
Previously Extended
SW8080301
1.1
04-29-2008
12-11-2008
04-29-2019
05-18-2022
Previously Extended
SW8080313
1
04-29-2008
04-29-2008
04-29-2018
12-30-2021
Previously Extended
SW8080740
1.1
08-22-2008
12-11-2009
08-22-2018
09-10-2020
Previously Extended
SW8080813
1.1
09-25-2008
07-08-2011
09-25-2018
03-20-2019
Previously Extended
SW8080907
1.1
10-08-2008
04-07-2010
10-08-2018
07-02-2020
Previously Extended
SW8081007
1
12-12-2008 _
12-12-2008
12-12-2018
12-30-2021
Previously Extended
SW8081015
1.2
01-21-2009
04-01-2011
01-20-2019
10-21-2019
Previously Extended
SW8081202
1.1
03-06-2009
08-04-2011
03-06-2019
08-02-2019
Previously Extended
SW8090630
1.3
02-08-2010
06-01-2011
02-08-2020
09-08-2020
Previously Extended
SW8090815
1,1
02-01-2010
04-11-2011
02-01-2020
10-22-2020
Previously Extended
SW8090901
1.1
12-14-2009
03-24-2011
12-14-2019
09-21-2020
Previously Extended
SW8090925
1.1
10-16-2009
02-01-2011
02-01-2021
12-31-2021
Previously Extended
SW8091108
1.1
08-27-2010
10-04-2011
08-27-2020
11-23-2020
Previously Extended
SW8091113
1
04-13-2010
04-13-2010
04-14-2020
01-01-2022
Previously Extended
SW8100406
1
06-28-2010
06-28-2010
06-28-2020
12-31-2021
Previously Extended
SW8100502
1
09-27-2010
09-27-2010
09-27-2020
12-31-2021
Previously Extended
SW8100701
1
09-30-2010
09-30-2010
09-30-2020
12-31-2021
Previously Extended
SW8960117
2
08-06-1996
02-19-2008
02-19-2018
02-19-2022
Previously. Extended
SW8960329
2.1
07-09-1996
07-09-2010
02-20-2018
02-20-2022
Previously Extended
4of5

Attachment A - USMC Projects - Permit Extensions - 9/29/15
38
39
40
41
42
43
44
45
Permit Number
Permit
Version
Original
Issued Date
Issued Date
1,
Expiration
1 Date
New Expiration Date
Comments
SW8960501
1.1
09-18-1996
12-08-2004
12-08-2014
12-08-2018
Previously Extended
SW8960815
2
10-29-1996
07-14-2008
07-14-2018
07-14-2022
Previously Extended
SW8961204
2
06-30-1997
06-20-2008
06-20-2018
06-20-2022
Previously Extended
SW8970136
2
02-10-1997
07-08-2008
07-08-2018
07-08-2022
Previously Extended
SW8980204
1.1
10-02-1998
07-06-2005
07 06 2015
07-06-2019
Previously Extended
SW8980401
2
10-28-1998
06-03-2008
06-03-2018
06-03-2022
Previously Extended
SW8990850
2.1
02-03-2000
12-09-2011
02-03-2020
02-03-2024
Previously Extended
SW8991135
2
08-09-2000
10-28-2009
08-09-2023
08-09-2027
Previously Extended
5of5

Lucketk&TFariey
Celebrating 150 Years
o: NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405
N: Chris Baker
We Are Sending You:
❑ Specifications
■ Plans
❑ Copy of Letter
Master Planning
Architecture
Engineering
Interior Design
Design Build
Date: 7/8/2010
737 South Third Street
Louisville, KY 40202-2100
502-585-4181 Phone
502-587-0488 Fax
www.luckett-farley.com
Project Name: Camp Lejeune - Midway Park CDC
Commission No. 2009.149
Reference: Stormwater Revisions
❑ Bulletin ❑ Shop Drawings
❑ Addendum ❑ Permits
❑ Change Order ■ Calculations
Copies
Date
No.
Description
3
717110
CG-402-M
Midway Grading and Drainage (Revised Orifice Diameter)
1
717110
Page 3 of the Stormwater Application with Revised Areas
1
718110
East Pond Supplement Form with Revised Orifice Diameter and drawdown time
1
717110
West Pond Supplement Form with Revised Orifice Diameter and drawdown time
1
718110
West Pond - Orifice Calculation with revised diameter and drawdown time
These Are Transmitted as Checked Below:
■ For Approval ❑ Reviewed With No Exception ❑ Resubmit Copies for Review ( )
❑ For Your Use ❑ Reviewed wlExceptions As Notec ❑ Submit Copies for Distribution ( )
❑ As Requested ❑ Rejected - Revise & Resubmit ❑ Return Corrected Copies ( )
❑ For Review and Comment ❑ Prints Returned After Loan to Us
❑ For Bids Due , 20
Remarks:
Chris: I am sending you revised dwgs and calcs. Regarding the application, I have revised page 3 with the
new quantities shown. You can just replace that page in the existing application. Thanks for your help.
Please call if you have any quuestionsor need anything else. _
cc: File
Phil Gambrell
Nick Eckhart
Dave Shuey, PE, LEEDAP
Civil Engineering Group 3.4F1.1
Rev. 2
Date: 05108r20G3

MEMORY TRANSMISSION REPORT
TIME : 07-07-10 10:20
FAX N0.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
590
DATE
07.07 10:19
TO
S 919104512976
DOCUMENT PAGES
3
START TIME
07.07 10:19
END TIME
07.07 10:20
PAGES SENT
3
STATUS
OK
* * * SUCCESSFUL TX NOTICE ***
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127 �ardirial Orivo Hxicnsi[�n, Wllmin�Tor�• N� 2.MU3 � (A 10) 796«72ka a Ar 6goa1 OpyorcuniTy AfYfrnf alive Action Employer

;w
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: ! ��
To:
Fax:
Re:1-7
No. pages (excl. cover):
From: Jo Casmer
Phone: (,910) 796-7336
Fax: [phone]
"� G'--� -/-
127 Cardinal Drive Extension, Wilmington, NC 29405 q [phone] e An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :07-07-'10 10:19
FAX NO.1 : 910-350-2004
NAME :DERR Wilmington
FILE NO.
589
DATE
07.07 10:19
TO
R 915025870488
DOCUMENT PAGES
3
START TIME
07.07 10:19
END TIME
07.07 10.19
PAGES SENT
3
STATUS
OK
*** SUCCESSFUL TX NOTICE'
Ssmibo Of T:oi.-e6 ca.a��aa
riwpartm�nt of lcmvfw"Meat aad Naa—fta Rcaourcaa -
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s
State of North Carolina
Department of Environment and Natural Resources
Wilmington RegionalOMce
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: / /,/,;,
Co: /_ z/G
Fax:
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
lO� /y •ram'/
127 Cardinal Drive Extension, Wilmin�gon, NC 28405 0 [phone] o An Equal Opportunity Affirmative Action Employer

NC®ENR
North Carolina Department of Environment and Natural
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Cirector
July 6, 2010
Carl Baker, Deputy Public Works Officer
USMCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 060147
Midway Park Child Development Center
Onslow County
Dear Mr. Baker:
Resources
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted corrections to a State Stormwater
Management Permit Application for Midway Park Child Development Center on June 29, 2010. A
preliminary in-depth review of that information has determined that the application is not complete.
The following information is needed to continue the stormwater review:
The east pond (pond #1) supplemental form was changed showing an increase in the
drainage area and the built -upon -area however these changes were not transferred to
the permit application, please correct.
2. Pond #1 (east pond) calls for a 1.75" orifice on the plans and in the calculations but is
reported as 2" on the supplemental form, please correct. Note: The 2" drawdown time
is less than the required 2 days.
3. The pond #2 (west pond) orifice of 1.5" does not meet the required drawdown time of
between 2 and 5 days. The drawdown time was calculated to be 1.91 days, below the
required 2 day minimum, please correct. Note: Be sure to revise the plans,
supplemental form and calculations when making this correction.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to July-13, 2010,) or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The. Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Wilmington Regional Office One
127 Cardinal Drive Exlensio+r, Wilmington, North Carolina 28405 NorthCarol I na
Phone: [phone] FAXE 910-350-M l Customer Service: t-877-623-6748 Internet: www.ncwa1ergoality.0r9 N�7 i / j tur'a l)

Carl Baker, Deputy Public Works Officer
July 6, 2010
Stormwater Application No. SW8060147
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely,
C:
Chris Baker
Environmental Engineer II
GDS/csb: S:IWQSISTORMWATERIADDINFO120101060147.ju110
cc: Phil Gambrell, P. E., Luckett & Farley
Wilmington Regional Office Stormwater File
Page 2 of 2

l
" L-- -ickett& r1ey
Celebrating 150 Years
Master Planning
737 South Third Street
Architecture
Louisville, KY 40202-2100
Engineering
502-585-4181 Phone
Interior Design
502-587-0488 Fax
Design Build
www,luckett-farley.com
LETTER OF TRANSMITTAL
To: NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Chris Baker
We Are Sending You:
❑ Specifications
■ Plans
❑ Copy of Letter
Date: 6/28/2010
Project Name: Camp Lejeune - Midway Park CDC
Commission No. 2009.149
Reference: Stormwater Revisions
❑ Bulletin ❑ Shop Drawings
❑ Addendum ❑ Permits
❑ Change Order ■ Calculations
Copies
Date
No.
Description
3
6128/10
CP-103-M
Midway Paving and Utilities Plan
3
6128/10
CG-105-M
Midway Grading and Drainage
3
6/28/10
CG-106-M
Midway Grading and Drainage
3
6/28/10
CG-107-M
Midway EPSC Measures
3
6/28/10
CG-402-M
Midway Grading and Drainage
1
6/28/10
Revised Stormwater Calculation Sheets
These Are Transmitted as Checked Below:
■ For Approval ❑
Reviewed With No Exception
❑
Resubmit Copies for Review ( )
❑ For Your Use ❑
Reviewed wlExceptions As Notec
❑
Submit Copies for Distribution { }
❑ As Requested ❑
Rejected - Revise & Resubmit
❑
Return Corrected Copies ( )
❑ For Review and Comment
❑
Prints Returned After Loan to Us
❑ For Bids Due 20
Remarks:
Chris: I am sending you plans and talcs, revised per our phone conversation last week. Please call if you have any
questions. Thanks.
cc: File
Phil Gambrell
Nick Eckhart
JUN 2 9 2010
s
Dave Shuey, PE, LEEDAp
Civil Engineering Group 3AF1.1
Rev. 2
Date: 05108l203

i
KWENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
Land Quality Section
James D. Simons, PG, PE Beverly Eaves Perdue, Governor
Director and State Geologist Dee Freeman, Secretary
.tune 17, 2010
LETTER OF APPROVAL WITH MODIFICATIONS AND-PERFOR-AIANCE
RESERVATIONS .
MCB-Camp Lejeune
ATTN: Carl H. Baker
1005 Michael Road
Camp Lejeune, NC 28547
RE: Project: Name: Midway Park Child Development Center - EXPRESS
Project ID: ONSLO-2010-130 Acres Approved: 5.09
County: Onslow, LCY14007 Fourth St, Midway Park, Camp Lejeune
River Basin: White Oak . Stream Classification:, Other
Submitted By: Phillip Gambrell, Luckett & Farley
Date Received by LQS: June 14, 2010
Plan Type: New
Dear Mr. Baker:
This office has reviewed the subjecterosion and sedimentation control plan and hereby issues this
Letter of Approval with Modifications and Performance Reservations. A list of the modifications
and reservations is attached. This plan approval shall expire three (3) years following the date of
approval, if no land -disturbing activity has been undertaken, as is required by Title 15A NCAC 4B
.0129. Should the plan not perform adequately, a revised plan will be required (G.S. I I 3A-54. 1)(b).
Please be advised that Title 15A NCAC 4B .0118(a) requires that a copy of the approved erosion
control plan be on file at the job site. Also, you should consider this letter to give the Notice
required by G.S. 113A-61.1(a) of our right of periodic inspection to ensure compliance with the
approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented, requiring
protection of existing natural resources and adjoining properties. If, following the commencement
of this project, it is determined that the erosion and sedimentation control plan is inadequate to meet
the requirements of the Sedimentation Pollution Control Act of 1973 (North Carolina General
Statute 11.3A-51 thru 66), this office may require revisions to the plan and implementation of the
revisions to ensure compliance with the Act.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 213405 Phone:[phone] I Fax [phone]

V
Letter of Approval with Modifications and Performance Reservations
Project :- Midway Park Child Development Center
June 17, 2010
Page 2 of4
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State
water quality laws, regulations, and rules. In addition, local city or county ordinances or rules may
also apply to this land -disturbing, activity. This approval does not supersede any other permit or
approval.
Please be aware that your project will be covered by the enclosed Nrl'DES General Stormwater .
11'ennit NCG010000 (Construction Activities). You should first become familiar with all of tlse
requirements for compliance with the enclosed- general permit.
Please note that this approval is leased in part on the accuracy of the infonnation provided in the
Financial Responsibility Form, which you have provided. You are requested to file an amended
form if there is any change in the information included on the form. In addition, it would be helpful
if you notify this office of the proposed starting date for this project. - Please notify us if you plan to
have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
]Uionda ball
Assistant Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
Modifications and Performance Reservations
NPDES Permit
. cc: Phillip Gambrell, PE, Luckett & Farley

Letter of Approval with Modifications and Performance Reservations
Project :- Midway Park Child Development Center
June 17, 2010
Page 3 of 4
1•IODIFICA,riONS AND PERFORMANCE RESERVATIONS
Project Name: Midway Park Child Development Center
Project ID: ONSLO-2010-130
County: 'Oh slow
1. This, plan approval shall expire on December 31, 2013, if no land disturbing activity has been
undertaken, as is required by Title 1'5A NCAC 4B.0029.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and
sedimentation control measures prove insufficient, the developer must take those additional
steps necessary to stop sediment from leaving this site.. Each sediment storage device must
be inspected after each storm event. Maintenance and/or clean out is necessary anytime
the device is at 50% capacity. All sediment storage measures will remain on site and
functional until all grading and final landscaping of the project is complete.
3. Any and all existing ditches on this project site are assumed to be left undisturbed by the
proposed development unless otherwise noted. The removal of vegetation within any
existing ditch or channel is prohibited unless the ditch or channel is to be regarded with side
slopes of 2 horizontal to 1 vertical or less steep. Bank slopes may be mowed, but stripping
of vegetation is considered new earth work and is subject to the same erosion control
requirements as new ditches.
4.. The developer is responsible for obtaining any and all permits and approvals necessary for
the development of this project prior to the commencement of this land disturbing activity,
This could include agencies such as the Division of Water Quality's stormwater regulations,
their enforcement requirements within Section 401 of the Clean Water Act, the U.S. Army
Corps of Engineers' jurisdiction of Section 404 of the Clean Water Act, the Division of
Coastal Management's CAMA requirements, the Division of Solid Waste Management's
landfill regulations, the Environmental Protection Agency and/or The U.S. Army Corps of
Engineers jurisdiction of the Clean Water Act, local County or Municipalities' ordinances, or
others that may be required. This approval cannot supersede any other permit or approval;
however, in the case of a Cease and Desist Order from the Corps of Engineers, that Order
would only apply to wetland areas. All highland would still have to be in compliance with the
N.C. Sedimentation Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act,
the developer is responsible for compliance with the requirements of the Division of Water
Quality, the Corps of Engineers and the Environmental Protection Agency (EPA)
respectively. Any erosion control measures that fall within jurisdictional wetland areas must
be approved by the aforementioned agencies prior to installation. The Land Quality Section
must be notified of a relocation of the measures in question to the transition point between
the wetlands and the uplands to assure that the migration of sediment will not occur. If that
relocation presents a problem or contradicts any requirements of either DWQ, the Corps, or
the EPA, it is the responsibility of the developer to inform the Land Quality Section regional
office so that an adequate contingency plan can be made to assure sufficient erosion control
remains on site. Failure to do so will be considered a violation of this approval.

Letter of Approval with Modifications and Performance Reservations
Project :- Midway Park Child Development Center
June 17, 2010
Page 4 of 4
Any borrow material brought onto this site must be from a legally operated mine or other
approved source. Any soil waste that leaves this site can be transported to a permitted mine
or separately permitted construction sites without additional permits. Disposal at any other
location would have to be included as a permit revision for this approval.
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed
5.09 acres. Exceeding.that acreage will be a violation of this permit and would require a
revised plan and additional application fee. Any addition in impervious surface, over that
already noted on the approved plan, would also require a revised plan to verify the
appropriateness of the erosion control measures and stormwater retention measures.
The construction detail for the proposed silt fence requires reinforcing wire and steel posts a
maximum of eight (8) feet apart. Omission of the reinforcing wire is a construction change
that necessitates more posts for support, i.e., the spacing distance needs to be reduced to no
greater than six (6) feet apart.
Because the sediment traps and basins are shown on the plan as the'primary sedimentation
and erosion control devices on this project, it is necessary that the traps and basins and their
collection systems be installed before any other grading takes place on site. If that proves to
be impractical, a revised plan must be submitted and approved that addresses erosion and
sediment control needs during the interim period until the traps and basins are fully
functioning. Each trap and basin must stay in place until the area that drains into that trap or
basin, is completely developed and is permanently stabilized and vegetated.
10. A graveled construction entrance must be located at each point of access and egress '
available to construction vehicles during the grading and construction phases of this project.
Access and egress from the project site at a point without a graveled entrance will be
considered a violation of this approval. Routine maintenance of the entrances is critical,
11. The North Carolina Sedimentation Pollution Control Act mandates a shortened time frame in
which to re-establish vegetative groundcover. Slopes (including cuts, fills, and ditch banks)
left exposed will, within 21 calendar days after completion of any phase of grading, be
planted or otherwise provided with groundcover sufficient to permanently restrain erosion.

MIDWAY PARK CHILD DEVELOPMENT CENTER
LCH 4007, 4' Street
Camp Lejeune, NC
Stormwater Management Permit Application Package
Submitted to
State of North Carolina
Department of Environmental and Natural Resources
Division of Water Quality
June 7, 2010
by
LUCKETT & FARLEY ARCHITECTS AND ENGINEERS
737 S. Third St. Louisville, KY
502-585-4181

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Templates at cardinalhrands.com
1472278
Application Forms and Agreements
Design Narrative 1 Supplements
Maps, Tables and Reference
Documents
Soils Report 1 Seasonal High Water
Table
Drainage Area Figures and
Calculations
Drainage Area 1 (East Pond):
Calculations and Figures
Drainage Area 2 (West Pond):
Calculations and Figures
Additional Copies

North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
Midway Park Child Development Center RECEIVED
JUN 14 2010
Project Information
BY:
Located at Marine Corps Base Camp LeJeune, we are requesting an Express Permit Review for the Midway
Park Child Development Center. Thestreet address is Building LCH4007, Fourth St., Midway Park, NC 28544.
In addition to the area of proposed development, we are including an adjacent site in the requested permit. Just
west of the proposed CDC building, there is an existing CDC, with associated parking, that was not permitted at
the time it was constructed. This existing built -upon area is to be treated and permitted along with our proposed
project. The total limits of disturbance, including the disturbed area on the adjacent site, is 221,556 sf, or 5.09
acres. `Phis area will serve as the Project Boundary. There have not been any wetlands identified in the project.
The project will consist of the construction of a 31,665 SF Child Development Center and 125-space parking lot.
The development will include two wet detention pond BMI's for stormwater management and treatment of
stormwater runoff on the site. The existing CDC roof drains are to be rerouted to the proposed "West Pond" via
underground pipe. The West Pond will also treat stormwater from the adjacent site parking lot. Within the
proposed development area, existing paved recreational courts and existing sidewalks and structures are to be
removed, and the area regraded to allow for proper drainage. Stormwater from the proposed built -upon areas
iswill be conveyed via catch basins and underground piping to the "East Pond". A portion of the proposed CDC
building roof drainage will be piped to the West Pond, with the remainder going to the East Pond. There is an
existing 24" pipe taking stormwater runoff from and through the site. This pipe system is to be rerouted around
the proposed construction to the existing catch basin just south of Butler Drive. Wastewater from the proposed
facility will be conveyed to the public sanitary sewer system via gravity piping to the existing 12" sanitary sewer
main located south of the proposed site. There will be a new domestic water service from the existing water main
located just north of Butler Drive North.The Child Development Center at Midway Park, Camp LeJeune Marine
Corps Base is being funded through MCON (Military Construction, Navy) appropriations.
Stormwater Information
The Midway Park Child Development Center is located in the White Oak River Basin, and drains to C waters
classified as NSW, with Index # 19-16-3. The Stormwater Design is High Density, a commercial development,
and falls under the Coastal State Stormwater Program. The Proposed Total % Impervious Surface is 40.4%.
There are no buffer requirements for this project location. A geotechnical analysis has been performed by RFTS
on December 7, 2009. Infiltration rates for the Midway Park site were less than 0.1 inches per hour. The
seasonal high water table ranges from 13 to 29 inches below grade. There are no turn lane or road widening
requirements by the North Carolina Department of Transportation associated with this project. Additionally,
there is no road construction across another property that is necessary to access the project.
There will be two proposed wet detention basin BMPs (achieving 90% TSS pollutant removal) for water quality
treatment of the built -upon areas. Stormwater runoff from offsite and from open grassed areas are not to be
routed to the wet detention basins, but will be conveyed to the existing catch basin south of Butler Drive via a
separate storm drain system. All roof drainage and runoff from the parking areas is routed to the basin forebays,
via catch basins, pipes and swales. 'The existing CDC roof drains currently daylight to the surface grade where
the runoff is not treated. As part of this project these roof drain leaders are to be connected to a new roof drain
pipe system draining to the West Pond forebay.

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JUN 14
BY:
5553 rrr SE SrvE ADS FERRY 13 Mr. 1
SCALE L24000
1 0 1 MILE
1000 0 1000 2000 30M 4000 5000 6000 700D fEET
1 5 0 1 KILOMETER
CONTOUR INTERVAL 5 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929
DEPTH CURVES AND SOUNDINGS IN FEET —DATUM IS MEAN LOW WATER
SHORELINE SHOWN REPRESENTS THE APPROXIMATE LINE OF MEAN HIGH WATER
THE MEAN RANGE OF TIDE IS 2 FEET
THIS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS
SALE BY U. S. GEOLOGICAL SURVEY, DENVER, COLORADO 80225, OR RESTON, VIRGINIA 22092
A FOLDER DESCRIBING TOPOGRAPHIC MAPS AND SYMBOLS IS AVAILABLE ON REQUEST
a!r�� N C �J
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OLIADRANGLE LOCATION
To place on the predicted North American D
move the projection lines 13 meters South a
27 meters west as shown by dashed corner I

DATASHEETS Page 1 of 2
JUN 4 z�
�o
BY.
The NGS Data Sheet
See file dsdata.txt for more information about the datasheet.
DATABASE = ,PROGRAM = datasheet, VERSION = 7.73
1 National Geodetic Survey, Retrieval Date = OCTOBER 14, 2009
EA2267**++******++******+***++++++******+**+*+*******+***************++*****
EA2267 DESIGNATION - MIDWAY
EA2267 PID - EA2267
EA2267 STATE/COUNTY- NC/ONSLOW
EA2267 USGS QUAD - CAMP LEJEUNE (1971)
EA2267
EA2267 *CURRENT SURVEY CONTROL
EA2267 4
EA2267* NAD 83(2001)- 34 43 48.19157(N) 077 20 50.01511(W) ADJUSTED
EA2267* NAVD 88 - 8.7 (meters) 29. (feet) VERTCON
EA2267
EA2267 LAPLACE CCRR- -0.19 (seconds) USDV2009
EA2267 GEOID HEIGHT- -37.05 (meters) GEOID09
EA2267 HORZ ORDER - SECOND
EA2267
EA2267.The horizontal coordinates were established by classical geodetic methods
EA2267.and adjusted by the National Geodetic Survey in August 2005.
EA2267
EA2267.The NAVD 88 height was computed by applying the VERTCON shift value to
EA2267.the NGVD 29 height (displayed under SUPERSEDED SURVEY CONTROL.)
EA2267
EA2267.The Laplace correction was computed from DEFLEC99 derived deflections.
EA2267
EA2267.The geoid height was determined by GEOID09.
EA2267
EA2267; North East Units Scale Factor Converg.
EA2267;SPC NC - 109,978.343 760,953,677 MT 0.99991377 +0 57 14.2
EA2267;SPC NC - 360,820.61 2,496,562.19 sFT 0.99991377 +0 57 14.2
EA2267;UTM 18 - 3,845,616.416 285,089.399 MT 1.00016930 -1 20 15.9
EA2267
EA2267! - Elev Factor x Scale Factor Combined Factor
EA2267!SPC NC - 1.00000445 x 0.99991377 = 0.99991822
EA2267!UTM 18 - 1.00000445 x 1.00016930 = 1.00017376
EA2267
EA2267: Primary Azimuth Mark Grid Az
EA2267:SPC NC - MARINE 155 42 51.2
EA2267:UTM 18 - MARINE 158 00 21.3
EA2267
EA22671--------------------------------------------------------------------- I
EA22671 PID Reference Object Distance Geod. Az I
EA22671 dddmmss.s I
EA22671 EA2266 MARINE APPROX. 0.7 EMI 1564005.4 1
EA22671--------------------------------------------------------------------- I
EA2267
EA2267 SUPERSEDED SURVEY CONTROL
EA2267
EA2267 NAD 83(1986)- 34 43 48.20323(N) 077 20 50.03003(W) AD( ) 2
EA2267 NAD 27 - 34 43 47.61941(N) 077 20 51.17862(W) AD( ) 2
•EA2267 NGVD 29 (07/19/86) 9.0 (m) 30. (f) VERT ANG
EA2267
EA2267.Superseded values are not recommended for survey control.
http://www.ngs.noaa.gov/cgl-bin/ds_quads.prl 10/14/2009

DATASHEETS
Page 2 of 2
EA2267.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.
EA2267.See file dsdata.txt to determine how the superseded data were derived.
EA2267
EA2267 U.S. NATIONAL GRID SPATIAL ADDRESS: 18STD8508945616(NAD 83)
EA2267 MARKER: DE = TRAVERSE STATION DISK
EA2267 SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT
EA2267_SP_SET: SET IN TOP OF CONCRETE MONUMENT
EA2267_ STAMPING: MIDWAY 1968
EA2267 MARK LOGO: NCGS
EA2267 MAGNETIC: N r NO MAGNETIC MATERIAL
EA2267 STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO
EA2267+STABILITY: SURFACE MOTION
EA2267
EA2267 HISTORY - Date Condition Report By
EA2267 HISTORY - 1968 MONUMENTED NCGS
EA2267 HISTORY - 19820101 SEE DESCRIPTION NCGS
EA2267
EA2267 STATION DESCRIPTION
EA2267
EA2267'DESCRIBED BY NORTH CAROLINA GEODETIC SURVEY 1968 (CBM)
EA22671MIDWAY IS A N. C. GEODETIC SURVEY TRAVERSE STATION ESTABLISHED
EA22671IN THE VICINITY OF JACKSONVILLE, NORTH CAROLINA.
EA2267'
EA2267'MIDWAY IS LOCATED APPROXIMATELY 5.0 MILES SOUTHEAST OF THE
EA2267'CENTER OF JACKSONVILLE, TO REACH STATION PROCEED FROM THE
EA22671INTERSECTION OF SR 1470 (WESTERN BLVD.) WITH NC 24, GO EAST ON
EA2267'NC 24 FOR 2.15 MILES TO STATION. WHICH IS IN MEDIAN ACROSS FROM
EA2267'MIDWAY HOUSING AREA, AND JUST BEFORE NC 24 E BOUND LANE CURVES
EA2267'TOWARD CAMP LEJEUNE MAIN GATE.
EA2267'
. EA2267'STATION MARK IS A STANDARD N. C. BRASS TRAVERSE DISK, STAMPED
EA2267'MIDWAY 1968, SET IN THE TOP OF A CONCRETE CYLINDER, THE TOP OF
EA2267'WHICH IS 2 INCHES BELOW THE SURFACE OF THE GROUND.
EA2267'
EA2267'MARK IS 8.3 FT SSW OF SW CURB OF NC 24 W BOUND LANE.
EA2267'
EA2267'6.4 FT NNE OF NE CURB OF NC 24 E BOUND LANE.
EA2267'
EA2267'10,8 FT W OF 4X4 CAUTION POST ON SW CURB OF NC 24, AND WITH
EA22671ALUMINUM REF. TAG.
EA2267'
EA2267'67.0 FT WNW OF 4X4 CAUTION POST ON SW CURB OF NC 24, AND WITH
EA2267'ALUMINUM REF. TAG.
EA2267'
EA2267'78.3 FT WNW OF 4X4 POST WITH SPEED LIMIT 45 SIGN, AND WITH
EA2267'ALUMINUM REF. TAG.
EA2267'
EA2267176.7 FT NW OF C/L OF SE END OF CURB IN MEDIAN
EA2267
EA2267 STATION RECOVERY (1982)
EA2267
EA22671RECOVERY NOTE BY NORTH CAROLINA GEODETIC SURVEY 1982 (LFS)
EA2267'MARK WAS SEARCHED FOR, BUT NEW HIGHWAY CONSTRUCTION PROBABLY DESTROYED
EA2267'STATION.
*** retrieval complete,
• Elapsed Time = 00:00:00
http://www.ngs,noaa.gov/cgi-binds quads.prl 10/14/2009

Print Page - NC Areas Subject to Phase II Post -Construction & Other Stormwater Progra... Page I of I
NC Areas Subject to Phase Yi Post -Construction & Other Stormwater Program Requirements

Page 1 of 1
*I
MAPQUE'ST
Map of 650 Butler Dr
Jacksonville, NC 28544-1302
Notes
MA4011fST. o New Bern 0 14km
I Deep Run O 8mi
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Kenansville
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All rights reserved. Use subject tQ Lio*nse/Copyright I Map Legend
Directions and maps are informational only We make no warranties on the accuracy of their content, road conditions or route usability or
expeditiousness. You assume all risk of use MapQuest and its suppliers shall not be liable to you for any loss or delay resulting from
your use of MapQuest Your use of MapQuest means you agree to our Tgt"f Uwe
littp://www.mapquest.cotn/print
1/13/2010

Page 1 of 1
0
MAPQUEST. Notes
Map of 650 Butler Dr
Jacksonville, NC 28544-1302
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Directions and maps are informational only We make no warranties on the accuracy of their content, road conditions or route usability or
expeditiousness. You assume all risk of use MapQuest and its suppliers shall not be liable to you for any loss or delay resulting from
your use of MapQuest Your use of MapQuest means you agree to our Tt m-t of Use
http://www.mapquest.com/print
1/13/2010

Hydraulics Unit Page 3 of 5
equation, with the limitations on maximum pipe capacity presented in Appendix. I.,. sheet. f
most systems by this procedure is generally sufficient.
While a check of the system by development of a hydraulic grade line requires minimum
design time when utilizing an automated design process such as GEOPAK Drainage, a r
procedure can be very time consuming. Therefore, the engineer must evaluate and justif
hydraulic grade line check of a system on a case by case basis. Conditions that may H
undertaking this additional design analysis are:
• Systems with outlets that are subject to high tailwater conditions.
• Systems that transition from a steep to flat gradient.
• Systems on flat gradient that have substantial junction and/or bend losses.
Pipe System Design procedure
as
Reference Appendix I, sheet 2� , for initial system design documentation.
Items 1 - 2. These are inlet numbers corresponding to inlet computation sheet.
Item 3. Total drainage area served by the section of pipe.
Item 4. Sum of the incremental portions of the drainage area and corresponding runoff coefficier
Item 5. Length of the pipe run between study points.
Item 6. Time of concentration for portion of drainage area in -flowing at beginning end of pipe.
Item 7. Flow time for first pipe equals inlet time. Subsequent sections are a sum of the time of cc
previous reach (min. t� = 10 minutes) plus time of flow in subject pipe.
µo �G Item 8. Larger value from Items 6 and 7. Use o minutes as minimum valu For times greater tt
hydrograph or other routing procedures is recomm e .
so
piPE�� Item 9. Design storm rainfall intensity for duration equal to design time.
lir"S
00 oei
Item 10. Design discharge for pipe reach.
Item 11. Invert elevation of pipe inlet.
Item 12. Invert elevation of pipe outlet.
Item 13. Invert slope of pipe.
Item 14. Diameter of pipe. This size is to be selected u
(So Q 5)
A nomograph solution for this equation is provided in Appendix 1, sheet 3 J
equatii
The capacity utilized for design cannot exceed the values contained in the table - Appendix I, st
• Item 15. Velocity based on design discharge and selected pipe size (can use charts Appendix 1).
http://www.ncdot.org/doh/PRECONSTRUCT/HIGH WAY/hydro/g]0399web/[X_stormdrainage.ht... 5/28/2010

• Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Soil Grass Lining Permissible Velocity'
Channel Slope Characteristics2 for Established Grass
Application Lining (ftlsec)
Easily Erodible
Bermudagrass
5.0
Non -plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5��
entuc y uegra
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass -legume mixture
4.5
5-10% Easily Erodible
Bermudagrass
4.5
Non -plastic
Tall fescue
4.0
(Sands & Silts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
(Clay mixes)
Tall fescue
Bahiagrass
5.0
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>10% Easily Erodible
Bermudagrass
3.5
Non -plastic
Tall fescue
2.5
(Sands & Silts)
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue
3.5
(Clay mixes)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source: USDA-SCS Modified
NOTE: 'Permissible Velocity based on 10-year storm peak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing water.
'Before grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design cacti reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are "V"-shaped,
. parabolic, and trapezoidal. Figure 8.05b gives mathematical fonnulas for the
area, hydraulic radius and top width of each of these shapes.
8.05.4

6.17
RECP
Practice Standards and Specifications
Definition Rolled erosion control products are manufactured or fabricated into rolls
designed to reduce soil erosion and assist in the growth, establishment
and protection of vegetation. Examples of RECP's are blankets, nets, and
matting.
Purpose Erosion control mats and blankets are intended to protect soil and hold seed and
mulch in place on slopes and in channels so that vegetation can become well
established. Turf reinforcement mats can be used to permanently reinforce
grass in drainage ways during high flows. Nets are made of high tensile
material woven into an open net which overlays mulch materials. Blankets
are made of interlocking fibers, typically held together by a biodegradable
or photodegradable netting (for example, excelsior or straw blankets). They
generally have lower tensile strength than nets, but cover the ground more
completely. Coir (coconut fiber) fabric comes as both nets and blankets.
Conditions Where Rolled Erosion Control Products (RECP's) should be used to aid permanent
Practice Applies vegetated stabilization of slopes 2:1 or greater and with more than 10 feet of
vertical relief. RECP's should also be used when mulch cannot be adequately
tacked and where immediate ground cover is required to prevent erosion
damage.
R.ECP's should he used to aid in permanent stabilization of vegetated channels
when runoff velocity will exceed 2 ft/sec on bare earth during the 2-year rainfall
event that produces peak runoff. The product selected must have a permissible
shear stress that exceeds the shear stress of the design runoff event.
0
('14LOW..
F#3 16WA V
Planning Good ground contact is critical to the effectiveness of these products. If

0
•
•
Table 8.03a Time of Concentration
Solving for Time of Concentration (overland flow)
Kinematic Wave Theory
Length of overland flow: 100 feet
Manning's "n" surface:
Average watershed slope: 0.030 foot per foot
Rational Coefficient: 0.33
Appendices
Surface Manning's "n"
Fog 54ULZ
(;A lltStrAT1+4
Smooth Surface: 0.011
Bare Earth: 0.020
Fallow: 0.050
Cultivated, < 20% residue:
0.060
Cultivated, > 20% residue:
0.170
Grass, sho
50
Grass, dense:
0.240
Grass, Bermuda:
0.410
Woods, light:
0.400
Woods, dense:
0.800
Trial Time of Rainfall Calculated Time
Duration Intensity of Concentration
Tr (minutes) i (inches/hour) T. (minutes)
5
7.08
2.90
10
5.66
3.17
15
4.78
3.39
30
3,46
3.86
60 (1 hour)
2.25
4.58
Enter the Rainfall Intensity Values for the Corresponding Times of Duration from the Table
8.03c, Intensity Duration Frequency, or the NOAA Precipitation Frequency Data Server,
http:llhdsc.nws.noaa.gov/hdsc/pfds/orbinc_pfds.html. Select the Trial Time of Duration
that is equal to or less than the calculated Time of Concentration, or the Calculated Time
of Concentration if less than 5 minutes. This is the overland flow component of the Time
of Concentration.
In this example, there is no Trial Time of Duration that is less than corresponding Calculated Time of
Concentration. In this case, select a Rainfall Intensity of 7.08 inchesftur and a Time of Concentration for
Overland Flow of 2.90 minutes.
Rev. 5108
8.03.3

•
JUN 14 2010
I `fit. 24 gL. PericiPmAnotJ
1-13-10

of Stream Description
Carr. Class Date Basin Stream Index #
r
4W RIVER From a line extending SA;HQW
across New River from
Grey Point to a point
of land approximately
22
2200 yards downstream
from mouth of Duck
Creek to Atlantic
Ocean; including all
unnamed bays, creeks,
and other waters
except restricted
areas # 1 and # 2
described below.
NEW RIVER
From Blue Creek to U.
SB;NSW
$. Hwy. 17 bridge
Chainey Creek
From source to New
SC;NSW
River
Sandy Run Branch
From source to Chainey
SC;NSW
Creek
Burnt House
From source to Chainey
SC;NSW
Branch
Creek
Brinson Creek
From source to New
SC;NSW
River
Edwards Creek
From source to New
SC;HQW,NSW
River
Strawhorn Creek
From source to Edwards
SC;HQW,NSW
Creek
on Bay
Entire Bay
SC;HQW,NSW
k Creek
From source to New
SC;HQW,NSW
River
Northeast Creek
From source to N. C.
SC;NSW
TAwARA
Hwy. 24
Northeast Creek -'
From N. C. Hwy.24 to
SC;HQW,NSW
downstream side of
mouth of Scales Creek
Northeast Creek
From the downstream
SC;NSW
side of mouth of
Scales Creek to New
River
Wolf Swamp
From source to
C;NSW
Northeast Creek
Little Northeast
From source t0
C;NSW
Creek
Northeast Creek
Horse Swamp
From source to Little
C;NSW
Northeast Creek
Rocky Run
From source to Little
C;NSW
Northeast Creek
Poplar Creek
From source to Little
C;NSW
Northeast Creek
Mott Creek
From source to
C;NSW
Northeast Creek
From source to
SC;HQW,NSW
WesCreek
Northeast Creek
Southwest Creek
From source to Mill Run
C;NSW
06/01/60 White Oak 19-(27)
08/01/91 White Oak 19-(7)
08/01/91 White Oak 19-10
08/01/91 White Oak 19--10-1
08/01/91 White Oak 19-10-2
08/01/91 white Oak 19-12
08/01/91 white Oak 19-13
08/01/91 White Oak 19-13-1
08/01/91 White Oak 19-14
08/01/91 White Oak 19-15
08/01/91 white Oak 19-16-(0.5)
08/01/91 white Oak .19-16-(3.5)
08/01/91 white Oak 19-16-(4.5)
08/01/91 White Oak 19-16-1
08/01/91 white Oak 19-16-2
08/01/91 white Oak 19-16-2-1
08/01/91 White Oak 19-16-2-2
OB/01/91 white Oak 19-16-2-3
08/01/91 white Oak 19-16-3
08/01/91 white Oak 19-16-4 ` `1
08/01/91 White Oak 19-17-(0.5)
Page 3 of II
2009- i 0- l 0 07: l 2:27

0
Frecipitatlon Frequency Data Server Page 1 of 1
POINTPRECIPITATION
FREQUENCY ESTIMATES
' PROM NOAA ATLAS ICI �.,..�
North Carolina 34.738 IN77.373 W 29 feet
from "PmcipilatiomFuquency Atlas of the United States" NOAA Atlas 14, Volume?, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Psmyho, M,Ycl mid D. Riley
NOAA, Nattonal Weather Service, Silva Spring, Maryland, 2004
L'xtr-led: Mon Mar 15 2010
Gdnfiderice Limits SeasorialitLo`cation'iNa s I Other Ififo: GIS data Mta s bocs Retum to State'Map
Precipitation Intensity Estimates (inlhr)
ARIA
(years)
mm l0
❑ min
15
min
30
min
b0
min
l20
min
3 hr
6 hr
l2
hr
24
hr
48
hr.
4
day
7 10 20 30
day day 11 day1Lday
45
day,
b0
day
1�
5.89 4.70
3.92
2.69
1.68
1.02
0.73
0.45
D.26
D.IS
09
OAS
0.03 0.03 OA2 0.01
0.01
0.01
1�6.94
5.54
4.65
3.2I
2.01
1.23
0.89
0.E4
4.32
O.18
O.l l
0.06
0.04 0.03 0.02 0.02
0.01
0.0]
L 18.00
6.41
5.41
3.84
2.46
1.5E
1.11
0.68
6.46
0.24
O.14
0.08
0.05 0.04 D.o2
0.06 0.04 tl.tl3
0.02
0.02
0.42
0.02
D.01
0.02
10
9.01 7.20
6.07
4.40
2.87
1.84
1.33
0.82
0.48
0.28
O.16
0.09
25
10.16 8.10
6.84
SA7
3.38
2.22
1.64
1.00
6.60
0.35
0.20
0.11
0.07 0.05 0.03
0.03
0.02
0.02
50
I I.10 8.64
7.46
5.62
3.81
2.56
1.91
I. ! 8
0.7 i
0.4 3
0.24
0.13
0.08 OFO-61 0.04
0.03
0.02
0.02
104
12.01 9.54
8.04
G.16
4.24
2.92
2.20
1.36
0.82
0.48
0.28
4.14
0.09 0.07 OF047
0.03
0.03
0.02
200
12.92 l0.24
6.61
6.70
4.70
3.31
2.52
1.56
0.95
0.56
0.32
0.16
O.10 0.08 0.05
0.04
0.03
0.02
500
14.08 ll.l4
9.34
7.43
5.33
3.R6
2.99
1.87
I.15
0.67
0.38
0.20
0.12 0.09 OF057
0.04
OA3
0.03
1000
15.10 ! 1.89
9.94
8.05
5.88
4.35
3.42
2.14
1.32
0.77
0.44
0.22
0.13 O.10 0.06
0.04
O.D4
0.03
• These precipitation frequency estimates are based on a p duril series ARf is the Average Recurrence lnmrval,
Please refer to NOAA All 14, Document for atom information. NOTE: Formal forces estimates near zero to appear m zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (inlhr)
ARI*" 10 15 3D 60 l20 ❑3 ❑6 12 24 48 ❑4 ❑7 10 20 -- 4S 60
( cars) m1n min min min utln min hr hr hr hr hr day day day dny day dayJ1 day
1r-
5.11
4,26
2,92
1.82
1.1I 0.80
0.49
0.29
0.17
0.10
0.05
0.04
0A3
0.02
O.OI
0.0] 0.01
�16.40
6.01
5.04 3.48
2.18
1.35 0.97
0.60
0.35
0.20
D.12
0.07
0.04
0.03
0.02
0.02
0.01 0.01
�- -f- �17,51
1 18.65
t0
6.94
5.65
4.16
2.67
1.b9 ].22
0.75
0.45
0.26
0.15
0.08
0,05
0.04
0.03
0.02
0.02 0.02
0.02 0.02
9.74
7.79
6.57
4.76
3,l0
2.00 1,46
0.9D
0.54
0.31
O,1R
O.10
0.06
0.05
0.03
0.02
25
s o-1
100 I
1D9
l 1.99
13.00
8,75
9.55
10.32
7.40
8.06
8.70
5.48
6.07
6.66
3.65
4.1 ]
4.59
2.42 1.79
Ej
0.67
0.39
0.22
O.12
0.08
0.06
0.04
0.03
0.02 0.02
0.03 0.02
2.T9 2,09
1.3D
0.78
0.45
0.2b
114
0.09
0.07
0.04
0.03
3.1B Efl
1,50
0.91
0.53
Q30
0.16
0.10 1
0.07
0.05
0.03
0.03 0,02
200
13.99
1l.09
12.09
9.33
170.14 1
7.26
8.07
5.09
5.79
3.6-0 2.75
1.72
1,o5
O.bl
Efl
0.18
Ejj
0.08 I
EJ
Eil
0.43 0. 33
500
rl 1-2 97
4.21 3.28
2.65
1,27
0.74
0.43
0.22
0.13
0.f0
0.06
0.04
0.04 0.03
1000
1b.43
]2.94
10.63
8.77
6.40
4.Tb 3.75
2,36
1.A7
0.86
0.50
0.25
0.15
0.11
0.06
0.05
0.04 0.03
• The upper bound ofthe confidence interval at 90% Confidence level is the value which 5% of the simulated quantila values for a given frequency ate greater than.
•• These precipitation frequency estimates are based on a partial dyUjijgn feria ART is the Average Recurrence Interval.
Please refer to NOAA-Atlas 14 Document for more inforrrmlon. NOTE: Formatting preventss eslimates near zero to appear as zero.
Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (inlhr)
AR1a• � i0 IS 30 60 124 �� 12 24 48 [Q[ 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr des day day 11 day 11 day 11 day 11 day
!� 5.45 4.35 3.63 E9j ;L55 0.94 0.67 0.41 0.24 0.14 D.OB CFO 57 0.03 070 2-1 0.02 0.01 0.01 0.01
I s_ J
6.42
5.14
4.30
2.97
1.86
1.14
0.81
0.49
0.29
0.17
O.IO
0.05
0-04
0.03
D.02
0.02 DAl
0.01
0
7.39
5.92
4.99
Ej
2. 77
1.42
1.02
0.62
(-)3 61
0.22
0.12
0.07
0.05
OA4
E2] EK OA2 0.01
10
8.29
6.64
5.60
4.05
`2.fi4
1.68
1.22
0.74
0.44
0.26
0.15
0.08
0.05
0.04
0.03 4.02 0.02 0.02
25
9.31
E2j
6.27
4.64
3.09
2.02
1.49
0.9l
0.53 1
0.32 1
EE
0.30
0.06
OAS
0.03 0.02 0.02 0.02
50
16.13
8.06
6.81
S.13
3.47
2.32
L72
1,05
0.62
0.37
0.21
E]Efl
0.05
D.03 0.03 0.02 0.02
t00
]0.91
8.66
7,30
5.59
3.85
2.63
1.97
1.21
0.72
0.43
6.24
0.13
OAS
0.06
0.04 0.03 0.02 0.02
200
SDo
] ].65
12.58
13.37
9.23
9.95
10.52
7.77
8.34
8.80
6.05
6.64
7.13
4.24
2.9E
2.24
Efl
0.83
Efl
D-28
0.14
OA9
0.07
0.04 0.03 0.03 0. 22
4,76
3.42
2.62
I.b2
tl.98
0.58
0.33
6.i7
D.11
0.08
D.OS OA4 0.03 0.02
IUDD
5.20
3.82
2.96
i.83
].il
0.65
0.37
0.19
O.i2
0.09
0.05 0.04 0.03 0. 33
• The lower bound of the confidence inlcrval at 50%confidence level is the value which 55: of the simulated quantile valua for a given frcqucncy are less than.
•• these precipitation Frequency estimates are based on ill duration _meaima stria ART is the Average Recurrence Imerval.
Please refer to N066Atl4j j4-Document for mac information, NOTE: Formatting prevents estimates near zero to appear as zero.
' Tezf version `of tabies +"'':
http:llhdse.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&staten... 3/15/2010

�ecipitation frequency Data Server
Page] of 4
POINT PRECIPITATION` .
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 34.73 N 77.34 W 22 feet
from "Precipitation -Frequency Atlas of the United Slates" NOAA Atlas 14, Volume 2, Version 3
C.M. Bonnin, 1). Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Fxtracted: Thu May 20 20I0
Confidence Limits --� - WSeasonality -Location Maps- ;., Other.Info. GIS data , :Maps„ 17ocs , r _Retu�
Precipitation Frequency Estimates (inches)
ARI 5 10 35 30 GU 3 hr 6_hr 12 hr
(years) min min min min min min - _
0.49 0.79 0.98 1.35 1.68 2.04 2.20 2.68 3.16
24 hr
--
48 hr
-
RRZF-20-
d.ay
30
day.
45
day
60
d.ay.
3.63
.23
4.73
5.50
6.1b
8.22
10.07
12.61
15.25
0 0.58 a.93T,16 1.61 2.02 2.47 2.67 3.24 3.83
0.67 1.07 1.35 1.92 2.47 3.]0 3.36 4.10 4.86
4. 2
5.71
5.12 5.72 6.63 7.38 9.78 11.96 14.93 17.98
6.58 7.27 8.34 9.15 11.90 14.38 17.79 21.16
10 0.75 L20 1.52 2.20 2.87 3.6$ 4.02 4.91 5.85
6.82
7.83 8.57 9.76 10.62 13.65 16.32 20.12 23.70
25 0.$5 1.35 1.71 2.54 3.38 4.46 4.93 6.04 7.85
8.49
9.74 ]0.47 11.80 12.73 16.13 19.01 23.39 27.16
9.95
50 0.93 L48 l.87 2.81 3.81 S.14 5.75 7.06 8.53
11.40 12.10 l3.52 14.49 18.17 21.16 26.03 29.86
]00 17007 II.59 2.01 3.08 4.25 5.86 6.fi3 8.17 9.94
11,58
13.2b 13.$7 15.37 16.38 20.32 23.37 28.75 32.59
200 1.08 I.7 ] 2. ] 6 LEE] 6.64 7.60 9.40 11.51
13.40
15.36 15.81 17.38 18.41 22.59 25.64 31.58 35.35
500 I.18 1.86 2.34 E73]K34]E7fl 9.02 11.21 13.85
16.17
18.54 18.85 20.30 21.33 25.80 28.76 35.49 39.06
18.57
2 ] .3 ]
21.46 22.74 23.75 28.41
31.22
3$.59 41.92
1000 1.2b 1.99 2.49 4.04 5.89 8.73 ] 0.30 12.8fi ] 6.00
*These precipitation frequency estimates are based on a partial duralL n series. A R I is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formalting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Freauenev Estimates (inches)
ARl** 5 10 1 15 11 30 11 60 1 =1�O 3 6 12 L;24�]LZ48 47 10 20 30 45 60
(years) min min min min min hr hr hr day day day day day day day
[_
0 0.53 0.85 1.07 1.46 1.82 2.23 2.42 2.97 3.53 4.01 4.67 5.20 6.01 6.72 8.87 10.80 13.55 16.26
0 0.63 1.00 1.26 1.74 2.18, 2.70 2.93 3.59 4.27 4.88 5.66 6.29 7.24 8.05 10.57 12.83 16.03 19.19
0 0.72 1.16 Efl 2.08 2.67 3.38 3.69 4.53 5.42 6.29 7.27 798 9.10 19.97 12.86 15.42 19.10 22.58
10 0.81 l .30 1.65 2.38 3. ] 0 4.01" 4.41 5.43 6.53 7.5E 8.65 9.40 10.64 11.56 14.73 I7.5a 2l .62 25.27
25 0.92 1.46 1.85 2.74 3.65 4.85 5.39 6.66 8.06 9.33 10.73 11.47 12.85 13.85 17.39 20.38 25.14 28.96
50 I.Oa 1.59 2.02 3.04 4.12 5.59 6.28 7.79 9.4b 10.92 12.58 13.26 14.74 15.74 19.6I 2- 28.00 31.87
100 1.08 1.72 2.18 3.34 4.59 7.24 8.99 11.0E 12.71 14.65 15.24 16.80 ] 7.87 21.99 25.13 30.98 34.85
200 1.17 1.85 2.34 3.64 5.10 7.22 8.30 10.34 12.74 14.73 17.02 17.42 I9.03 20.15 24.52 27.66 34.10 37.92
500 1.28 2.02 2.54 4.04 5.80 8.44 9.87 12.35 15.35 17.86 20.66 20.87 22.39 23.50 28.17 31.18 38.51 42.13
1000 1.37 2.16 2.71 4.39 6.41 9.54 11.30 14.20 E7fl 20.62 23.91 EE 25.24 EE 31. 00 34.01 42.12 45.45
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* Lower bound of the 90% confidence interval
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CHILD DEVELOPMENT CENTER DRAWING NOT TO SCALE RIFTS, PLLC
F MI , DWAY PARK DATE: 121SLog 1305 3A Carolina Beach Ave N
CAMP LEJEUNE MARINE CORPS BASE Carolina Beach, North Carolina 28428
Soils Engineering and JACKSONVILLE, NORTH CAROLINA SKETCH: DLW Office. 910-458-1377
Testing Services. JOB NO. 507-09 REVIEW: SDK Fax: [phone]

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December 7, 2009
Soils Engineering and Testing Services
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, North Carolina 28451
Attention: Mr. Kevin'McBride
Reference: Report of Subsurface=Exploration
Proposed.Chi I d. Development Cehters
Midway Park and Tarawa Terrace
MCB Camp Lejeune, North Carolina,
RFTS Job No. 507-09
Dear Mr. McBride:
Pursuant to the scope of our Proposal No. 1,010c=09, dated .November 24, 2009, RHTS
has recently completed ail exploration of subsurface conditions within .the areas of two
proposed child development centers within the Tarawa Terrace and Midway Park areas of
the Camp. Lejeune Marine Corps Base located near Jacksohville, North Carolina. This
letter serves as the :report of our work. We present herein our understanding of the
relevant project information, a description of our field activities, our findings, and
conclusions -and recommendations relating to earth support of the proposed buildings and
appurtenant .pavements.
PROJECT INFORMATION
Our -understanding of the relevant project information is based on our conversations with
-you and our review of the following documents:
• A Request for -Services Proposal, Exhibit B, prepared by Shiel Sexton Co., Inc.,
and dated September 29, 2009 (2 pages),
"I-wo 8%`xl t`' site drawings •prepared by Cape Fear Engineering, showing. the
coriiigurations of the proposed buildings, pavements, and infiltration features for
the facilities.
• "Report of Subsurface Investigation and Geotechnical Engineering Services'.'.,
dated June 9, 2008, prepared by GET Solutions, Inc. for the site -of the proposed
Tarawa Terrace child development center.
O Tarawa Terrace and Midway Park -are family housing areas within the Camp Lejeune
Marine Corps Base located near Jacksonville, North Carolina. The site of the proposed
RFTS, Pllc Committed to�Respanihx Sttwice Ofte: 910-456.1377
1305'3A Carolina Beach Ave N tc it,ur r'ft�plic Fax: 9i0-458-52b1
Carolina Beach Norlh Carolina 28428

Cape Fear Engineering, Inc, December 7, 2009
RFTS .lob No_ 507-09 Page Two
Tarawa Terrace child development center is located adjacent to and north of Saipan Drive
at its intersection with Iwo Jima Boulevard, with the building for the facility on the west
side of Iwo Jima Boulevard and the parking area on the east side of Two Jima. The site of
the proposed Midway Park child development center is located adjacent to and northwest
of 41h Street between Butler Drive North and Butler Drive South. Site sketches showing
the configurations of the proposed buildings, pavement areas, and stormwater infiltration
areas for the two sites are included with this report as Figures 1 and 2.
As we understand, the buildings for both facilities will be single -story structures, each
with a footprint of somewhat more than 32,000 square feet. Wall and column loads are
expected to be on the order 4 kips per lineal foot and 35 kips, respectively. The floor will
be a cast -in -place concrete slab -on -grade. If a shallow foundation is found to be feasible
based on discovered subsurface conditions, it will consist either of separately formed
footings bearing in the upper two or three feet of the present site grade or of thickened
elements formed monolithically within the floor slab.
The facilities will have appurtenant bituminous pavement parking and drive areas,
comprising approximately 140 spaces for the Tarawa Terrace facility and approximately
220 spaces for the Midway Park facility. We understand that these pavements will be
designed for the use typical of such facilities; that is to say, personal vehicle parking with
occasional heavy -axle loads from delivery and utility vehicles.
Stormwater infiltration areas have been identified for both facilities in the preliminary
design. No depths for these features have as yet been identified pending the
characterization of the soils and groundwater conditions within the areas.
DESCRIPTION OF FIELD EXPLORATION ACTIVITIES
In order to obtain subsurface data to forrn the basis for our conclusions and
recommendations herein, we have advanced 4 soil borings to a depth of 30 feet below site
grade and one boring to a depth of refusal in rock within the area of the building at each
facility. These borings are designated for each site as Borings B-1 through B-5. At the
Tarawa Terrace site, three borings were also advanced, each to a depth of 15 feet below
site grade, within areas proposed for infiltration structures. These borings are designated
as Borings B-5 through B-8. At the Midway Park site, borings were advanced to a depth
of 15 feet within proposed areas of infiltration structures at five locations. These are
designated as Borings B-b through B-10. A trailer -mounted rotary drilling rig was used to
advance all of the borings. Soil samples were recovered and Standard Penetration (SPT)
Testing was conducted at routine depth intervals in general accordance with the
procedures set forth in A5TM D1586. The locations of the borings were determined• in
the field by reference to the existing buildings and site features abutting the proposed
. construction. The approximate locations of the borings are shown in the site sketches
included with this report as Figures 1 and 2.

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Three
In addition to the soil borings advanced with a rotary drilling rig, we advanced a total of
four hand auger borings at the Tarawa Terrace site (HA-1 through HA-4) and seven hand
auger borings (HA -I through HA-7) at the Midway Park site. These borings were
advanced to a depth of 5 feet below site grade within the areas of proposed bituminous
pavements. At each location, the encountered soils were visually classified and logged
by depth, the depth to any encountered standing water was recorded, and dynamic cone
penetrometer (DCP) testing was conducted at routine depth intervals to determine the
relative in-silu density/consistency of the soils. In the DCP test, a conical steel point is
driven into the soil to be tested by means of a 15-pound sliding weight which free falls a
vertical distance of 20 inches the number of blows required to drive the point through
each of three I'/4-inch increments is recorded as the DCP driving resistance.
At the completion of drilling, standing water levels in the boreholes were determined and
recorded. The use of drilling fluid in the wash -boring techniques used for our exploration
can result in standing water levels in the boreholes which are at variance with and less
accurate than watertable levels obtained by other methods, such as the installation and
reading of peizometers.
The soil samples obtained in the field were delivered by the drillers to the undersigned
authors of this report who classified them in general accordance with the Unified Soil
Classification System (USCS) as set forth in ASTM D2487 using the visual/manual
methods set forth in ASTM 2488. The soil boring and hand auger boring logs included
with this report were then prepared based on those classifications and the drillers' field
logs.
Within areas designated for proposed stormwater infiltration ponds, our personnel
conducted infiltration testing at various depths within the upper one foot below site grade
using a Model 2800 Guelph Permeameter. This is a constant -head device which operates
on the Mariotte siphon principle as referenced in ASTM D-5126. The permeameter is
used to determine field saturated hydraulic conductivity in centimeters per second for soil
at a specified depth. This testing involves advancing a borehole to the desired infiltration
depth and introducing water at a constant head to determine the steady state flow rate
from which the hydraulic conductivity can be calculated. Since no specific depth of
infiltration has as yet been determined in the site design, testing was performed within the
upper one foot below site grade to determine infiltration rates within the near -surface
profile. Three infiltration tests were conducted on the Tarawa Terrace site (INF-1
through INF-3), and five tests were conducted on the Midway Park site (INF-1 through
INF-5). The approximate locations of the infiltration tests are shown for the respective
sites in Figures I and 2.
In order to estimate seasonal high groundwater levels for purposes of infiltration structure
(& design, our personnel advanced hand auger borings near the locations of each of the field

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Four
infiltration tests, logged and classified the soils by depth, and compared their coloration
to a Munseil Soil Color Chart.
FINDINGS
The findings of our subsurface exploration are based on the conditions discovered in our
soil borings as detailed in the boring logs, on our familiarity with local subsurface
conditions, and on our observations of the respective sites. We summarize them as
follows:
Site Descriptions
Tarawa Terrace Facility The site of the proposed building for the Tarawa Terrace child
development center is presently developed with bituminous pavement parking lots,
lawned areas, and a complex of connected modular office units. The topography across
the building site is relatively flat, with no more than two or three feet of relief across the
property. The site of the appurtenant parking is heavily wooded. The exposed concrete
foundations of an abandoned tower also occur within this area of the site. It is not known
whether this is a deep (pile) or shallow (spread footing) foundation. This wooded area is
• poorly drained. At the time of our field exploration, approximately one third of it was
inundated.
Midway Park Facility The site of the building and appurtenant parking areas for the
Midway Park child development center is presently a ]awned area with a few scattered
pine trees, a bituminous -surfaced tennis court, and some playground equipment. It is
relatively flat, with no more than two or three feet of relief across the site.
Subsurface Conditions
Tarawa Terrace Facility With some variations in the thickness and depth of layering,
our borings at the Tarawa Terrace site encountered the following generalized soil profile:
(a) a sunccial layer of topsoil and organics less than a foot in thickness, (b) interbedded
clean sands and sands with varying amounts of silt or clay (USCS Soil Groups `Sp',
`SM', and `SC') occurring in a medium dense in silu condition extending to a depth of
approximately 8 feet, (c) clays or clayey sands (`CL', `CH', and `SC') occurring in a very
soft/very loose condition, extending from approximately a depth of 8 feet to 12 feet, and
(d) relatively clean sands (`SP', `SP-SC' and `SP-SM') in a medium dense condition
extending from a depth of l2 feet to the completed boring depth of 30 feet. In Boring 13-
4, which was advanced to a depth of 60 feet, the subsurface soils between a depth of 30
feet and 58 feet consisted of clean sands (`SP') occurring in a medium dense to very
dense in -situ state. This boring terminated in the top of a layer of loose clayey sand

•
Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Five
Subsurface conditions encountered in the hand -auger borings were generally consistent
with those encountered in the soil borings. Topsoil thickness measurements, which could
be determined with greater accuracy in the hand auger borings, were found to range
between 4 and 8 inches.
Midway Park Facility With some variations in the thickness and depth of layering, our
borings at the Midway Park site encountered the following generalized soil profile: (a) a
surficial layer of topsoil and organics less than a foot in thickness, (b) interbedded clean
sands, silty sands, and clayey sands (USCS Soil Groups `SP', `SM', and `SC') occurring
in in -situ conditions ranging from very loose to medium dense extending to a depth of 8
feet, (c) sandy clays and clays (`SC', `CU) ranging from very loose/soft to loose/firm
extending from a depth of 8 feet to a depth of about 25 feet, and (d) loose to medium
dense clean sands extending from 25 feet to the completed boring depths of 30 feet. In
Boring B-2, which was advanced to a depth of 100 feet, the materials encountered from a
depth of 30 feet to the completed boring depth of 100 feet consisted of clean and clayey
sands interbedded with partially weathered rock occurring in a medium dense to very
dense in -situ state.
Groundwater
Tarawa Terrace Facility Standing water levels observed 24 hours after drilling in the
boreholes at the Tarawa Terrace building site ranged from one to three feet below site
grade. In the hand auger borings advanced within the proposed pavement area on the
opposite side of Iwo Jima Boulevard, standing water levels ranged from 3 inches to 18
inches below grade.
Midway Park Facility Standing water levels observed 24 hours after drilling in the
boreholes at the Midway Park site ranged from 6 inches to 3 feet below grade with the
level in most cases being one foot or less below grade. In the hand auger borings, the
standing water levels ranged from 2 inches to 34 inches below grade with the levels again
being less than a foot below grade in most instances.
Infiltration Rates and Seasonal High Water Table Levels
The logs of the hand auger borings advanced within the areas of proposed infiltration
ponds for the purpose of determining the seasonal high water table levels are shown in
"fables 3 and 4 for the Tarawa Terrace site and the Midway Park site, respectively. The
aresults of field infiltration tests conducted at these locations are shown in Table 5.

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Six
Tarawa Terrace Facility Seasonal high water table levels on the Tarawa Terrace site
ranged from 15 to 22 inches below grade. Corresponding field infiltration rates ranged
from 0.6 to 1.6 inches'per hour.
Midway Park Facility Seasonal high water table levels on the Midway Park site ranged
from 13 to 29 inches below grade. Corresponding field infiltration rates were all less
than 0.1 inches per hour.
CONCLUSIONS AND RECOMMENDATIONS
Our analysis and recommendations herein have been developed in accordance with
standards of practice generally accepted within geotechnical engineering practice in this
region and at the time of preparation of this report. No other warranty, express or
implied, is made. Inasmuch as subsurface conditions can and do vary significantly
between the locations of borings, it is entirely possible that conditions not contemplated
within our analysis and recommendations may be discovered during the course of
construction. In this event, we will be pleased to revisit our recommendations and
expand or modify them. Our recommendations are predicated upon our understanding of
the proposed construction as set forth under the heading "Project Information" in this
report. Any features of the actual design or construction of the project which may be at
variance with the assumptions set forth therein should be brought to our attention so that
we may revise or expand upon our recommendations as appropriate.
Site Preparation and Earthwork
Considerations General to .Both Sites Areas of proposed buildings and areas receiving
bituminous or rigid pavements in the new construction should be stripped of topsoil and
surface vegetation and grubbed to remove root systems. Existing bituminous pavements,
slabs -on -grade, foundation elements, and their underlying base courses, should be
demolished and removed from these areas. Utility lines running beneath the building
foundations of the new construction should be rerouted outside the construction areas.
After the above work has been completed, any resulting excavations, where they exceed a
few inches in depth, should be backfilled with a relatively clean sand (USCS Soil Group
`SP', `SP-SM', or `SP-SC') placed in lifts not exceeding 8 inches in loose thickness and
compacted to at least 98 percent of the maximum dry density as determined by the
Standard Proctor Method (ASTM D698). This specification of soil type, placement, and
method of compaction will be referred to hereafter in this report as "controlled structural
fill".
The leveled construction area should then be proofrolled with a heavy vibratory roller to
identify areas of yielding soils and to densify loose surficial materials. Areas exhibiting

Cape Fear Engineering, Inc. December 7, 2009
RFTS rob No. 507-09 Page Seven
pumping, excessive tutting, or other unacceptable displacement should be undercut to
firm material and backfilled with controlled structural fill.
Where fill is required to attain subgrade elevations for pavements, slabs -on -grade, or
backfill adjacent to earth retaining walls, it should consist of controlled structural fill as
defined above.
Both sites exhibit shallow groundwater conditions. The presence of shallow groundwater
will have a detrimental effect on site grading operations unless special care is exercised
during site stripping, fill placement, and fill compaction. To avoid pumping water to the
surface and destabilizing the exposed subgrade, grading and transportation of soils should
be accomplished to the greatest extent possible using track -type equipment. Pneumatic -
tired vehicles, such as dump trucks delivering fill to the site, should not traverse the
pavement or building areas until a sufficiently thick "bridge lift" has been placed to
provide some vertical separation between the groundwater levels and the working surface
of the site.
Consideration should be given to ditching the site several weeks in advance of grading
operations, especially if site work is to take place during the wet season of the year. As
will be discussed below in our recommendations for bituminous pavements, at least some
of these subgrade drainage measures will need to be permanent in any event.
Re -use of Excavated Soils
Due to the existing shallow groundwater conditions on both sites, soils excavated from
depths ofmore than two or three feet below site grade will have to be processed to lower
their moisture content before they can be effectively compacted in place as controlled
structural fill. When considered as to their classifications (`SP', `SC', and `SM'), most of
the soils occurring in the upper eight feet of site grade on both sites could be re -used as
structural fill; however, the amount of silt and/or clay in many of the soil layers would
require measures more aggressive than mere stockpiling or spreading in order to drain
them. The costs of disking and aerating individual lifts of these soils should be weighed
against the cost of importing fill when deciding whether they might be of economical use
in structural areas.
Foundation Support
Considerations General to Both Buildings The subsurface conditions on both of the
subject sites are generally suitable for the support of the proposed buildings on shallow
spread footings. The specific recommendations given below for each facility are
predicated on the understanding that column and wall footings will be sized for an
aallowable soil contact pressure of 2000 pounds per square foot (psf) and that the loading

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Eight
conditions are as set forth above (viz, 4 kips/lineal foot for walls and 35 kips for
individual columns). If actual design loads are at variance with those we have assumed
for the purpose of this analysis, we should be notified so that we may revise our
recommendations as necessary.
For both sites, we recommend that the exposed soils be probed and tested with a dynamic
cone penetrometer (DCP) in the upper three feet of the footing subgrade after the footing
excavations have been opened so that isolated regions of yielding, soft, or degraded soils
can be identified and repaired as necessary. This testing should be conducted by a
qualified soils technician and the results should be provided to us for our review. Areas
which, in our opinion, are in need of repair should be undercut to firm material and
backfilled to the design footing subgrade elevation with washed stone (457 or W).
Footings should be placed as soon is practicable after they have been opened and
inspected so that the subgrade will not be degraded by rainfall or traffic.
Footings should bear at a depth of at least two feet below the adjacent grade to provide
frost protection and to develop the bearing capacity indicated above without shearing
failure. In the specific recommendations provided below, a range of anticipated bearing
elevations is.provided for each facility based on our understanding of the foundation type
(monolithic or separately formed shallow footings) and the assumption that a modest
® building pad will be constructed to provide surface drainage away from the building. If
the design bearing elevations should fall outside the indicated range of elevations, we
should be consulted so that we may. revise or confirm our estimates of the expected total
and differential settlements.
Foundation Recommendations Tarawa Terrace Facility Subsurface conditions are
generally suitable for the support of the Tarawa Terrace child development center on
shallow spread footings bearing at elevations ranging from 4-22.0 feet MSL to +25.0 feet
MSL.
Subject to implementation of our general recommendations as to the preparation of the
footing subgrade, the foundation should experience total settlements no greater than one
inch and differential settlements no greater than one half inch.
Foundation Recommendations —Midway Park Facility Subsurface conditions are
generally suitable for the support of the Midway Park child development center on
shallow spread footings bearing at elevations ranging from +27.0 feet MSL to +30.0 feet
MSL. Based on the variety of conditions encountered in the upper five to six feet in our
borings across the site, it will be particularly important that the general recommendations
as to probing and testing the exposed soils in the footing excavations be implemented.
There will almost certainly be some regions of the footing subgrade which will require
® two or three feet of undercutting and stone replacement based on identification of very

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Nine
soft clays or very loose clayey sands. If it is not practical to provide field evaluation of
the footing subgrade during construction, then we would recommend that all footing
excavations be undercut to a depth of three feet and backfilled with washed stone.
Preparation of the footing subgrade in the manner recommended above should Iimit total
foundation settlements to less than one inch and differential foundation settlements to less
than one half inch.
Seismic Site Class (Both Sites)
Based on our analysis of the soil stratigraphy encountered in our deep borings and our
general knowledge of the characteristics of the underlying geological formations, we
recommend that both sites be regarded as a Seismic Site Class D for purposes of seismic
design under the terms of Section 1613.5.5 of the 2006 International Building Code.
Soil Parameters for Use in Design of Retaining Walls (Both Sites)
For the near -surface soils on both sites and the soil types we have recommended as fill
and backfill materials, we recommend that the following soil parameters be used in
designing earth retaining structures:
Coefficient of Earth Pressure at Rest 0.5
Coefficient of Active Earth Pressure 0.333
Coefficient of Passive Earth Pressure 3.0
Friction Angle Against Sliding 200
Coefficient of Cohesion Cohesionless
Slabs -on -Grade (Both Sites)
Slabs -on -grade for floors and loading dock pavements should be designed for a subgrade
modulus (k) of 150 per where they will bear upon a properly prepared subgrade
consisting of the clean or silty sands our exploration encountered in the upper 3 feet on
site or upon a clean sand or crushed stone drainage course placed upon those soils. We
recommend that floor slabs be furnished with a drainage or capillary cut-off layer
consisting of at least 4 inches of washed stone or of clean sand with no clay and no more
than 12 percent silt by weight (USCS Soil Group `SP' or `SP-SM').
DI

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Ten
Bituminous Pavements (Both Sites)
We have not conducted a laboratory CBR (California Bearing Ratio) or other strength
test for the near -surface soils encountered on site; however, for the clean and silty sands
(Groups `SP' and `SM') encountered in the upper three feet on both sites, it is our
experience that a CBR value of 12 to 14 percent is typical for properly prepared and
drained soils. Where the native soils have been undercut and replaced with controlled fill
of the type we have indicated above, the same range of CBR values would also be
appropriate for design purposes.
In the absence of specific design information as to traffic and loading conditions, we
recommend that the pavement section on both sites consist of 2 inches of NCDOT
SF9.5A bituminous concrete surface course over 8 inches of NCDOT Aggregate Base
Course. This recommendation is predicated on the assumption that the pavement will
accommodate traffic typical of the use contemplated for these facilities; that is to say,
several hundred daily axle -passes by cars and light pickup trucks with occasional heavy
axle loads from garbage trucks and delivery trucks. The presumptive design provided
above is based on a 20-year service life.
Materials, placement, and compaction procedures for aggregate base course and wearing
course should be in accordance with the applicable sections of the North Carolina
Department of Transportation Standard Specification for Roads and Structures (July
2006).
It has been noted above that both sites have a potential for the occurrence of shallow
perched water during periods of seasonally wet weather. It will therefore be necessary to
furnish the bituminous pavements at both sites with some provision for the control of
perched water beneath the pavement section. This should consist of sub -drains or
permanent swales surrounding the perimeter of paved areas, routed to a sufficiently deep
outfall, and graded so as to maintain a vertical separation of at least three feet between
the level of any groundwater or perched water and the bottom of the pavement section.
Without effective permanent provisions for maintaining the level of perched water and/or
groundwater at a sufficient depth below the pavement section, the bituminous pavement
recommended above will not perform adequately.
Stormwater Infiltration Considerations
In our opinion, all of the areas on both sites evaluated for the near -surface soil infiltration
rate and depth to seasonal high watertable will need to be modified in some fashion due
either to a shallow seasonal high watertable level or a slow infiltration rate or both,
Improving the infiltration rate of the in -place soils and providing some storage for
infiltrated water can be achieved by removing the soils to the depth of the seasonal high
watertable level and replacing them with a free -draining sand, such as a sand meeting the
grading requirements of ASTM C-33 (Concrete Sand). While replacement with such

Cape Fear Engineering, Inc. December 7, 2009
RFTS Job No. 507-09 Page Eleven
sands will provide an initial infiltration rate in the range of 4 to 6 inches per hour, the
long term rate will of course be controlled by the slower rates exhibited in our tests.
CLOSURE
RFTS appreciates the opportunity to provide you with services. If you have any questions
after reviewing this letter, please do not hesitate to contact us at your convenience.
Sincerely,
RFTS, PLLC
David L. Winstead
Field Operations Manager
DLW;SDKJdl%v
Attachments
0
Steven D. KellyI
E.
Senior Engineer

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RFTS, PLLC
TARAWATERRACE
DATE: .12/§109
1305 3A Carolina Beach Ave N
CAMP LEJEUNE MARINE CORPS BASE
DLW
Carolina Beach, North Carolina 28428
Soils Engineering and
JACKSONVILLE, NORTH CAROLINA
REVIEW SDK
Me: 910-458-1377
F ' ax: 9110-458-5261
Testing S6rvi6es
JOB NO. 507rO9

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TARAWA TERRACE
DATE., 1216/09
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1305 3A Carolina Beach Ave N
CAMP LEJEUNE MARINE CORPS BASE
SKETCH: DLW
-
Carolina Beach, North Carolina 28428
Soils Engineering and
JACKSONVILLE, NORTH CAROLINA
REVIEW: SDK
Office: 910-458-1377
F= 9 10-458-5261
Testing Services
JOB NO. 507-09

PROJECT:
JOB NO.
BORING 8-1
PROPOSED CHILD DEVELOPMENT CENTER
507-09
TARAWA TERRACE — CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
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MATERIAL DESCRIPTION a
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o
3
10 20 30 6080
z
Medium Dense Brown and Orange Clayey
SAND (SC)
11
5
Medium Dense to Loose Light Brown fine to
27
i.
medium SAND (SP)
6
10
Soft Grayish Brown CLAY, trace of SAND (CL)
4
Medium Dense Light Gray fine to medium
15
SAND with Clay (SC)
22
Loose Green fine to medium SAND with
20
6
Clay (SC)
25
30
::::
Medium Dense Grayish Brown fine to
medium SAND (SP)
:::
Medium Dense Dark Gray fine to medium
30
.=:
SAND (SP)
15
Boring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Building Footprint
DATE DRILLED: 12/04/09
DRILLER: Carolina Drilling, George Bridger
NG METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 24.26' MSL
BORING DEPTH: 30 FEET
INITIAL WATER LEVEL: 3 FEET
24-HOUR WATER LEVEL: 2 FEET
DRILL RIG: 45D
ff
Soils Engineering and FTSM
Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
JOB NO.
BORING B-2
PROPOSED CHILD DEVELOPMENT CENTER
TARAWA TERRACE — CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
o
z
a
L9
MATERIAL. DESCRIPTION a
a STANDARD PENETRATION TEST DATA
(blows/fool)
N 10 20 30 60$0
z
Medium Dense Brown Clayey SAND (SC)
15
—
5
Loose Black Silty SAND (SM)
7
:'.
Loose Brown tine to medium SAND (SP)
Sot; Light Gray CLAY (CH)
10
4
Medium Dense Light Gray fine to medium
SAND (SP)
15
15
20
11
Medium Dense Gray fine to medium SAND
(SP)
Medium Dense to Loose Dark Gray fine 10
medium SAND (SP)
25
13
6
Boring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586,
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Building Footprint
DATE DRILLED: 12/05/09 I GROUND ELEVATION, 26.25' MSL
DRILLER: Carolina Drilling, George Bridger I BORING DEPTH: 30 FEET
BORING METHOD: Wash Boring/Split Spoon INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 2 FEET
CLIENT: Cape Fear Engineering, Inc. DRILL. RIG: 451)
Soils Engineering and
RF S Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
JOB NO.
BORING B-3
PROPOSED CHILD DEVELOPMENT CENTER
TARAWA TERRACE —CAMP LEJEUNE MARINE CORPS BASE
507-��
JACKSONVILLE, NORTH CAROLINA
LU
W
=
a
MATERIAL DESCRIPTION
Q STANDARD PENETRATION TEST DATA
a
W
(blows/foot)
o
0
U) 10 2. 30 6080
z
Medium Dense Brown tine to medium SAND,
trace of Sitt (SP-SM)
Z10
5
Medium Dense to Loose Light Brown fine to
20
medium SAND (SP)
6
1l}
3
Soft Light Gray CLAY (CH)
Medium Dense Light Gray fine to medium
15
SAND (SP)
22
or
20
11
Medium Dense Gray fine to medium SAND
:..
(SP)
25
19
30
20
Boring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2_ Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of hummer.
BORING LOCATION: Tarawa Terrace CDC Building Footprint
DATE DRILLED: 12/05/09 1 GROUND ELEVATION: 25.09' MSL
I DRILLER: Carolina Drifting, George Bridger I BORING DEPTH: 30 FEET j
18ORING METHOD: Wash SodnglSplit Spoon INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 2 FEET
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 45D
Soils Engineering and
R Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
JOB NO.
BORING B-4
PROPOSED CHILD DEVELOPMENT CENTER
TARAWATERRACE —CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
o
o
O
MATERIAL DESCRIPTION
a
STANDARD PENETRATION TEST DATA
(blows/foot)
1D 2D 30 6080 Z
Medium Dense Brown and Gray fine to mediurr
5
-"
SAND, some Clay (SC)
1D
36
Dense Light Brown fine to medium SAND (SP)
3
10
Soft Gray CLAY (CH)
4
15
18
Medium Dense Gray fine to medium SAND,
trace of Clay (SP-SC)
20
4
Very Loose Dark Gray Clayey SAND (SC)
25
21
•`::
Medium Dense Dark Brown fine to medium
SAND, trace of Silt (SP-SM)
30
;
Loose to Dense Dark Gray fine to medium
SAND (SP)
6
3
35.
34
40
5516"
45
=: :::
Very Dense Dark Gray fine to medium
SAND (SP)
65
63
55
:=
75
5
.-
Loose Dark Gray Clayey SAND (SC)
Boring terminated @ feet 60.
BORING LOCATION: Tarawa Terrace CDC Building Footprint
DATE DRILLED. 12/04/09 1 GROUND ELEVATION: 25.29' MSL
DRILLER: Carolina Drilling, Gerald Eisler I BORING DEPTH: 61) FEET I
,PORING METHOD: Wash Boring/Split Spoon I INITIAL WATER LEVEL: 5 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 4
CLIENT- Cape Fear Engineering, Inc. DRILL RIG: ATV
Soils Engineering and
ff Frs Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
JOB NO.
BORING B-5
PROPOSED CHILD DEVELOPMENT CENTER
507-09
TARAWATERRACE — CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
_
-j
MATERIAL DESCRIPTION
—' STANDARD PENETRATION TEST DATA
a
2 (blows/fool)
j
a
10 20 30 6080
Z
Medium Dense Black fine SAND, trace of Silt
(SP-SM))
16
=
Medium Dense Light Brown fine to
5
medium SAND (SP)
13
Medium Dense Light Gray fine to
medium SAND (PP)
28
10
Firm Greenish Gray CLAY with SAND (CL)
5
15
3
Very Loose to Loose Greenish Gray Clayey
SAND(SC)
20
5
25
Medium Dense to Loose Dark Gray fine to
11
medium SAND (SP)
8
Boring terminated at 30 feet.
1, Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Building Footprint
DATE DRILLED: 12/04/09
DRILLER: Carolina Drilling, George Bridger
METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 24.75' MSL
BORING DEPTH: 30 FEET
INITIAL WATER LEVEL_ 3 FEET
24-HOUR WATER LEVEL: 3 FEET
DRILL RIG: 45D
Soils Engineering and
Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
RIFTS JOB NO.
BORING B-B
PROPOSED CHILD DEVELOPMENT CENTER
507-09
TARAWA TERRACE —CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
MATERIAL DESCRIPTION
W
J
a
STANDARD PENETRATION TEST DATA
W
0-0
J
(blows/foot)
j
W
o
to
10 20 30 6080
z
Z
Loose to Medium Dense Dark Brown fine to
7
medium SAND, trace of Silt (SP-SM)
5
11
Medium Dense Brown fine to medium SAND
2
(SP)
14
10
Soft Light Gray CLAY (CH)
4
4
Medium Dense Light Gray fine to medium
SAND (SP)
15
:=
17
Boring terminated at 15 feet.
2a
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Infiltration Basin
DATE DRILLED: 12/05/09 1 GROUND ELEVATION: 25.01' MSL
DRILLER: Carolina Drilling, Gerald Eister
METHOD: Wash Boring/Split Spoon
LOGGED BY; David Winstead
CLIENT: Cape Fear Engineering, Inc.
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 15 INCHES
DRILL RIG: 45D
� Soils Engineering and
—' iSM Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT:
RFTS JOB NO.
BORING B»7
PROPOSED CHILD DEVELOPMENT CENTER
507-09
TARAWA TERRACE —CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
U
ns o
MATERIAL DESCRIPTION
W
W
a
STANDARD PENETRATION TEST DATA
W
CL
�
g
(blows/foot)
j
W
n
3
U)j
10 20 30 6080
Z
Topsoil
Loose Dark Brown fine to medium SAND,
5
trace of Sill SP-SM
Medium Dense Light Gray and Brown fine to
5
medium SAND (SP)
12
2
Soft Light Gray CLAY with Sand (CL)
4
10
.4
Soft Greenish Gray CLAY, some Sand (CL)
4
Loose Greenish Gray Clayey SAND (SC)
15
5
Boring terminated at 15 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Infiltration Basin
DATE DRILLED: 12/04109
DRILLER: Carolina Drilling, Gerald Eisler
NG METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 23.37' MSL
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 18 INCHES
DRILL RIG: ATV
Soils Engineering and
Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT;
RFTS JOB NO.
BORING 0-8
PROPOSED CHILD DEVELOPMENT CENTER
507-09
TARAWA TERRACE — CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE. NORTH CAROLINA
U
s
MATERIAL DESCRIPTION
J
W
a
STANDARD PENETRATION TEST DATA
UJ
0-
(blows/foot)
7
0
0
3
cn
10 20 30 6080
z
Topsoil
Very Loose Black fine to medium SAND,
trace of Sift SP-SM
4
Loose Dark Brawn Silty SAND (SM)
7
2Loose
Dark Gray Clayey SAND (SC)
6
10
3
Soft Light Gray Sandy CLAY (CL)
4
Loose Greenish Gray fine to medium SAND
151with
Clay(SC)
10
Boring terminated at 15 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586,
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Tarawa Terrace CDC Infiltration Basin
DATE DRILLED: 12/04/09
DRILLER: Carolina Drilling, Gerald Eister
NG METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 24,17' MSL
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 15 INCHES
DRILL RIG: ATV
Soils Engineering and
RF S Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

SOIL CLASSIFICATION AND SYMBOLS LEGEND
RELATIVE DENSITY OF COHESION LESS SOILS
STD PENETRATION
RESISTANCE
RELATIVE DENSITY BLOWS/FOOT
Very Loose
0 to 4
Loose
5 to10
Medium Dense
11 to 30
Dense
31 to 50
Very Dense over 50
SAMPLER TYPES
® Shelby Tube
® Split Spoon
IRock Core
CONSISTENCY OF COHESIVE SOILS
STD PENETRATION
RESISTANCE
CONSISTENCY BLOWSIFOOT
Very Soft
0 to 2
Soft
3 to 4
Firm
5 to 8
Stiff
9 to 15
Very Stiff
16 to 30
Hard
31 to50
Very Hard
Over 50
No Recovery
Measured depth to water at
boring completion.
Asphalt, Base Course, Concrete CH, CL
SP. SP-SM, 5P-SC Partially Weathered
Rock
SC Organic
MH, ML
SM
Office: 910-458-1377 RF
��rS
Soils Engineering RFTS, PLLC
Fax:[phone] and Testing Services 1305 3A Carolina Beach Ave N
www.RFTSPLLC.com Carolina Beach, North Carolina 28428

SOIL BORING LOGS
AND BORING LAYOUT
MIDWAY PARK
0
�l I

8-6
413-7 HA
NNF-4'
HA-
B-2 ti I a- I `•:. �, l
i`. 'V
t 1 RA-3 [�:�:r�r INF=1
�H I
'' rrs6111
I ?s B-3
L - .I -4 B
i a r
P&M
lul
Legend
IB APPROXIMATE SOIL BORING LOCATION
�- APPROXIMATE -HAND AUGER BORING LOCATION
APPROXIMATE INFILTRATION/SHWT ESTIMATE LOCATION
��rS
SOIL BORING LAYOUT
FIGURE 2
R
'CHILD DEVELOPMENT CENTER
DRAWING NOT TO SCALE
RFTS, PLLC
MIDWAY PARK
DATE: 12 5109.
1305 3A Carolina Beach Ave N
CAMP LEJEUNE MARINE CORPS BASE
SKETCN: DLW
Carolina Beach, North Carolina 28428
Soils Engineering and
JACKSONVII_I_E, NORTHCAFtOLINA
REVIEW: SDK
office: 910-458-137'7
Fax: [phone]
Testing Services
JOB N6..5b7-09

roo
'PAP
'PAP
Avg
OAF
;oAi
NO 01
SOIL BORING PROFILES
FIGURE 3
CHILD DEVELOPMENT CENTER
DRAWING NOT TO SCALE
RFTS, PLLC
R
MIDWAY PARK
DATE: 12/6/09
1305 3A Carolina Beach Ave N
CAMP LEJEUNE MARINE CORPS BASE
SKETCH: DLW
Carolina Beach, North Carolina 28428
Soils Engineedng and
JACKSONVILLE, NORTH CAROLINA
REVIEW: SDK
Office: 910-458-1377
Fax: [phone]
Testing Services
JOB NO, 507-09

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
JOB NO.
BORING 8-1
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
JACKSONV€LLE, NORTH CAROLINA
507-09
o
U
o
MATERIAL DESCRIPTION
a
-j STANDARD PENETRATION TEST DATA
0.
2 (biewslfoot)
10 20 30 6080
z
Very Loose Dark Brown Silty SAND (SM)
Z
3
Very Loose Brown and Orange Clayey SAND
5
.:::;
(SC)
3
12
Medium Dense Light Gray fine to medium
SAND with Clay (SC)
.'
Very Loose Dark Gray Clayey SAND (SC)
10
3
15
4
Soft Dark Gray CLAY (CH)
20
3
K.
25
11
Medium Dense to Loose Gray fine to medium
SAND (SP)
8
Baring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Building Footprint
DATE DRILLED: 12f03109 I GROUND ELEVATION; 30.02' MSL
DRILLER; Carolina Drilling, George Bridge( I BORING DEPTH: 30 FEET
BORING METHOD: Wash Baring/Split Spoon INITIAL WATER LEVEL: 5 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 3 FEET
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 45D
Soils Engineering and
R Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER JOB NO.
BORING B-2 MIDWAY PARK - CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA 507-09
W
W
3:0
0
MATERIAL DESCRIPTION
-J
&A.
STANDARD PENETRATION TEST DATA
(WWS111`00t)
Lu
a<
2P 30 6080
Z
DDrk
Med ium ense aBrown fine to me rum
ff—
SAND, trace of Slit (SP-SM)
17
Loose Light Brown fine to medium SAND
10
5
with Clay (SC)
8
Loose Grayish Brown fine to medium SAND
with Clay (SQ-
3
Very Loose Dark Gray Clayey SAND (SC) 1 11
'ago 1 11
Firm to Very Stiff Dark Gray CLAY with SAN Ohl
30 Loose Greenish Gray fine to medium SAND iA I I I 1 11 9
with Clay (SC)
35— 33
40:-,-- 28
Dense to Medium Dense to Very Dense
Partially Weathered Rock
45 �5015"
54
55
60
70__
5516-
50/3"
57/6"
50/2"
Very Dense Light Brown fine to medium SAND
(SP)
Very Dense Greenish Gray fine to medium
SAND (SP)
Boring log continued on next page.
BORING LOCATION. Midway Park CDC Building Footprint
Soils Engineering and
WS Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Ca'rolina 28428'
Phone [phone]
Fax [phone]
DATE DRILLED: 12/01109
GROUND ELEVATION: 30.66'MSL
DRILLER: Carolina Drilling, Gerald Eister
BORING DEPTH: 100 FEET
RING METHOD: Wash Boring/Split Spoon
INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead
24-HOUR WATER LEVEL- I FOOT
1
CLIENT: Cape Fear Engineering, Inc.
DRILL RIG: 45-08

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
JOB NO.
BORING B-2
MIDWAY PARK -- CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
507-09
continued
2
LU
W
a
MATERIAL DESCRIPTION
ora
STANDARD PENETRATIONTEST DATA
��
ootON
)
o
10 20 30 6080
z
75
42
Dense to Medium Dense Greenish Gray fine
80
to medium SAND (SP)
27
85
41
—
Dense Light Brown fine to medium SAND
with Clay (SC)
46
90
95
5012"
Very Dense Partially Weathered Rock
1 no
5716"
Boring terminated at 100 feet.
1, Boring, sampling and penetration test data In general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3, Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer,
BORING LOCATION: Midway Park CDC Building Footprint
DATE DRILLED: 12101l09 1 GROUND ELEVATION: 30.66' MSL
LORILLER: Carolina Drilling, Gerald Eister I BORING DEPTH: 100 FEET i
PORING METHOD: Wash Boring/Split Spoon INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL. 1 FOOT
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 45-08
Sails Engineering and
WS Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
JOB NO.
BORING B-3
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
JACKSONVILLE, NORTH CAROLINA
507-09
J
MATERIAL DESCRIPTION x
a
ii STANDARD PENETRATION "PEST DATA
(blows/foot)
r¢n 10 20 30 60$0
�
a
z
Loose Brownish Gray fine SAND with Clay
(SC)
-
8
5
:=
Medium Dense Gray fine to medium SAND
12
(SP)
20
10
8
Firm Dark Gray Sandy CLAY (CH)
15
6
Firm Dark Gray CLAY (CH)
20
5
Medium Dense Dark Gray fine SAND with
25
Clay (SC)
19
Loose Greenish Gray fine to medium SAND
with Clay (SC)
7
Boring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Building Footprint
DATE DRILLED: 12/04/09
DRILLER: Carolina Drilling, George Bridger
NG METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 29.25' M5L
BORING DEPTH: 30 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 1$ INCHES
DRILL RIG: 45D
Soils Engineering and
RFIS Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
JOB NO.
BORING B-4'
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
o
MATERIAL DESCRIPTION
-' STANDARD PENETRATION TEST DATA
IL-j
(blows/foot)
j
0
Lu
U)) 10 20 30 6080
z
Very Loose Orange Clayey SAND (SC)
4
—
Medium Dense Brownish Gray fine to
medium SAND(SP)
11
Medium Dense Dark Gray fine to medium
SAND with Clay (SC)
11
1a
2
Very Loose to Loose Dark Gray Clayey
SAND (SC)
15
9
20
5
Firm Dark Gray CLAY (CH)
25
20
:-
Medium Dense to Loose Dark Gray fine to
:-'
medium SAND (SP)
9
Boring terminated at 30 teat.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Building Footprint
DATE DRILLED: 12/03/09 1 GROUND ELEVATION: 29.26' MSL
DRILLER: Carolina Drilling, George Bridger I BORING DEPTH: 30 FEET i
IFORING METHOD: Wash Boring/Split Spoon INITIAL WATER LEVEL: 4 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 2 FEET
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 45D
Soils Engineering and
UP Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
.Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
JOB NO.
BORING B-5
MIDWAY PARK —CAMP LEJEUNE MARINE CORPS BAST`
JACKSONVILLE, NORTH CAROLINA
507-09
o
a
o
J
MATERIAL DESCRIPTION
W
a STANDARD PENETRATION TEST DATA
(blows/foot)
10 20 30 6080
W
z
Very Soft Dark Brown CLAY with SAND (CH)
2
Very Loose Brown and Orange Clayey SAND
5
.:.
(SC)
2
13
Medium Dense Dark Brown Clayey SAND
(SC)
10
2
Very Loose to Loose Dark Gray Clayey SAND
(SC)
15
5
Firm Dark Gray CLAY (CH)
20
5
25
5
'.
Loose Dark Brown Clayey SAND (SC)
Very Loose Gray fine to medium SAND (SP)
4
Boring terminated at 30 feet.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Building Footprint
DATE DRILLED: 12/03/09
DRILLER, Carolina Drilling, George Bridger
METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 30.12' MSL
BORING DEPTH: 30 FEET
INITIAL WATER LEVEL: 4 FEET
24-HOUR WATER LEVEL: 1 FOOT
DRILL RIG: 45D
Soils Engineering and
RF S Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
RFTS JOB NO.
BORING B-6
MIDWAY PARK —CAMP LEJEUNE MARINE CORPS BASE
51}7-09
JACKSONVILLE, NORTH CAROLINA
U
a O
MATERIAL DESCRIPTION
w
—'
a
STANDARD PENETRATION TEST DATA
g O
2
(blows/fool)
a
U)i
10 20 30 6080
z
4
Very Loose to Medium Dense Light Brown
fine to medium SAND, trace of Silt (SP-SM)
5
11
2
1
Loose Dark Brown fine to medium SAND,
:::
trace of Silt (SP-SM)
10
2
Very Soft to Firm Dark Gray CLAY some
Sand (CH)
4
15
6
Boring terminated at 15 feet,
6 A20
1-1
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Infiltration Basin
DATE DRILLED: 12/04109
DRILLER: Carolina Drilling, George Bridger
NG METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 30.05' MSL
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 6 INCHES
DRILL RIG: 45D
Soils Engineering and
R� Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
RFTS JOB NO.
BORING B-7
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
ca
nz
MATERIAL DESCRIPTION
w
w
a
STANDARD PENETRATION TEST DATA
w
a
F
(blowsifoot)
0
0
¢
U)
10 20 30 6080
z
Loose Dark Brown fine to medium SAND,
trace of Silt (SP-SM)
12
5
Medium Dense Light Gray fine to medium
16
SAND(SP)
2
14
1
;
Loose Light Brown fine to medium SAND (SP)
8
4
Very Soft Dark Gray CLAY some Sand (CH)
15
2
Boring terminated at 15 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
I Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Infiltration Basin
DATE DRILLED: 12/04/09 1 GROUND ELEVATION: 31.24' MSL
DRILLER: Carolina Drilling, George Bridger
METHOD: Wash Boring/Split Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 2 FEET
24-HOUR WATER LEVEL: 6 INCHES
DRILL RIG: 45D
Soils Engineering and
RF S Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
RFTS JOB NO.
BORING B-8
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
z
Y
O P DESCR MATERIAL DESCRIPTION
J
W
a
STANDARD PENETRATION TEST DATA
EL
o
(blows/foot)
j
0
o
c�
cis
10 20 30 6080
z
Loose Dark Brown fine to medium SAND,
trace of Sill (SP-SM)
—
6
Medium Dense Grayish Brown SAND some
5
:
Silt (SM)
15
2
21
Medium Dense Light Gray fine to medium
SAND (SP)
10
19
4
Very Soft Dark Gray CLAY with Sand (CH)
15
3
Boring terminated at 16 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Infiltration Basin
DATE DRILLED: 121D4/09
DRILLER: Carolina Drilling, George Bridger
NG METHOD: Wash BoringlSplit Spoon
LOGGED BY: David Winstead
CLIENT: Cape Fear Engineering, Inc.
GROUND ELEVATION: 31,60' MSL
BORING DEPTH: 15 FEET
INITIAL WATER LEVEL: 3 FEET
24-HOUR WATER LEVEL: 2FEET
DRILL RIG: 45D
Soils Engineering and
ors Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT; PROPOSED CHILD DEVELOPMENT CENTER
RFTS JOB NO.
BORING B-8
MIDWAY PARK — CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
E
MATERIAL DESCRIPTION
J
STANDARD PENETRATION TEST DATA
a
(blows/foot)
j
0
0
0
W
10 20 30 60$0
Z
Loose Black Silty SAND (SM)
—
B
Loose Brownish Gray fine to medium SAND
some Silt SM
9
2
Medium Dense Gray fine to medium SAND
(SP)
22
10
$
Loose Brown fine to medium SAND (SP)
4
Very Soft Dark Gray CLAY with Sand (CH)
15
2
Boring terminated at 15 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Infiltration Basin
DATE DRILLED: 12/04/09 1 GROUND ELEVATION: 31.60' MSL
DRILLER: Carolina Drilling, George Bridger I BORING DEPTH: 15 FEET
MWRING METHOD: Wash Boring/Split Spoon I INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 2FEET
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 45D
Soils Engineering and
R� Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Fax [phone]

PROJECT: PROPOSED CHILD DEVELOPMENT CENTER
RFTS JOB NO.
BORING B-10
MIDWAY PARK —CAMP LEJEUNE MARINE CORPS BASE
507-09
JACKSONVILLE, NORTH CAROLINA
J
V
_
MATERIAL DESCRIPTION
a
W
ii
STANDARD PENETRATION TEST DATA
W
0
o
F
(blows/foot)
0
o
t9
v!
10 20 30 6080
Z
Soft Black CLAY with SAND (CFI)
4
Very Loose Brown Clayey SAND (SC)
5
4
2
: ''
Loose Gray Clayey SAND (SC)
6
10
?:
Medium Dense Gray fine to medium SAND
I
I
Hill11
:==
(Sp)
4
Loose Gray SAND with Clay (SC)
15
9
Boring terminated at 15 feet.
6
20
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586.
2. Water level is at time of explorationand will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
BORING LOCATION: Midway Park CDC Infiltration Basin
DATE DRILLED: 12/03/09 1 GROUND ELEVATION: 31.04' MSL
I DRILLER: Carolina Drilling, George Bridger . i BORING DEPTH: 15 FEET
RING METHOD; Wash BoringlSplit Spoon INITIAL WATER LEVEL: 3 FEET
LOGGED BY: David Winstead 24-HOUR WATER LEVEL: 1FOOT
CLIENT: Cape Fear Engineering, Inc. DRILL RIG: 450
Soils Engineering and
Mrs Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
'hone [phone]
Fax [phone]

•
DYNAMIC CONE PENETROMETER
TEST RESULTS
TARAWA TERRACE AND MIDWAY PARK
E
0

0
L�
Table 1
Dynamic Cone Penetrometer Test Results
Child Development Center
Midway Park --- Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RIFTS Job No. 507-09
LOCI
Depth
Blow Count
Depth Below
Depth
ELEV
Soil Description
(inches)
per I % Inch
Ground
to
Surface
Water
Topsoil
0-6
Gray fine to medium SAND
6-8
6-19-20+
1'
H2O
HA-1
Light Brown Fine to medium SAND
8-12
6-8-8
3'
@3"
31.72'
Dark Brown fine to medium SAND, trace of Silt
12-27
4-10-10
5'
Gray fine to medium SAND. trace of Silt
27-45
GM.fine to medium SAND, some Silt
45-60
—_--Light
Topsoil
0-7
Black fine SAND, trace of Silt
7-12
5-7-7
1'
H2O
HA-2
Dark Brown fine to medium SAND, trace of Silt
12-20
2-3-5
3'
@7"
31.55'
Orange fine to medium SAND, trace of Clay
20-34
6-11-10
5'
Graz SAND some Silt'
34-60
Topsoil
0-8
Black Silty SAND
8-16
5-8-9
1'
H2O
HA-3
Dark Brown fine to medium SAND, trace of Silt
16-34
5-6-6
3'
@2"
31.45'
Brown/Orange SAND, some Clay
34-38
5-10-11
5'
Gray SAND some Silt
38-60
Topsoil
0-8
HA-4
Black fine SAND, trace of Silt
8-18
7-11-15
1'
H2O
31.34'
Dark Gray Silty SAND
18-48
2-3-7
3'
@3"
Obstruction encountered boring.terminated 48"
- - -
5'
Topsoil
0-8
EIA-5
Black fine SAND, trace of Silt
8-13
7-9-8
1'
H2O
31.47'
Dark Gray SAND with Silt
13-48
4-4-5
3'
@12"
Gra SAND some Silt
48-60
4-7-8
5'
Topsoil
0-6
Dark Brown fine to medium SAND, trace of Silt
6-12
7-7-7
1'
H2O
HA-6
Tan/Orange SAND with Clay
12-30
4-4-4
3'
@34"
31.32'
Gray/Orange SAND with Clay
30-49
4-6-9
5'
Gra SAND with Silt
49-60
Topsoil
0-] 0
HA-7
Brownish Gray Silty SAND
10-28
4-4-4
1'
H2O
30.86'
Brown/Orange Clayey SAND
28-48
3-4-3
3'
@4"
Gra Claxex SAND
48-60
5-6-6
5''

�11
Table 2
Dynamic Cone Penetrometer Test Results
Child Development Center
Tarawa Terrace — Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RFTS Job No. 507-09
LOCI
Depth
Blow Count
Depth Below
Depth
ELEV
Soil Description
(inches)
per l -/+ Inch
Ground
to
Surface
Water
Topsoil
0-4
HA-1
Black Silty SAND
4-14
6-10-1 1
1'
H2O
24.58'
Light Gray Silty SAND
14-60
4-4-6
3'
@4"
5-7-10
5'
Topsoil with Gravel
0-8
Black Silty SAND
8-19
5-6-8
1'
H2O
HA-2
Light Gray Silty SAND
19-60
4-5-4
3'
@2"
24.91
6-8-9
5'
Topsoil
0-4
HA-3
Black Silty SAND
4-18
6-10-9
1'
HZO
24.59'
Dark Brown SAND with Silt
1845
4-3-4
3'
@ l 8"
Tan/Oran e SAND with Silt
45-60
6-11-12
5'
Topsoil
0-8
HA-4
L24.51'
Black Silty SAND
8-31
4-4-3
1'
H2O
Dark Gray Silty SAND
31-47
3-5-6
3'
@12"
Light GraX Sil SAND
47-60
6-8-10
5'
0

LJ
MUNSELL SOIL COLORATION LOGS
TARAWA TERRACE AND MIDWAY PARK
El

0
Table 3
Munsell Soil Classifications
Child Development Center
Midway Park - Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RFTS Job No. 507-08
Loc.
Soil Description
Hue
Value
Chroma
Depth
in.)
Comments
IN F-1
Topsoil
-
-
-
0-4
-
Dark Gray fine to medium SAND
7.5YR
4
1
4-7
-
Very Dark Brown fine to medium
SAND, trace of Silt
1 OYR
2
2
7-13
-
Olive Brown fine to medium
SAND
2.5Y
4
4
13-20
-
Pale Brown fine to medium
SAND
I OYR
6
3
20-34
SHWTI112O
a 21"
Gray fine to medium SAND
7.5YR
6
1
34-40
-
1NF-2
Topsoil
-
-
-
0-6
-
Black fine SAND, some Silt .
IOYR
2
l
6-14
-
Very Dark Grayish Brown fine to
medium SAND
10YR
3
2
14-21
-
Very Dark Grayish Brown tine to
medium SAND
1 OYR
3
2
21-30
SHWTIH2O
21"
Brown fine SAND with Clay
10YR
4
3
30-43
-
lNF-3
Topsoil
-
-
-
0-8
-
Black fine to medium SAND,
some Silt
IOYR
2
1
8-12
Dark Gray fine to medium SAND
7.5YR
4
1
12-15
SHWT/H20
13"
Very Dark Brown Fine to medium
SAND, trace of Silt
IOYR
2
2
15-31
-
Brown fine to medium SAND,
trace of Silt
IOYR
4
3
31-43
-
WF-4
Topsoil
-
-
-
0-6
-
Very Dark Brown fine to medium
SAND, trace of Silt
7.5YR
2.5
2
6-12
-
Dark Yellowish drown fine to
medium SAND
I OYR
4
6
12-21
-
Yellowish Brown fine to medium
SAND
1 OYR
5
4
21-26
SHWT/H20
21"
Light Gray fine to medium
SAND
10YR
7
1
26-31
Gray fine to medium SAND
some Clay
10YR
6
1
31-38

s
0
•
Table 3
Munsell Soil Classifications
Child Development Center
Midway Park - Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RFTS Job No. 507-08
Loc
Soil Description
Hue
Value
Chroma
Depth
in.
Comments
LNF-5
Topsoil
-
-
-
0-3
-
Brownish Yellow Clayey SAND
10YR
6
6
3-11
-
Very Dark Gray Silty SAND
10YR
3
1
11-25
-
Dark Grayish Brown Silty SAND
l OYR
4
2
25-29
-
Light Olive Brown Clayey
SAND
2.5Y
5
3
29-45
SHWT 29"
Dark Gray and Light Olive
Brown CIney SAND
I OYR/
2.5Y
4/5
1/3
45-50
-
Dark Gray fine to medium SAND
with Cla
1 OYR
4
1
50-60
H2O@52"

M
Table 4
Munsell Soil Classifications
Child Development Center
Tarawa Terrace - Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RFTS Job No. 507-08
Loc.
Soil Description
Hue
Value
Chroma
Depth
Comments
in.
INF-1
To soil/Black Silty SAND
-
-
-
0-9
-
Very Dark Grayish Brown fine to
I OYR
3
2
9-13
-
medium SAND, trace of Silt
Black fine to medium SAND,
5YR
2.5
1
13-20
-
trace of Silt
Dark Yellowish Brown fine
I OYR
3
4
20-23
SHWT/H20
SAND
22"
Grayish Brown fine SAND with
IOYR
5
2
23-36
-
Cla
Grayish and Yellowish Brown
IOYR
5/5
2/6
36-42
-
fine to medium SAND, trace of
Silt
Dark Yellowish Brown fine to
1 OYR
3
4
42-44
-
medium SAND, trace of Silt
INF-2
To soil
-
-
-
0-8
-
Very Dark Grayish Brown fine to
1 OYR
3
2
8-11
-
medium SAND, trace of Silt
Very Dark Brown fine to medium
I OYR
2
2
] 1-0
-
SAND, trace of Silt
Dark Brown fine to medium
IOYR
3
3
17-22
SHWT/H20
SAND, trace of Silt
17"
Brown fine to medium SAND,
1 OYR
5
3
22-36
-
trace of Cla
Yellowish Brown fine to medium
1 OYR
5
4
36-48
-
SAND, trace of Clay
INF-3
To soil
-
-
-
04
-
Dark Gray and Yellow Clayey
I OYR
4
1
4-11
-
SAND
Black Silty SAND
IOYR
2
1
11-17
SfYWT/H20
15„
Very Dark Gray fine to medium
1 OYR
3
1
17-31
-
SAND with Silt
Very Dark Grayish Brown fine to
10YR
3
2
31-36-j
-
medium SAND, trace of Cla

0
STORMWATER INFILTRATION TEST RESULTS
TARAWA TERRACE AND MIDWAY PARK
O

Table 5
Guelph Permeameter Test Results
Child Development Centers
Midway Park and Tarawa Terrace
Camp Lejeune Marine Corps Base
Jacksonville, North Carolina
RFTS Job No. 507-09
Site
Tarawa
Tarawa
Tarawa
Midway
Midway
Midway
Midway
Midway
Location
INF-1
INF-2
INF-3
INF-1
INF-2
1NF-3
CNF-4
INF-5
Elevation
24.98'
MSL
23.64'
MSL
23.81'
MSL
31.91'
MSL
31.81'
MSL
31.35'
MSL
30.34'
MSL
30.90'
MSL
Depth (in.)
1035
W)
835
813
8"
811
8"
8"
H3 (cm)
5
5
5
5
5
5
5
5
R, (cm/min)
1.15
0.383
0.36
0.10
0.15
0.10
0.02
0.15
Ris (cm/sec)
0.191
6.38x10"
6.Ox1O"
1.6x10"
2.5x 10-3
1.6x1O"
3.3x10
2.5x10"
H2 (cm) .
10
10
10
10
10
10
10
10
R2 (cm/min)
2.00
0.733
0,66
-
-
-
-
-
R2s (cm/sec)
0.033
0.012
1. l x 10"
-
-
-
-
-
KrS (cm/sec)
1.17x 10"
5.19x 10
4.47x 10
-
-
-
-
-
Kr, (in/hr)
1.6
0.7
0.6
<0.1
<0.1
<0.1
<0.1
<0.1
(D. (cm/sec)
1.07x 10"
0.0118
2.91 x 10"
-
-
-
-
-
a (cm")
0.68
0.043
0.154
-
-
-
-
-
Definition of Terms
RI,2 — Established 3 or more constant rate of water level change (cm/min)
RIS, 2s — Calculated steady state flow rates (cm/sec)
H 1,2 — Maintained Head of H2O (cm)
K f, — Calculated field saturated hydraulic conductivity (cm/sec)
(D,, — Matric flux potential (cm/sec)
a — Alpha parameter
Depth — Depth of well hole (in.)
Location — Test location identification number
Note: Diameter of well is 3.0 cm.
is

j 17F rS
February 15. 2009
Soils Engineering and Testing Services
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville_ North. Carolina 28451
Attention: Mr. Kevin McBride
Reference: Seasonal high Watertable Estimate
Existing Stormwater Pond
Existing Child Development Center
Midway Park
MCB Camp Ujeune, North Carolina
RFTS Job No. 507--09
Dear Mr, McBride:
As requested, ou.r staff visited the site on February 12, 2010 to estimate the seasonal high
watertable at one location near the existing stgrmwater pond located on the west side of
the existing child development center near the intersection of Sutler Drive North and 3'
Streets.
5easQnal HJ�Lh Watertable Estimate
A hand auger bong was advanced to a depth of aplrroxirnately 40 inches below the
ground surface south of the existing pond approximately 15 feet outside of the fenced
area. The encountered soils were logged and visually classified by depth and a Munsell
Soil Color Chart was used to determine the hue, value, and chrorna of the visually distinct
soil layers. CW soil logs are presented in Table. 1 _
Soils encountered in our boring location consisted of fine sand with clay (USCS Soil
Group `SC') in the upper 10 inches and was underlain by Bue sand with a trace of clay
(USCS Soil Group `SP-SC') from 10 inches to 16 inches below the ground surface_ From
16 to 22 inches fine sand with clay (USCS Soil Group `SC') was encountered, and from
22 to 28 inches silty sand (USCS Sail Group `SM') was encountered. Clayey sand
(USCS Soil Group `SC') was encountered from 28 inches to the boring tetatination. depth
of 40 inches. Comparison of the soils to the Munsell Chart suggests the presence of a
zone of aerated sons indicative of their occurring alcove the seasonal high water table
extenditrrg to a depth approximately 22 inches below the existing ground surface. A
measurement made 30 minutes after augaing indicated a depths to standing water in the
borehole of 27 inches below the existing ground surface_
RFrS, PLLC Committed to Ae*onsive Service OMOW 910-458-1377
1305 3A [:WWAa 15M" Ave N
C8(09" O"Ch. North Carolina 29128 WWW rft*HC.cwnt Fmc: Q10-4BM261

E
L"
4)
Cape Fear Enginming, Inc_
RFTS Job No. 507-09
February 15, 2010
Page Two
Based on the location the hand auger boring was advanced and review of an existing
conditions site plan drawing of the area, we estimate the approximate grou�nd,sbrlaq a
elevation, to' be 7+30: MSR.
CLOSURE
This seasonal high water estimate should be reviewed by appropriate regulatory
authorities before fioalizing the details of any civil design, Please find attached our field
data. If you have any questions after reviewuig this letter, please do not hesitate to
contact us at your convenience.
Sincerely,
'S, PLLC
David L, Winstead
Field Operations Manager
DLW/dlw
Altt dunents
Fax Copy_ Mr_ Jay Hosteft, spiel SeNtm Co., Inc.

Table 1
Mwisell Soil Classifications
Existing Stormwater Pond
Existing Child Development Center
Midway Park
MCB Camp L*uve, North Carolina
Rl~TS Job No. 507-09
Loc
Soil DeScAption
Hue
Value
Chroma
TJepth
Comments
1
TOPsDil
-
-
_
04
Very Dark Gray 6ne SAND xvith
2.5Y
3
l
4-10
-
C
Very Dark Gray and sight Gray
2.5Y
3/7
'l2
10-16
-
fim SAND, trace of Slay
Light Yellowish Brown and Dark
2.5Y
+6/3
3/1
16-22
-
Gray fine SAND some Clay
Black fine S±X SAND
2,5Y
2.5
1
22-23
rsE[WT/lr�,,( 27".`
U& Brownish Gray Clayey
2.5Y
b
2
28 4U
SAND
3C�.0 — 21 — 2 7.1
A
0

IV,
10
-'DRAINAGE--AREN
�AL AREA:-66,381,SF-(1.52 A
E R v 10 u 6 -A R EA.--�3 0 -,0 8 9 -S F
COMPOSITE _-R� U IN 0 F F�
COEFFICIENT "C": 0.56m
V
LF-0 I —we
a Ww
w ?,UNOFF L
w
TOTAL AREA: -59
XIIVIPERVIbu'sl�
compj osil
O'E' 116. I'E
SITE FRqM_TWS_CATCH_BASIN_ w w
"RCP I ------------- T
rl SF -37 AC)
17,166 SF
RUNOFF
C": 0.44
4�
RX�644 �rl7v 11--DRAINAGE AREA - C
.� '\1 TOTAL AREA: 201,494 SF (4.63 AC)
PERVIOUS AREA: 39,137 SF
COMPOSITE'RUNOFF COEFFICIENT "C": 0.37
&Y
C2
w ?,UNOFF L
w
TOTAL AREA: -59
XIIVIPERVIbu'sl�
compj osil
O'E' 116. I'E
SITE FRqM_TWS_CATCH_BASIN_ w w
"RCP I ------------- T
rl SF -37 AC)
17,166 SF
RUNOFF
C": 0.44
4�
RX�644 �rl7v 11--DRAINAGE AREA - C
.� '\1 TOTAL AREA: 201,494 SF (4.63 AC)
PERVIOUS AREA: 39,137 SF
COMPOSITE'RUNOFF COEFFICIENT "C": 0.37
&Y
C2
T
2R-0.
I I
PRE -CONSTRUCTION
DRAINAGE AREAS
I J_ $ w f
w
1
I'l ER DRIV_ a 13
-All
fit/7
OFFSITE RUNOFF
COMING TO THIS CATCH
BASIN IS ASSUMED TO
BE EQUAL TO OR LESS
THAN THE FULL -FLOW
CAPACITY OF THE
STRUCTURE'S EXISTING
OUTLET PIPE (24" RCP @
030" SLOPE = 11 5 f�ccz
o
If
VV0
pro
MIDWAY PARK - CDC
STORMWATER CALCULATIONS
5-26-10

DRAINAGE AREA - 3
TOTAL AREA: 7,495 SF (0.17 AC) �11 /$\� RUNOFF LEAVES SITE FROM THIS CATCH BASIN
IMPERVIOUS AREA: 3,711 SFbaA f / �,<$ a' VIA EXISTING 36" RCP ACROSS BUTLER DR: NORTH
RUNOFF COEFFICIENT 0.59- r %
RN�'r• r a no,Vr prn��rrr
iJ�RI�= �• `-�.^ice_ �. /�-rrr--�.il� �� �•.� �_� �`r
�_�_^-��" cw�sT:�:r �^_ri�i�i! ii-�. -.::..ilk .'•.�n.1lJrT•'7.:-L'4� // / /i �J//>%/. �J��%i%�%`J"/�i�����i�/J����,fJ�/����1 /�///i
q
\•r `�� �° � ; , 111 �••,� `���I�-'�,/I
,
3uN 2 g nit
—F
�:=_ DRAINAGE AREA r ` `zs 75t
.� 5� TOTAL AREA: 15,724 SF (0,36 AC) -� IMAGE ARIMPERVIOUS AREA: 3,768 SF TOTAL AREA: 17,485C)
OMPOSlTE RUNOFF COEFFICIENT IMPERVIOUS AREACOMPOSITE RUNOFF NT i
"C":0.40
/ 'Y' � ti I I 1� � l � , ;! • ,PAR
IMAGE AREA - 2 WEST POND ; /i'
) � • ' . / ,!•`' `L — —'— — — �,. ARE
TOTAL AREA: 63,197 SF (1.45AC)
IMPERVIOUS AREA: 39,427 SF I ' f,,, sy/ ,DRAINAGE
:OMPOSITE RUNOFF COEFFICIENT, as��kiTOTAL AREA: 7,100 S r , •.I
ff C f�yD��68� a�•; ��/� ,�I (0.16 AC) i V%�//0//J�'Ill , i ti IMPERVIOUS AREA:
COMPOSITE RUNOFF
/,COEFFICIENT "C": 0.21
7-0
'•"� r� ti � e' c•wvrw. r[�� j
in
DRAINAG AREA-7
TOTAL AREA: 30,328 SF,
(0.70 AC)
%
PERVIOUS AREA: 8,662 SF -
COMPOSITE RUNOFF 's
COEFFICIENT, "C"' 0.44
DRAINAGE AREA -13
TOTAL AREA: 8,4615 SF (0.19 AC); IMPERVIOUS AREA: 4,080 SF^
COMPOSITE_ RUNOFF, COEFFICIENT "C": 0'58
r ... �..� -� 1. i. 11
DRAINAGE AREA - 8_ �� ` b �i"N
TOTAL AREA: 24,187 SF (0,56 AC)
IMPERVIOUS AREA: 5,601 SF
OMPOSITE RUNOFF COEFFICIENT ,. C"
0.40 •"" 6RAINAGE
/J AREA - 9
Sr I TOTAL AREA: / �• I A 1
ST � DRAINAGE AR { �'� �
sr 7,362 SF , (DA-1 INCLUDES AREAS 9,10,11)
(0.17 AC) TOTAL AREA: 117,091 SF (2.69 AC)
IMPERVIOUS
AREA: 263 5F
y IMPERVIOUS AREA: 69,235 5F
.r � COMPOSITE RUNOFF COEFFIGIENT/
COMPOSITE / ,,
RUNOFF 6 �� // �J •
"COEFFICIENT��//
J
PART OF.'DRAINAGE AREA -�1 / //%
0 / REA i I /
r ,/ •.I n : iriri a o .r .- c ri a ri /n r :/ /ir,.. n •./� � r /// r �%
DRAiN
I I, A EAR A - 10
r 'ir TOTAL AREA: 16,008 SF (0.37 AC) X r,` ��/// I h I ��
IMPERVIOUS AREA: 1,517 SF IM1
COMPOSITE RUNOFF COEFFICIENT
"C" 0.30
f/ii ,. /// iiirn✓.. iii//f ifri/i,i i/i %%/�'%':' %/% �; DRAINAGE AREA - 14
DRAINAG AREA -11 ' Y. �• ' �. ; / % j //r. TOTAL AREA: 6,545 SF (0.15 AC)
TOTAL AREA: 9,2$8 , / ' ' / / / / / I IMPERVIOUS AREA: 2,660 SF
I' SF (0.21 AC) 1000MPOSITE RUNOFF
IMPERVIOUS AREA: ; j i';' y; ///f-/ i � COEFFICIENT "C": 0.52
COMPOSITE
� '� • OFFSITE RUNOFF
RUNOFF COEFF. r,,s �' /• / / / / `� / %/,/ � � �
"'' / r ' - / COMING TO THIS CATCH
"C 0.32 �'j/,syl ��; rr ' • !' _ /�% s % BASIN IS ASSUMED TO
BE EQUAL TO OR LESS
THAN THE FULL -FLOW
CAPA-
/CITYOF"THE
STRUCTURE'S EXISTING
FOUTLET'PIPE''(24" RCP 0
0.30
SLOPE) = 13.5 CFS
DRAINAGE AREA -12
TOTAL AREA: 23,560 SF (0.54 AC)
IMPERVIOUS AREA. 10,411 SF
.OMPOSITE RUNOFF COEFF,ICCIEN'
jil .cQ •a �j / r /f /f/%y'i y� �,� /.� +� 1
yam• tL i pU" ,�2':.-
PROPOSED DRAINAGE AREAS
57
32 d ;,! 1 DRAINAGE AREA - 15
TOTAL AREA: 10,463 SF (0.24 AC)
IMPERVIOUS AREA: 2,429 SF
COMPOSITE RUNOFF
COEFFICIENT "C": 0.40
'v e 1 s �
MIDWAY PARK - CDC
STORMWATER CALCULATIONS
REVISED 5-28-10

Midway Park - CDC
5tormwater Calculations
Proposed Drainage Areas
6/112010 REVISED 6-28-10
Drainage Area
Total Area (sf)
Impervious Area (sf)
Total Area, A (Acres)
Comp. Runoff Coeff., C
2 yr. Precipitation
Intensity, I (inlhr) *
2 yr. Peak Runoff, a
(cfs)
Q = C*I*A
10 yr. Precipitation
Intensity, I (inlhr) *
10 yr. Peak Runoff, q
(cfs)
Q = C*I*A
1 includes 9,10,11
117,091
69,235
2.69
0.66
5,54
9,76
7.20
12.69
1 A
29,881
29,881
0.69
0.95
5.54
3.61
7.20
4.69
1 B
9,857
9,857
0.23
0.95
5.54
1,19
7.20
1,55
1 C
8,194
8.194
0.19
0.95
5.54
0.99
7.20
1.29
2
63,197
39.427
1.45
0.68
5.54
5.46
7.20
7.09
3
7,495
3,711
0,17
0,59
5.54
0.56
7.20
0.73
4
15.724
3,768
0.36
0.40
5.54
0.80
7.20
1.05
5
17,485
3,286
0.40
0.37
5.54
0.81
7.20
1.06
6
7,100
436
0.16
0.27
5.54
0.25
7.20
0.32
7
30,328
8,662
0.70
0.44
5.54
1.68
7.20
2.18
8
24,187
5,601
0.56
0.40
5.54
1.22
7.20
1.59
9
7,362
263
0.17
0.26
5.54
0.24
7.20
0.31
10
16,008
1,517
0.37
0.30
5.54
0.61
7.20
0,79
11
9,288
1,125
0.21
0.32
5.54
0.37
7.20
0.49
12
23,560
10.411
0.54
0.55
5.54
1.64
7.20
2,13
13
8,461
4,080
0.19
0.58
5.54
0.62
7.20
0.81
14
6,545
2,660
0.15
0.52
5.54
0.44
7.20
1 0.57
15
10,463 1
2,429
0.24
0.40
5.54
0.53
7.20
0.69
Midway Park - CDC
5tormwater Calculations
Pre -Construction Drainage Areas
6/1/2010
Drainage Area
Total Area (sf)
Impervious Area (sf)
Total Area, A (Acres)
Comp. Runoff Coeff., C
2 yr. Precipitation
Intensity, I (inlhr) *
2 yr. Peak Runoff, Q
(cfs)
Q = C*1*A
10 yr. Precipitation
Intensity, I (inlhr) *
10 yr. Peak Runoff, Q
(cfs)
Q = C*1*A
A
66,381
30,089
1.52
0.56
5.54
4.70
7.20
6.10
B
59,871
17,166
1.37
0.44
5.54
3.32
7.20
4.32
C
201,494
39,137 1
4.63
0.37
5.54
9.48
7.20
12.32
* NCDOT Storm Drainage design criteria calls for minimum time of concentration to be 10 minutes, for Rational Method calculations. Intensities are based on Tc = 10 minutes, for small drainage areas (<2 acres).
JUN 2 9 2010
'

r u7eni
/'bRAINAGE - l ZE
AREA .3 z9I.
I
Lrl
/ J1 A a
1 li l
k�\ i RUNOFF LEAVES SITE FROM THIS CATCH BASIN ,�f �rasti
\ -~ VIA EXISTING 36" RCP ACROSS BUTLER DR; NORTH
a I au:.3:sv � n:• fS. r:.�.s �
!.lirlO�l'l'1�� lFra.11w._/�1.� �/ / / rbr
ti�i/�p,.L"-•��/h�' •,� "i ;;Y / . /w'-=;,�/�/�..�./��f ����,///%I/ �EPE i 1.1 —.xa. —' ,/.. /i.,,.r r, i' /i ... . / ', r, AREA - 13✓`\ ti m n�s
f r'r /!//iT//%I rs` c 71_•l_LiiY�r �-...L •.Ili iIi 7/i r../i _i-i, ri./ I3i IP 914cs.
:SWALE 91 z9-
��T- PIPEs r\� r t 3° 2
DRAINAGE ln��� 1 ` 5
DRAINAGE 1PE#g ST ARES�
A - 5 `. �. DRAINAGE,%/
AREA - 8
'I �' .�•.� i I , I I I �T IPF�#
/
"AT OF
D/ /DRAINAGERAINAG
9 /
/
,
j AREA - 2 AREA - 9
DRAINAGE AREA - 2
(WEST POND) e \ � / .�'s,�',��,�� �� I I , � �I/ . , /1', / • / / / / � r /, / � Q
f /PART OF DRAINAGE AREA ./�. j',,, Y� ; /%/�� ./// lT = �Q tc►
'1If ''/; �, Y
' ,may///I/.f•
DRAINAGE
AREA - 6 �/.�./ ,..< . , „ ,.., .r > � •/ . / .%% ."� _
DRAINAGE
/ . �a���'`,:r,. ,_x.F� � . �- h..�^u:: � ., \ �k\ • :���° � AREA • 10 � • %///% • �/ �
_ IT
dt``� % l'`
-�. % I////G
�I �I DRAINAGExo�,
AREA-7 /.,�# DRAT AGE � Q[ , / � • �� I
ARE -11 77 ,77 7,/
WRKSF P
',�DRA[NAGE AREA -1�
i�/l (EAST POND)
`�
VIA
pxj
1 � i/♦ / a /, � / /.f. _/, lam. �,,///� // / /� 1
rU7
No CAT, 94a,
7�/r
DRAI AGE
AREA
-12 A
�I'
;,, � ? �✓ ra<>j' fir.
,� I %� .�,r%3 ♦-:`�"— `ry , �,r(' /6.0 t'�" ' j.�_'.�y.,,6.� �. I [.,;3'�
D,� i < ,V C!V / ` -!/✓12
1 DRAINA
5 %� i �/� ��9 I rr j / sr :-r/,;.—a AREA -15
1 I I'/i'/ '//'/ % 1 I ��tl� v4'�'c ice,• � /> � �'"j'`.. ,s'�• �� ,I�.,l
I6Y:
MIDWAY PARK - CDC
PROPOSED STORM DRAIN SYSTEM STORMWATER CALCULATIONS
REVISED 6-28-10

A
el
et
A
C
F.
Z
0 KEYNOTES - MIDWAY) ❑
a w
L. PRECAST CW_RETE HEADWALL. SEE DETAIL 27/C-503.
L[AIti5 CF C15i�1RBANICF SEE PEERAUT _ _ - .^w�-w�• 2. PRATE. MODEL
ND. STQ7ODDb j-T3,STRulcTDRE-CLNS INLEI. PWIDEROWS AND OR INSTATE ERNE AND
90UNDAF Y PLAti Tn� SHEET _ 4 �^, w - �_ w -�: * : r >E ___ - - - - GRATE. MODEL ND. IALt lI-T3. BY EAST ACCORDANCE
IRON w NC l APPROVED EQUIVALENT.
QQ I w • . - . - 4 -- \ - MATERIALS AND IHSTALEA7LpN TO BE IN ACCORDANCE wl iH NCO07 5[AlIDARbS AND
- - •_� _ .-*-r-_ter-w��e �* r---w�-
llldd::'•• SPECIFIGTIONS-
,y _ _ __ - r ^M - r•. - _ "_'IS-- = --•-+^ 1. 3. PRECAST CONCRETE STOW STRLICTLHE - CATCH BASIN INLET. PROVIDE AM INSTALL ERNE
'l
,7- w -' - '� . .. - - - _ AND FRAME. MWEL NO. SWD-MI. BY EAST JORDAN IRON WOWS. OR APPROLED
"TO, II TJGRATEtl0.50. • "� -4 EQUIVALENT_ uATERIALS AND INSTALLATION 10 BE 4N ACCORDANCE WITH NLDOT
RI
,i ' -•-_ _ -,-- 3914/- ! _ �' __ _ _ '�'_- _Y. IVON)-27.40'-. •._L _ ••- �% STANOARi3S AND SPECIFICATIONS- .
-'ate _ _wp.•1 - - _ _ - _ _ _" _ 39.60 -`i - _ - _ .- _ _ - .�L - «« _ - _ - MJV: 15'fOUi}27d0 _ �'' _ -. ..n �� 4 % 4. STOW DRAIN PIPE (RC'). SEE DETAIL S/C-5p1. SEE PLAN FOR SI7E, SLOPE AND INVERT
-' ELEVAi,ars,
4 �,• .._i3 _ ;� -- - a 1,= "«r.--•sue--•,---F•. --r -ti- - - 157-: 19 �`�. �` LLI _- " y �i5 ROOF DRAIN PIPE (HOPE. N-72 kATER-TIGHT PIPE BY A05. OR APPRWED EW IVALENT).
-' LU - T I.E. T11Dp28.50 � 'ram - _ _ E--� '', s1 /"' `�; ���__ !-l�� • 1'� �r Jir SEE DETAIL 9/C-507, PROVIDE ClEANOUT AT ALL BENDS, TEES AND INTERSECTI DNS. SEE
�L I g _ „' :may- ♦ ` s `e V
_ 1 •J�J� DETAIL 7/C-501.
11.8% 9LF�-�i T1B7RlICTw!l,BO I 1 S ))-j{I 0 J 6. PRECAST CONCRETE POND OUTLET STRUCTURE. SEE SHEET C[ 4pp-M FCI? ADDITIONAL
I I TLC _ WV, 1r w)-28.a6 E .��['St'� /J i e � r �4� ' ' >a _. 1�r' ,.;�, J' J %, rNFDFAfArICN.
33� _ _ _ _ _ _ _ _ NV. 24"IW).25.55 �11,.•4, r 37. 30 77 lam. �m `, ����, - ' 7. DOWISPOUT COLLECTOR. SEE DETAIL 72/C-501. COORDINATE SIZE AND LOCATION OF
• INV. 30'(OVT)=25.55 �YY''�� 'ILl I y •. j �,J+' DOMSPOUTS WITH ARCHITECTURAL DRAWINGS,
TN ST ~sT A �0�4x11• 1 Y Ji ' 4 �./J• 8. CONCRETE MITERED HEADWALL. SEE DETAIL 20/C-502.
329 Lc ST ► } -'� / •5 i 9. CLEANOUT. SEE DETAIL 7/C-501.
A. �I T -sr 10. PRECAST CONCRETE STORM STRUCTURE - CATCH BASIN INLET. PROVIDE AND INSTALL FRAME
AND GRATE, MODEL NO. 6610 "DITCH GRATE". BY EAST JORDAN IRON WORKS, OR APPROVED
�
I.E. IRD'7.3040 "' EQUIVALENT. MATERIALS AND INSTALLATION TO BE IN ACCORDANCE WITH NC110T
�1 E. {AD}SI.00 I.E.(R0�3190 S 1 �IsT -Sl ISTI s®Q''-sY - `� -,.
4
I.E. �p29,95 STANDAfmS AND SPECIFICATIONS.
7 + I A 1 9 L;l0lMTE�220 I. TNGRATE., { L ' 11. PRECAST STORM STRIICTLFIE TO BE 5 Fr. DIAlEIER, MIN.
I17V15'0 . i1%T�79.33 MV. l5i7NP28bO-o-
-r, VVET OErcNr7E3N BASIN EMP'EAS r PONEY. SEE 17. PRECAST CONCRETE STOW STRL1CTl1RE -DOUBLE CATCH BASIN INLET. PROVIDE AND
WV, iS{OUT)=28-80 a SHEET CC-402-M FOR ADDITIONAL INSTALL FRAME AND GRATE. MODEL NO. 5235, BY EAST "DAN IRON WORKS. OR APPROVED
II4Ff7RMATION. SEE EAST POND DRAINAGE EQUIVALENT. MAIERIALS AND INSTALLATION 20 BE IN ACCORDANCE WITH NCODT
/`' -
\ -s i '%'" t a AREA PLAN, SHEET CG-106-M. STANDAIAiS AND SPECIFICATIONS -
L
N 13. PRECAST Op1a7tETE STpPBe STRUCTURE - JIMCTION BOK. PFi0VI0C AND 1-1-L FRAML -I
IR. IIIL E16. i000 - 7YPE A. BY EAST JORBAN IRON eGRNS, DR APPROVED
33.x� ' I I. ) N-P- EQUIVALENT. MA7ERlALS ND INS7µlAT lO F4 BE IN ACCORDANCE FTH NCDOT
T ! II � - � 4 ' SIANDAROi ANQ SPEC IFl CFT IONS
32.90 �� \
f♦♦ jI1 1L1 �F\` YPARK ,Tss v.m \� � } !T ! ror.AAaw0FwvN.wsmpyAlFuarMraITSOF09TFdIAN*
CHILD DEVELOPMENT CENTER �.�-AL
Z i'- seEUN�YAe�a3eLowr�ne�rus+c6�wuuaT.,rs.
rrGRArE IR1NIp3o.70 u5� FFE = 34,4() \ F I s;.6o = r ! r. -__ W -; +-_ * - _W-
7
INVfS'TINp25A0
INN
oc.z4•fDtlTpn.l.N- � � @ � �� \ � 1 , uL 1, :. \ LJ !•� � ! *,� �. _ _ = .4•_ si-� a�-�=C-�rs: � :;�.- _-_ .tit• jt_ •�
10 J2.9p � ' 7 Sir• •..r �} � ... __lL ��' bf�--Si- � '�: ��_ �
6iAAL g' \ 1 .'j :'ti+ _ �I 7'+ V : ✓'r'�P' e' "''=a"' _- -- -+ a` I� �' �_.` E- -r�'Q j St• t S1� i
9 ar
f F I I{_
t l j of [\ \\mm \\\\\\\\\\\\\\\\ \\ .\\\\\\\\ \\\\\\ _' ` I� C r7GRAT> az.7 I _ m r, •; ^ _ ` -
1 F[ L� yyAd 1 INV. 16
INIV. 1Sf Wp28.13._ h ,S k� r' 1 1 • 17 - I I-ti3r-- I _ - h-•r-
j I 4 BI\ •, \-12'-17 17- - aY tF
4 \ i� T'J WV. 18"(OUTkwn.00_
I.E. 0 29.4aLl
m r ALL
g•-RCP{ 1P'A sl �1 EADWALLI,6")v�f
1_1� E p�I` 31.05 \ L•R` 5 / k°# sly `��S} Doi LF 1 , NV..2r,66 f •1, ^r-_ 1 •�i ,-
-'ll6- QI /WKL \ LL _. _ - -- �3 6 n r r `'``l�1 �.s• 1:_, j I� Y f'��,
ING PT 2 S' �'' r • `l•r,53 p{� ' )�.y 7',i _L I. } �ti ��� �s`�I ..T. ri
INV. 24 28.1 P�2pi •'t t1y�7 `� r'. I { -taf
ASRATE00 t J1 6N. ,8'=28.77 W I I2S LF !_;E
INN. 7 S- OJ 29.20 1 l E 11
2I2 fi ✓��. .R�- t .-�.' �7
INV. 18"(DUrp29i I'
B/YALL \ 4ra�3A 1 41 ��'j EE 3a.as I _ 7 .I. •1 Txv u... �37s J1 ,` ter- t
_ ;TNBRATEM,7! E i ` 1!' .\ • + .. / N ¢ si} "¢T _ i `N '�, `
PTV. is fDL7IpQ656�.•IIi .,IIY 1. 7"I. \ - . -�• , . .,J=� �ti--r�r:.-+--ry--��-'"r-- ,,.� _ _ - I .`' I _ �-_ -7- ' .�✓�'�
4
r--27�OOJ + \ \I 3400
33.SS 33.15 7 1 0 I
3 .6
IN
911Arwm
7Tp27.67
TIGPATTE KM).29.90
�_�_+I�/ Ihv. 15'pN]•28.80
't3_40 �.l`"", :IL_ � - '� YC{OV!�%•2926.87
wf'M 50-TIGR5TE-32.55 I1 In I - ` r `%�.. % ,
INV. 15JOUTr309A-``�,•
EAMALL1,6'jSs.10
NV..i8.7S ..
HEAOWALUl "Ifr
JJ }{
f�!J•J;J -1-INV.=29 E111 j �I E _ '
' � - -' :-=` ?� 31-a 51.39 � � • Lu4rrS OF DISTURBANCE. SEE PLRMYr
3.1.55 34.40 - L BOUNDARY PLAN. THIS SHEET
F : ` , ." I j^ ,° ["� • IMTS OF DISTURIi+VJCE'{-
% SMPFiAUTBOLINIXOM,-
• I ` t r w'n' ' . �i' ... •PLAx. TFE44 St1EE?�� . _ . � - � •- 34.09 I I + . .
PRl13N:W rRUI= MIDWAY GRADING & DRAINAGE JUN 2 9 2010
NORTH NDHIH GRAPHIC SCALE SUPERCEDES NL4.IERIC SCALH
0 15' 30' 60' JJ �j y.
SCALE: 1' = 30'
� 7
,4;,,n i Jµ--" �..A.i- �a':lT.
-I' . �__-ESS'-' 6-.7�F.•_a
171078CT TRUE PERMIT BOUNDARY PLAN
NORTH NORTH GRAPHIC SCALE SUPERCEDES NUMERIC SCALE
100' 200'
SCALE: 1" = 100'
U,. T.W.
Ulna
LonV
pirecllon
L,
27.753
S21' 56' 24.56'w
L2
30.265
304- 46- 19.487E
L3
22.774
S22' 01' 02.57E
L4
40,792
$47' 22' t19 79'E
L5
10.745
S37 1S' 40.98'W
2
101560
$53, IV so-O8"E
L7
10.640
N36, 55' 4i.95"E
L8
=232
Syr 47, 34.401E
L9
10.50
N38. 2W 2249-E
!10
7t097
N3V 07 4L22'W
L11
M...NIT
lY 53.97E
L12
1 47.312
97Y IN 38 OVE
L13
131.890
SW 46. 51.25'E
1­14
$1.321
ser 17 37.88'w
L15
79.642
1450- 39' 23, 22-W
L16
121.538
S39- 15 16L64''
L77
1.060
550' 30' 01.31 -E
LID
120.297
N39' 1S- 42.98-E
L19
76.043
550' 3T 2A.52-E
L20
1J4.028
539' 21' 08.35"w
L21
69.233
HBO' 37' 41.37'W
the %bl.
LA.. A
Lmpth
Dk tko
L22
1.467
S40' 51' 29, 50'w
L23
70565
SW 40' 37.41"E
L24
136.122
N39' 24' 52.34'E
L25
91.535
N54- 45' 32, 66'E
L26
82.406
gyp' I1' 28-74 E
L27
35236
S2Y 0V 09,30`w
L28
4.43T
SW Dr 11.39"W
L29
2D5.p63
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t.30
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L31
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L32
5>_588
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L34
26.661
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L35
30.581
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11.446
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L45
50.044
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L46
28.7Q
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L47
1C.709
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Midway Park - CDC
Stormwater Calculations
Proposed Drainage Areas
6/1/2010
Drainage Area
Total Area (sf)
Impervious Area (sf)
Total Area, A (Acres)
Comp. Runoff Coeff., C
2 yr. Precipitation
Intensity, I (inlhr) "
2 yr. Peak Runoff, Q
(cfs)
Q = C*I*A
10 yr. Precipitation
Intensity, I (inlhr) *
10 yr. Peak Runoff, Q
(cfs)
Q
1
84,053
66,233
1.93
0.80
5.54
8.52
7,20
11.08
1 A
29,881
29,881
0.69
0.95
5.54
3,61
7.20
4.69
1 B
9,857
9,857
0.23
0,95
5.54
1.19
7.20
1,55
1 C
8,194
8,194
0.19
0.95
5.54
0.99
7.20
1.29
2
63,197
39,427
1.45
0,68
5,54
5.46
7.20
7.09
3
7,495
3,711
0.17
0.59
5.54
0.56
7,20
0.73
4
15,724
3,768
0.36
0.40
5.54
0.80
7,20
1.05
5
17,485
3,286
0.40
0.37
5.54
0.81
7.20
1.06
6
7,100
436
0.16
0.27
5.54
0.25
7.20
0.32
7
30,328
8,662
0.70
0.44
5.54
1.68
7.20
2.18
8
24,187
5,601
0.56
0.40
5.54
1.22
7.20
1.59
9
7,362
263
0.17
0.26
5.54
0.24
7.20
0.31
10
16,008
1,517
0.37
0.30
5.54
0.61
7.20
0.79
11
9.288
1,125
0.21
0.32
5.54
0.37
7.20
0.49
12
23,560
10,411
0.54
0.55
5.54
1.64
7.20
2.13
13
8,461
4,080
0.19
0.58
5.54
0.62
7.20
0.81
14
6,545
2,660
0.15
0.52
5.54
0.44
7.20
0.57
15 1
10,463 1
2,429 1
0,24 1
0.40
5.54
0.53 1
7.20
0.69
Midway Park - CDC
Stormwater Calculations
Pre -Construction Drainage Areas
611 /2010
Drainage Area
Total Area (sf)
Impervious Area (sf)
Total Area, A (Acres)
Comp. Runoff Coeff., C
Inten
2 yr. EF�
, Q
(cfs)
Q = C*I*A
10 yr. Precipitation
Intensity, I (inthr) `
10yr.Peak Runoff,Q
(cfs)
Q = C*I*A
A
66,381
30,089
1.52
0,56
5.54
4.70
7.20
6.10
B
59.871
17,166
1.37
0.44
5.54
3.32
7.20
4.32
C
201,494
39,137
4.63
0,37
5.54
9.48
7.20
12.32
* NCDOT Storm Drainage design criteria calls for minimum time of concentration to be 10 minutes, for Rational Method calculations. Intensities are based on Tc = 10 minutes, for small drainage areas (<2 acres).

Camp Lejeune — Midway CDC
Stormwater Pond Calculations — East Pond
0 5-20-10
TREATMENT VOLUME
Calculate the Required Treatment (Temporary) Storage Volume:
(V=3630 x Rd x R, x A) from gage 3-3, NCDENR BMA Manual
Rd = 1.5 in. (Design Storm Rainfall Depth — Coastal Region)
R, = 0.05 + 0.9IA, where IA = Impervious Area/Drainage Area
A = Drainage Area in Acres
For East Pond, Drainage Area = 84,053 sf = 1.93 ac.
Impervious Area = 66,233 sf = 1.52 ac.
IA = 66,233/84,053 = 0.79
R, = 0.05 + 0.9(0.79) = 0.76
—i V = 3630 x (1.5in.) x (0.76) x (1.93ac.) = 7986 W - required treatment volume
Check volume available between elevations 30.00 Permanent Pool and 30.80:
Contour Area rr 30.00: 2,128 sf (Forebay) + 6,762 sf (Main Pond) = 8,890 sf
Contour Area G?a 30.80: 2,715 sf (Forebay) + 8,887 sf (Main Pond) = 11,602 sf
• —> Volume available = (11,602 + 8,890 sf)/2 x 0.8 ft. = 8,196 ft' > 7986 (req'd) OK
SURFACE AREA
Calculate the Required Surface Area at the Permanent Pool_ Elevation:
From Table 10-4, Chapter 10, BMP Manual (For 90% TSS Pollutant Removal Efficiency)
Assuming average depth of 3 fl., with a percent impervious cover of 80% (76% rounded Grp):
Required surface area is 9.4% of the total drainage area
—+ 9.4% of 84,053 sf = 7,900 sf < 8,890 sf provided OK
AVERAGE DEPTH
Calculate the Average Depth of the Wet Detention Basin (East Pond):
From Page 10-5, Chapter 10, BMP Manual:
Average Depth (d cv) _ /0.25(1+Arw,j,,r�At-c,mP�aril + (Arur wf +Aivp.,,d1/2 x (Depth/Aeis�,er�]
where:
Surface area at the bottom of shelf (includes Main Pond and Forebay) ft'
APcrmroo[ = Surface area at the permanent pool elevation -(includes Main Pond and Forebay) ft'
�A,3,p,,d = Surface area at the bottom of pond excluding sediment storage (Main Pond only) R2
Depth = Vert. distance between the bottom of shelf and bottom of pond (excluding sediment storage) ft
-- d,,V = [0.25(I + 7,041 /8,890)] + [(7,041 +402)/2 x (5.5/7,041)] = [0.45] + [2.90] = 3.35 ft. > 3 OK

Midway CDC — East Pond Calculations
Page 2 of 2
VOLUME OF FOREBAY
® Check the Permanent Pool Volume of the Forebay compared to the Total:
Forebay permanent pool volume should be between 18-22% of the total permanent pool volume
Permanent Pool Volume in Forebay = 3,904 ft3
Pennanent Pool Volume in Main Pond = 14,599 1.13
— Total volume = 18,503 ft3
Forebay is 3,904/18,503 = 21% of Total Volume OK
•

0
-----------
RD
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RD
F--
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SF SF
-SF
31
1�6
30
77
POOP
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CiLmi
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Z(V -/I W.
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"7 2 1 Z 7.9 5 (PVM - fw)
lb-S 2449.28 (T/Smf)
34 z6Q.-Il
(TEMP. skbe�
mlvWA%( - Cvc - STI<nt�¢.
EAST Po*40 DeSVW
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-SF
31
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30
77
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EAST Po*40 DeSVW

Pond Report
Hydraflow Hydrographs Extension for AuloCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, May 19, 2010
Pond No. 2 - East Pond - Forebay
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 26.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incl. Storage (tuft) Total storage (cult)
0.00
26.00
166
0
0
1.00
27.00
461
301
301
2.00
28.00
878
658
959
3.00
29.00
1,451
1,153
2,112
3.50
29.50
1,801
811
2,923
4.00
30.00
2,128
981
3,904
4.
1,148
5,05
5,00
31.00
2,863
1,332
6.384
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[S]
[Cl
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 0.00
0.00
0,00
0.00
Invert Ell. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= -
-
-
Length (ft)
= 0.00
0.00
0-00
0.00
Multi -Stage
= No
No
No
No
Slope [%)
= 0.00
0-00
0.00
nfa
N-Value
= ,000
.000
.000
nla
Orifice Coeff.
= 0.00
0.00
0.00
0.00
E01.0nlhr)
= 0.000 (by
Contour)
Multi -Stage
= nla
No
No
No
TW Elev. (ft)
= 0.00
Note'. CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) cortrol. Weir risers checked for orifice conditions (ic) and
submergence {s).
Stage 1 Storage 1
Discharge Table
Stage
Storage
Elevation Clv A Clv B Cfv C PrfRsr Wr A Wr B Wr C Wr 0 Wit
User Total
ft
tuft
ft cfs cfs cfs cfs cfs cfs efs cfs cfs
cfs cfs
0.00
0
26.00 --- --- --- --- --- - ---
--- 0.000
1.00
301
27,00 --- --- --- ---
- 0.000
2.00
959
28.00 --- --- --- -.-
0.000
3,00
2,112
29.00 -- --- --- --- --- ---
--- 0.000
3.50
2,923
29.50 --- --- --- --- -
--- 0.000
4.00
3,904
30.00 --- --- --- --- --- ---
0.000
4.50
5,052
30.50 --- --- --- --- ---
0.000
5,00
6,384
31.00 -- - -- - --- --- - --
0.000
V TOIIAL Ct-acA'&C L*-0 a 709)4. ?b%L EILWI = 3904- t 14599 = [ 5,503 eF
Fo¢IESA-1 V01,a PVXA,%, %5- bS ! - °Zo = Z ° o AF fit- �J
HAW
0 1[otwqlr A ml.Ake '�Cnwesl RV. 3b.6b � 3�.oa = C 1VAr - 391,�) +(ZZ,-777 - l4F-M�
Z4 80 + 6 112>

Pond Report
•
0
Hydraflow Hydrographs Extension for AutOCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, May 19, 2010
Pond No. 1 - East Pond - Main
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation, Begining Elevation = 24.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
24.00
402
0
0
1-00
25.00
839
607
607
2.00
26.00
1,403
1,109
1,716
3.00
27.00
2,045
1,714
3.429
4.00
28.00
2,789
2,407
5,836
5.00
29.00
4,125
3.435
9,271
5.50
29.50
5,241
2,336
11,607
6.00
30.00
6,762
2L992
14,599 _
6.50
30.50
8.441
3,793
18,391
7.00
31.00
9,106
4,385
22,777
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [g] [C] [Dj
Rise (in)
= 0.00
0.00
0.00
0,00
Crest Len (ft)
= 0.00
• 0,00
0.00
0.00
Span (in)
2 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0-00
0.00
0.00
0,00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 0.00
0,00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
- --
_
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0,00
nta
N-Value
= .000
.000
.000
nla
Orifice Coeff.
= 0.00
0.00
0.00
0.00
EAL(inthr)
= 0.000 (by Contour)
Multi -Stage
= nfa
No
No
No
TW Elev. (ft)
= 0,00
Note: Culvert)Orifice outflow$ are analyzed under inlet (ic) and outlet (0c) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage 1 Storage !
Discharge Table
Stage
Storage
Elevation CIv A
Clv B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
It
tuft
ft cfs
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
24.00
_._ . -- -- - - 0.000
I.00
607
25.00 ---
-- _ ... •-- ... --- --- .•. --- 0.000
2.00
1,716
26.00
.._ ... __- --- 0.000
3,00
3,429
27.00
._ ... --_ -_- _.- 0.000
4.00
5,836
28.00 -•
- - -- --- -- 0.000
5.00
9,271
29.00 ---
- --- 0.000
5.50
11,607
29.50
..- -- --- --- --- 0.000
6.00
14.599
30.00 ---
-- --- --- 0.000
6.50
18.391
30.50 ---
--- --- --- 0.000
7.00
22.777
31.00 ---
-- --- - -- - --- --- --- 0.000

•
Average Depth Calculation - Wet Detention Basin
Figure 10-2b - NCDENR Stormwater BMP Manual
511912 010
East Pond West Pond
A (Bot_Shelf) (sf) 7041.3 A (Bot_Shelf) (sf) 3990.76
A (Bot_Pond) (sf) 401.68 A (Bot_Pond) (sf) 312.6
A (Perm —Pool) (sf) 8890.03 A (Perm_Pool) (sf) 5407.65
Depth (ft) 5.5 Depth (ft) 5
Average Depth (ft) 3.35 Average Depth (ft) 3.13

Camp Lejeune — Midway CDC
Stormwater Pond Calculations — East Pond
6-28-10
TREATMENT VOLUME
Calculate the Required Treatment (Temporary) Storage Volume:
(V=3630 x Rd x R,, x A) from Page 3-3, NCDENR BMP Manua]
Rd = 1.5 in. (Design Storm Rainfall Depth — Coastal Region)
Rv = 0,05 + 0.91,,, where I„ = Impervious Area/Drainage Area
A = Drainage Area in Acres
For East Pond, Drainage Area = 1 ] 7,091 sf = 2.69 ac.
Impervious Area = 69,235 sf = 1.59 ac.
I„ = 69,235/117091 = 0.59
R, = 0.05 + 0.9(0.59) = 0.58
--> V = 3630 x (I.5in.) x (0.58) x (2.69ac.) = 8,521 ft' - required treatment volume
Check volume available between elevations 30.00 (Permanent Pool) and 30.80:
Contour Area @ 30.00: 2,128 sf (Forebay) + 6,762 sf (Main Pond) = 8,890 sf
Contour Area @ 30.90: 2,789 sf (Forebay) + 8,996 sf (Main Pond) = 11,785 sf
—> Volume available = (11,785 + 8,890 so/2 x 0.9 ft. = 9,303 fe > 8,521 (req'd) OK
SURFACE AREA
Calculate the Required Surface Area at the Permanent Pool Elevation:
From Table 10-4, Chapter 10, BMP Manual (For 90% TSS Pollutant Removal Efficiency)
Assuming average depth of 3 ft., with a percent impervious corer of 60% (59% rounded up):
Required surface area is 7.0% of the total drainage area
— 7.0% of 117,091 sf = 8,196 sf < 8,890 sf provided OK
AVERAGE DEPTH
Calculate the Average Depth of the Wet Detention Basin East Pond):
From Page 10-5, Chapter 10, BMP Manual: 7JUN 2 9 2010
Average Depth (d,,,,) = J0.25(1+ARAner1AP,,.Pnnd1 + J (ABAh,rf+ AR/rn„d)/2 x (Depth/A jv j7e,�J BY.
where:
A13,s,,v,te = Surface area at the bottom of shelf (includes Main Pond and Forebay) ft'
ApeYmpoo, = Surface area at the permanent pool elevation (includes Main Pond and Forebay) ft'
A,jrpond = Surface area at the bottom of pond excluding sediment storage (Main Pond only) ft'
Depth = Vert. distance between the bottom of shelf and bottom of pond (excluding sediment storage) ft
—> dAV = [0.25(I + 7,041 /8,890)] + [(7,041 +402)12 x (5.517,041)] = [0.45] + [2.90] = 3.35 ft. > 3 OK

Midway CDC — East Pond Calculations
Page 2 of 2
VOLUME OF FOREBAY
Check the Permanent Pool Volume of the Forebay compared to the Total:
Forebay permanent pool volume should be between 18-22% of the total permanent pool volume
Permanent Pool Volume in Forebay = 3,904 ft3
Permanent Pool Volume in Main Pond = 14,599 ft3
—> Total volume = 18,503 ft3
Forebay is 3,904/18,503 = 21 % of Total Volume OK
JUN 2 9 2010
BY:

Camp Lejeune
Midway CDC
Stormwater Calulations - East Pond
Orifice Flow 1 Treatment Time Calc.
6/2812010
Temporary Storage Volume (cf) = 8196.00
Total Mead (Temp Storage - Inv. Orifice) (ft.) = 0.90
Orifice Diameter (inches) = 1.75
Coefficient of Discharge = 0.59
Cross -Sectional Area of Orifice (so = 0.02
Acceleration of gravity (ftlsecz) = 3220
0 = C a *A'(2gH) o.s (Pg. 3.5.2, BMP Manual)
(H is assumed to be Total Head13)
Resultant Flow, Q (cfs) = 0.04
Time to Discharge (Days) = 2.19
JUN 2 9 2010
Y.

Midway Park - CDC
Stormwater Calculations
Proposed Storm Drain System - Pipes
6/1/2010 -- REVISED 6-28-10
Pipe No.
Pipe Size
Pipe Slope %
Contributing Drainage Areas
Total yr. Peak
Flow, Q (cfs)
10 yr. Velocity
(fps)
Pipe Full -Flow
Capacity (cfs)
1
18" RCP
2.0
1 (Includes 9, 10 & 11)
12.69
10.03
16.09
2
24" RCP
0.4
*Offsite, 14,15
14,76
5.60
15.50
3
15" RCP
0.5
1 C, 9
1.60
3.57
4.94
4
15" RCP
1,0
14
0.57
3.43
7.00
5
15" RCP
0.6
1A
4.69
4.95
5.42
6
15" RCP
0.5
9
0.31
2.10
4.94
7
15" RCP
0.5
11
0.49
2.49
4.94
8
15" RCP
0.5
12
2.13
3.81
4.94
9
30" RCP
0.4
-Offsite, 13, 14, 15, East Pond
Discharge
15.61
5.81
28.10
10
15" RCP
1.0
West Pond Discharge
0.03
1.36
7.00
11
15" RCP
0.8
8
1.59
4.24
6.26
12
15" RCP
0.6
7, 12
4.31
4.85
5.42
13
15" RCP
1.0 1-13,
East Pond Discharge
0.85
3.74
7.00
14
15" RCP
3.0 1
East Pond Discharge
0.04
1.81
12.12
JUN 99 2010

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Pond Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 300 2008 by Autodesk, inc. v6.052 Wednesday, May 19, 2010
Pond No. 5 - West Pond - Forebay
40 Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 24.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00
24,00
87
0
0
1.00
25.00
289
179
179
2.00
26,00
616
442
621
3.00
27.00
1,067
831
1,452
3.50
27,50
1,324
597
2.049
4.00
28.00
1,591
728
2,776
4.50
28.50
1,869
864
3,640
Culvert/ Orifice Structures
Weir Structures
[A]
[Bl
[Cl
[PrfRsr]
[A]
[Bl
[C]
[Q]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 0,00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 0.00
0.00
0.00
0.00
Invert El, (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= --
- -
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%) '
= 0.00
0.00
0.00
nla
N-Value
= .000
.000
.000
n!a
Orifice Coeff.
= 0.00
0.00
0.00
0.00
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage
= nla
No
No
No
TW Elev. (ft)
= 0.00
Note: CulvertlOrifice outflows are analyzed under Inlet (ic) and outlet (oc) control, Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage 1 Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr 8 Wr C Wr D Exfil User Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
0.00
0 24.00
--- - -
- 0.000
1.00
179 25.00
- --- --- --- ---
--- -- --
--- 0.000
2.00
621 26.00
- - - --- ---
--- ... - -•
- 0.000
3.00
1,452 27.00
- --- -__ - .
-
--- 0.000
3.50
2,049 27.50
- - - ---
--- -
-- 0.000
4.00
2,776 28.00
-- --- - --- ---
- --- --- ---
- 0,000
4.50
3,640 28.50
--- --- --- ---
_-_ ---
--- 0.000
o Toy.
S-n4E
. (2'?.5fl�
2j * 87�1 l
o, 8z4 cF
101620 =ffD*
ze49�+ 6 31%
+ 5 ti 9 = tot 10
0

f
Pond Report
Hydraflow Hydrographs Extension for AutOCAD& Civil 3D® 2008
by Autodesk, Inc. v6.052
Wednesday, May 19,
2010
No. 4 - West Pond - Main
.Pond
Pond Data
Contours - User -defined contour areas. Conic
method used for volume calculation. Begining Elevation = 22.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour
area (sqft)
Incr. Storage (cult) Total storage (tuft)
0.00 22.00
313
0 0
1.00 23.00
625
460 460
2.00 24.00
1,041
824 1,284
3.00 25.00
1,577
1,300 2,584
4.00 26.00
2,212
1,885 4,469
5.00 27.00
2,924
2,559 7,028
5.50 27.50
4,084
1,744 8,771
6.00 28.00
5.416
2,367 11,138
6.50 28.50
5,835
2,812 13,950
Culvert / Orifice Structures
Weir Structures
[A] [Bl
[C]
[PrfRsr)
[A] [g)
[C]
[D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft) = 0.00 0.00
0,00
0,00
Span (in) = 0.00 0.00
MID
D.00
Crest El. (ft) = 0.00 MID
0.00
0.00
No. Barrels = 0 0
0
0
Weir Coeff. = O.00 0.00
0.00
0.00
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type = -- --
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope (%) = 0.00 OM
0.00
n/a
N-Value = .000 .000
.000
nla
Orifice Coeff. = 0.00 0.00
0.00
0.00
Exfil.(inthr) = 0,000 (by Contour)
Multi -Stage = nla No
No
No
TW Elev. (ft) = 0.00
Nole: CulverVOrfiice
outflows are analyzed under inlet (ic) and outlet (oc) controi. Weir risers checked for orifice
condition$
(ic) $nd submergerce (s).
Stage ! Storage 1 Discharge Table
Stage Storage Elevation Clv A
Clv B Clv
C PrfRsr Wr A Wr B Wr C
Wr D
Wit User
Total
ft tuft ft cfs
cfs cfs
cfs cfs cfs cfs
cfs
ofs cfs
cis
0.00 0 22.00 -
- - -
- - -- --
---
- ---
0.000
1.00 460 23.00 --
-
- -
--
- --
0.000
2.00 1,284 24.00 --
- -
- - - -
-
--• --
0.000
3.00 2,584 25.00 --
--- -
-•- -- -- --
-
-
0.000
4.00 4,469 26.00 ---
--- ---
---
---
--- -
0.000
5.00 7,028 27.00 ---
-- ---
--- --- --
---
0,000
5.50 8,771 27.50 ---
--- ---
--- --- --- ---
---
--- --
0.000
6.00 11,138 28.00 ---
--- ...
- --- --- ---
---
0.000
;. 6.50 13,950 28.50 ---
--- ---
-- - -
---
0.000
0

Camp Lejeune
Midway CDC
Stormwater Calulations - West Pond
Orifice Flow 1 Treatment Time Ca1c.
7/812010
Temporary Storage Volume (cf) = 5132.00
Total Head (Temp Storage - Inv. Orifice) (ft.) = 0.80
Orifice Diameter (inches) = 1.25
Coefficient of Discharge = 0.59
Cross -Sectional Area of Orifice (sf) = 0.01
Acceleration of gravity (ft/sec2) = 32.20
Q = Ca *A;(2gH) °'S (Pg. 3.5.2, BMP Manual)
(H is assumed to be 'Total Head/3)
Resultant Flow, Q (cfs) = 0.02
Time to Discharge (Days) = 2.85
,JUL 0 9 2010
IV'a��
�!�.. 09 2010
3Y

Average Depth Calculation - Wet Detention Basin
Figure 10-2b - NCDBNR Stormwater BMP Manual
V19l2010
East Pond
A (Bot_Shelo (so
A (Bot_Pond) (sf)
A (Perm —Pool) (sf)
Depth (ft)
Average Depth (ft)
West Pont!
7041.3 A (Sot_Shel fl (so
401.68 A (Bot_Pond) (so
8890.03 A (Perm_Pool) (so
5.5 Depth (ft)
3.35
Average Depth (ft)
3990.76
312.6
5407.65
5
3.13

MEMORY TRANSMISSION REPORT
TIME : 06-16-10 12: 00
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO. 240
DATE
TO ii 9150258704
DOCUMENT PAGES 3
START TIME 06.16 11:5
END TIME 06.16 12:'0
PAGES SENT
STATUS OE
*" SUCCESSFU'- TX N0710E '+
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1

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: (;;� /4 /z2
No. Pages (excl. cover):
To: J"�/ C e From: Jo Casmer
Co: Z Phone: [phone]
Fax: �`- .� O — -s� "" D Fax: [phone]
Re: le al
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] a An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME
FAX NO.1
NAME
FILE NO.
239
DATE
06.16 11:58
TO
R 919104512976
DOCUMENT PAGES
3
START TIME
1b�11:
END TIME
06.16 11.,:59
PAGES SENT
3
STATUS
�: OK i
x"* S;ICCESSFUL TX NOTICE **'
state Of North Garo!♦<ot
]D.P imewt OE I�OVIrQpRnllf[ wpd ZYwig TRl Aspp rr s
WlIm11s14tpe Regtn" blfR—
irevwrSlr IM,aaxa P.rrdww, Gnvwrnnr VAAX or_0pV1P_-1RL sVfwxr.-ir
:06-16-110 11:59
.910-350-2018
:DENR Wilmington
Ll�rw A+kwti-ywo�. :Jecratwry
LNkte: No. Pages <e cl. cover):
1pm : Jo cramcr -
Co:Vhane: f9_ 1UI 796-7336
,-s;r� i !% '�1 /%l dc.J� C✓ .G /yJd Obi -ems o�J .
127C—din.l 1>rive i xaaa.sia.., Wilminaeon, h44-_ 7A405 .[phone] - A:+ R—pl.N a
0

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET .lee Freeman, Secretary
Date: No. Pages (excl. cover):
To: r �" From: do Casmer
Co: Phone: S,l
l/ � 910 796-7336
.. _..
Fax: _ %�Fax: f 910 350-2004
Re: 1// /�lil%� �/� G-�/ Z`i' zmil%' ze 'z2 ii7 ew 7e-
-IV 1;7efIfd�
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] a An Equal Opportunity Affirmative Action Employer

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
June 16, 2010
Carl Baker, Deputy Public Works Officer
USMCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 060147
Midway Park Child Development Center
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit
Application for Midway Park Child Development Center on June 14, 2010. A preliminary in-depth
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. A few areas of the permit application which are required have been left blank- Example,
section 11 item 1, "Specify whether the project is (check one)" is blank. Please review
the stormwater application carefully and resubmit a complete application.
2. State stormwater rules require all built -upon -area (BUA) to be collected and treated
before releasing from the site. Several areas within the site which contain BUA that
bypasses the stormwater pond and goes untreated. Please make the necessary
corrections to ensure, collection and treatment of all BUA within the project area.
3. The stormwater ponds have not been evaluated because the BUA and possibly the
drainage area will change due to the above comments. Be sure to make the necessary
changes to the wet pond supplemental forms and resubmit with the changes to the
plans.
4. Please keep in mind that the changes required by the previous comments may, likely
will, cause other required changes to the submittal package. An example would be
required changes to the calculations if the BUA and/or drainage area changes.
Please note that this request for additional information is in response to _a preliminary review. The
requested information should be received in this Office prior to�june_23, 2010�or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 North Carol i rya
Phone: [phone] FAX: [phone] Customer Service: 1-877-623€748
Internet: www,ncwaterquabty.org ,/ i7t1l ralfil

earl Baker, Deputy Public Works Officer
June 16, 2010
Stormwater Application No. SW8060147
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely,
Chris Baker
Environmental Engineer II
GDS/csb: S:IWQSISTORMWATERIADDINFO120101060147.jun10
cc: Phil Gambreil, P. E., Luckett & Farley
Wilmington Regional Office Stormwater File
Page 2 of 2

s - SN'
For DEN USe NL
Reviewer: Z 4. f—N�
North Carolina Department of Environment and submit:
A'ri;YA'F
Natural Resources
NC®ENR Request for Express Permit Review Time:
Confirm: � L
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(Dncmaii.net
• Fayetteville or Raleigh Region -David tee 919-791-4203; david.lee ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 orpatrick.grogan(Mrigmail.net
• Washington Region -Lyn Hardison 252-946-9215 or! n.hardison ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or ianet.iussellAncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: MIDWAY PARK CHILD DEVELOPMENT CENTER County: ONSLOW
Applicant: JAY HQSTETTER Company: SHIEL SEXTON
Address: 902 NORTH CAPITAL AVE City: INDIANAPOLIS, State: IN Zip: 46204-_
Phone: [phone], Fax: [phone], Email: 'hose [e-mail]
Physical Location:BUILDWG LCH4007. 4TH STREET, MIDWAY PARK, NC 28544
Project Drains into _Q waters - Water classification NSW (for classification see-hfti):I/h2o.enr.state.nc.us/bims/repLorts/reportsWB.htmi)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N. or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: PHILLIP GAMBRELL Company: LUCKETT & FARLEY
Address: 737 SOUTH THIRD ST City: LOUISVILLE, State: KY Zip: 40202-2100 �'�'
Phone:[phone], Fax: [phone], Email: apg [e-mail] MAY 2 8 2010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR. ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: Y # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major Genera[ Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)j
® High Density-Detenlion Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 51 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process wl US ALOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
DENR useoely«ss*sissy*****s**s*r+«+««««««*«+***tar««««r«««+««s+«++«+++*«
Fee Split for multiele permits: ICheck a 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ Lb-, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS March 2009

North Carolina Department of Environment and Natural Resources
.Request for Express Permit Review
Midway Park Child Development Center
Project Information
Located at Marine Corps Base Camp LeJeune, we are requesting an Express Permit Review for the Midway
Park Child Development Center. Thestreet address is Building LCH4007, Fourth St., Midway Park, NC 28544.
In addition to the area of proposed development, we are including an adjacent site in the requested permit. Just
west of the proposed CDC building, there is an existing CDC, with associated parking, that was not permitted at
the time it was constructed. This existing built -upon area is to be treated and permitted along with our proposed
project. The total limits of disturbance, including the disturbed area on the adjacent site, is 221,556 sf, or 5.09
acres. This area will serve as the Project Boundary. "There have not been any wetlands identified in the project.
The project will consist of the construction of a 31,665 SF Child Development Center and 125-space parking lot.
The development will include two wet detention pond BMPs for Stormwater management and treatment of
stormwatcr runoff on the site. The existing CDC roof drains are to be rerouted to the proposed "West Pond" via
underground pipe. The West Pond will also treat stormwater from the adjacent site parking lot. Within the
proposed development area, existing paved recreational courts and existing sidewalks and structures are to be
removed, and the area regraded to allow for proper drainage. Stormwater from the proposed built -upon areas will
be conveyed via catch basins and underground piping to the "mast Pond". A portion of the proposed CDC
building roof drainage will be piped to the West Pond, with the remainder going to the East Pond. "There is an
existing 24" pipe taking stormwater runoff from and through the site. This pipe system is to be rerouted around
the proposed construction to the existing catch basin just south of Butler Drive. Wastewater from the proposed
facility will be conveyed to the public sanitary sewer system via gravity piping to the existing 12" sanitary sewer
main located south of the proposed site. There will be a new domestic water service from the existing; water main
located just north of Butler Drive North.The Child Development Center at Midway Park, Camp LeJeune Marine
Corps Base is being funded through MCON (Military Construction, Navy) appropriations.
Stormwater Information
The Midway Park Child Development Center is located in the White Oak River Basin, and drains to C waters
classified as NSW, with Index 4 19-16-3, The-Stormwater Design is High Density, a commercial development,
and falls under the Coastal State Stormwater Program. The Proposed Total % Impervious Surface is 40.4%.
"['here are no butter requirements for this project location. A geotcchnical analysis has been performed by RFTS
on December 7, 2009. infiltration rates for the Midway Park site were less than 0.1 inches per hour. The
seasonal high water table ranges from 13 to 29 inches below grade. There are no turn lane or road widening
requirements by the North Carolina Department ofTransportation associated with this project. Additionally,
there is no road construction across another property that is necessary to access the project.
There will be two proposed wet detention basin BMPs (achieving 90% TSS pollutant removal) for water quality
treatment of the built -upon areas. Stormwater runoff' from offsite and from open grassed areas are not to be
routed to the wet detention basins, but will be conveyed to the existing catch basin south of Butler Drive via a
separate storm drain system. All roof drainage and runoff from the parking; areas is routed to the basin forebays,
via catch basins, pipes and swales. The existing CDC roof drains currently daylight to the surface grade where
the runoff' is not treated. As part of this project these.roof drain leaders are to be c %ted to a•new;rvof=drain
pipe system draining to the West Pond forebay.���� V �'� '
MAY 2 8 2010

2 .1. 3
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MIDWAY PARK (J /
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sow s ` FFE = 34.00
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ok CV-74 (-��
For DERR Use ONLY
Reviewer. !���
LF"A North Carolina Department of Environment and Reviewer:
submit:
Natural Resources �,
NCDENR Request for Express Permit Review rime: ct
Confirm: Z - 11 —1
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application packag
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;allson.davidson &,,ncmall.net
• Fayetteville or Raleigh Region -David Lee 919.791-4203; david.leeto7.ncmail.net
• Mooresville & -Patrick Grogan 704.663-3772 or patrick. cirogan@ncmail.n0t
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(CDncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russellprtcmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day,
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
2 -26 - It)
Gt— t10Z-_
Q C e-'-*1
Project Name: MIDWAY PARK CHILD DEVELOPMENT CENTER County; CNSLOW
Applicant: JAY HOSTETTER Company: SWEL SEXTON
Address: 902 NORTH CAPITAL AVE City: INDIANAPOLIS, State: IN Zip: 46204-__
Phone: [phone], Fax: [phone] Email: 'host [e-mail]
Physical Location: BUILOING LCH4007, 4T" STREET, MIDWAY PARK, NC 28544
Project Drains into C waters — Water classification NSW (for classification see-http:llh2o,enr.state.nc.usibimsfreports/reportsWB.htm1)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: PHILLIP GAMBRELL Company: LUCKETT & FARLEY
Address: 737 SOUTH THIRD ST City: LOUISVILLE, State: KY Zip: 40202-21CO .J •t,t p S T �--1
Phone: [phone], Fax: [phone], Email: apc [e-mail] l
SECTION ONE: REQUESTING A SLOPING MEETING ONLY
l I I Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO; CHECK ONLY THE PROGRAM U YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerenniai Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetfand (_linear ft or Tacres)
❑ Riparian Buffer Authorization ❑ Minor Variance El Major General Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 3 # Treatment Systems ❑ High Density -Infiltration T #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ElHigh Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide Permit u)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 4_3 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request
Wetlands on Site ❑ Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process wl US ACOE: ❑ Yes 2 No Permit
Received from US ACOE ❑ Yes ® No
*******s****x*********M*****s *For DENfRusl'
Fee Split for multiple permits: (Check# 1 Total fee Amount $
SUBMITTAL DATES
t Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
� � r. Gti,►1d IN A C J
NCDENR EXPRESS March 2009 �� l
r�r_
FEB 1 4i 2010
BY:

North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
Midway Park Child Development Center
Project Information
We are requesting an Express Permit Review for the proposed Midway Park Child Development
Center, located at Marine Corps Base Camp Leleune, . The project street address is Building
LCH4007, 4"' Street, Midway Park, NC 28544. The project site boundary is approx. 4.40 ac., and
approx. 4.26 acres of the project are being disturbed. A wetlands del ineation/determination has not
been performed for this site.
The project will consist of the construction of a 31,746 sf Child Development Center and 125-space
parking lot. The development will include three wet detention pond BMPs for stormwater management
and treatment of stormwater runoff on the site. The existing basketball and tennis courts will be
removed, and the area graded for the proposed building and parking area. There are no existing
permits associated with these development areas; however, there is an existing wet pond at the
northwest corner of the site, that accepts the stormwater runoff from the roof of the adjacent child
development center. This pond was constructed without a permit and does not appear to function as a
wet detention pond BMP in accordance with NCDENR regulations. Part of this project will involve
removing the existing pond, and constructing a new, functional, wet detention BMP which will treat the
runoff from the adjacent CDC building. The proposed sanitary sewer service will connect to an
existing 12" gravity sewer just south of the site. The proposed domestic service and the proposed fire
sprinkler supply will be connected to the public water main just north of Butler Drive. The project also
involves the replacement of approx. 1,0001f of the existing water main. The Child Development
Center at Midway Park, Camp LeJeune Marine Corps Base is being funded through MCON (Military
Construction, Navy) appropriations.
There are a couple of areas of non-compliance regarding the stormwater management that NCDENR
should be aware of.
1. A small portion of the proposed entrance drive (new BUA) to the parking lot will be discharged
through a nearby storm system without pre-treatment through the wet detention pond BMP. Site
characteristics do not allow for proper conveyance of the drainage area to the BMP. Using good
engineering practice, the small drainage area drains to a grassed swale and to the existing storm
system via a pipe culvert.
2. There are also two outdoor play areas adjacent to the building which will not be routed through
the wet detention pond BMP's. These areas have a very small amount of built upon area,
consisting of a 5ft. strip of sidewalk directly adjacent to the building, along with some
playground equipment. The remainder of these areas will be vegetated. It is our opinion that the
amount of these areas that is built upon, is negligible, considering that the runoff will flow over
(and be treated for pollutants by) the vegetated areas prior to entering storm system.
FER 1 0 2010

Stormwater Information
The Midway Park Child Development Center is located in the White Oak River Basin, and drains to C
waters classified as NSW, with Index # 19-16-3. The Stormwater Design is High Density, a
commercial development, and falls under the Coastal State Stormwater Program. The Proposed Total
% Impervious Surface is 44.7%. There are no buffer requirements for this project location. A
geotechnical analysis has been performed by RIFTS on December 7, 2009. Infiltration rates for the
Midway Park CDC site were estimated below 0.1 inches per hour. The seasonal high water table
ranges from 13 to 29 inches below grade. There are no turn lane or road widening requirements by the
North Carolina Department of Transportation associated with this project. Additionally, there is no
road construction across other property that is necessary to access the project.
There will be three proposed wet detention pond BMPs (achieving 90% removal). As discussed in the
non-compliance section, there are two small areas that will not be collected into the wet detention
ponds for treatment. Additional measures will be taken to help treat the runoff from these areas before
they enter into the existing storm systems. Native vegetation, vegetated protection mats, and other
considerations will be taken to preserve water quality and downstream waterway protection. There is
off -site runoff from the adjacent streets that drain onto the project site. This runoff has been routed
through the site by means of underground piping. During construction, temporary erosion prevention
and sediment control measures will be used to limit sediment and other pollutants from entering the
storm system or leaving the site. These measures are to be provided and maintained until the site is
stabilized.
77 G
FER I `0 2010
BY:

OS
Artp-
"e
MIDWAY PARK
CHILD DEVELOPMENT CENTER
FFE = 34.00
411V � JIV
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SITE PLAN GRADING & DRAINAGE

'ARAWA TERRACE & MIDWAY PAF
CHILD DEVELOPMENT CENTERS
RINE CORPS BASE CAMP LEJEUNE, JACKSONVILL
part design]`
ick fi&iFariey
737 South Third Street, Laulsville, Kentucky 40202-2100
502-585-4101 502587-0488Fax wwwduckeit-faday.Com
Master Planning I Architecture I Engineering I Interior Design
Design Build I Building Commissioning I Special Inspections
1853
CONTACT PERSON: PHIL GAMBRELL
j . 1• -N1 .. - 1 f,i I, -
, f r � - ` f .-.i+-sf ��� ��t + � � r sS '� � � �. x•� j/-'f-` � ti 7� _1 `r� � 1!
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t�l�P•err FdrkiF� 1` � .yy� �_�%` � •1�{., j �%y �• �` "- - 1 'il 1 i� rC �s
MIDWAY -
PARK
N
`---,�24�-csi�unePROJ ECT�'
r " } SITE
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TERRACE
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NO SCALE
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FF-q 1 0 2010
E
BY:
n

Russell, Janet
From: Russell, Janet
Sent: Monday, February 15, 2010 10:43 AM
To: [e-mail]; 'Jay Hostetter'; '[e-mail]'
Subject: Tarawa Terrace & Midway Park Child Care Centers
Attachments: Stormwater At Camp Lejeune 2.doc
Gentlemen:
The Express Scope Meeting for Stormwater and Erosion Control for the 2 projects listed above has been scheduled with
Rhonda Hall and Chris Baker on February 25, 2010 at 9:00 AM here in the Wilmington Regional Office, 127 Cardinal
Drive Extension, Wilmington, NC 28405.
For the Stormwater design, please be sure to reference the State of INC BMP Manual and application checklist for items
that are required. The project narratives indicate that not all of the proposed bua is being collected and treated. The
narratives fail to specify how much bua (SF) is not being treated under the current design, North Carolina generally
requires Stormwater treatment from all bua. David Towler with Camp Lejeune can be a great resource for your design
strategies.
I have been advised that both the existing Center at Midway Park (unpermitted) and the proposed Midway Park Child
Care Center can be permitted under the same Stormwater permit. However, all of the bua from both facilities must be
collected and treated.
Please respond to this email to confirm and reserve the meeting date/time. Also, do not hesitate to contact me if I can
be of any assistance.
Thank you,
Janet M. RusselI
Express Coordinator
910 796-7421
NOTE: change in email address: [e-mail]
Email correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.

Rli: Child Care Facilities SW8 060146 abd SW8 060147
Subject: RE: Child Care Facilities SW8 060146 abd SW8 060147
From: "Towler CIV David W" <david.towler a usrnc.mil>
Date: Mon, 21 Jul 2008 08:46:25 -0400
To: "Linda Lewis" <linda.lewis cr ncmail.nct>
Linda,
I haven't forgotten about this issue. However, I would like to make sure I
have looked into every avenue before I give you a definitive answer.
Thanks.
V/r,
David.
---Original Message -----
From: Linda Lewis hailto:[e-mail]]
Sent: Thursday, July 03, 2008 9:52
To: Towler CIV David W
Subject: Child Care Facilities SW8 060146 abd SW8 060147
David:
On June 24, 2006, I gave you copies of the return letters for the 2 daycare
facilities and the Engineer Training Area 2 Expansion that we had received
incomplete stormwater permit applications for, Two more have come to light:
1., SW8 060146 >Daycare facility Brewster Blvd.
2. SW8 060147 >Daycare facility Midway Park 3. Engineer Training Area 2
Expansion (no number assigned) 4. SW8 060262 >Rifle Range NCSR 1103 5. SW8
060263 >Rifle Range NCSR 1503
We're looking for information regarding the status of the projects, and
getting a complete stormwater permit application in house as soon as
possible if the projects are already built. Please advise as to the
status of these projects or submit permit applications to obtain permits.
Thanks,
Linda
I of 1 7/21/2008 8:47 AM

Child Care Facilities SW8 060146 abd SW8 060147
Subject: Child Care Facilities SW8 060146 abd SW8 060147
From: Linda Lewis <[e-mail]>
Date: Thu, 03 Jul 2008 09:51,34 -0400
To: 'fowler C1V David W <[e-mail]>
David:
On June 24, 2008, I gave you copies of the return letters for the 2 daycare
facilities and the Engineer Training Area 2 Expansion that we had received
incomplete stormwater permit applications for. Two more have come to light:
1. SW8 060146 >Daycare facility Brewster Blvd.
2. SW8 060147 >Daycare facility Midway Park
3. Engineer Training Area 2 Expansion (no number assigned)
4. SW8 060262 >Rifle Range NCSR 1103
5. SW8 060263 >Rifle Range NCSR 1503
We're looking for information regarding the status
complete stormwater permit application in house as
are already built. Please advise as to the status
permit applications to obtain permits.
Thanks,
Linda
of the projects, and getting a
soon as possible if the projects
of these projects or submit
1 oi, 1 7/3/2008 9:51 AM

\NA Michael F. Easley, Governor
4tQF G William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
'r Alan W. Klimek, P.E. Director
Division of Water Quality
December 13, 2005
Carl Baker PE, Director
Public Works Design Branch
USMC Commanding General
PSC Box 20004 ATTN,Public Works Officer (Code 405)
Camp Lejeune, NC 28542-0004
Project Name: Midway Park Child Care Facility
County: Onslow County
Project Number: SW8 not assigned
Dear Mr. Baker:
Your recent stormwater management permit application and check #44991 for the $420.00
application fee are being returned because the application lacked the necessary basic
elements to accept it for review. The plans and any other documentation that were submitted
have been discarded or recycled, as appropriate. Please address the following noted
deficiencies and provide the requested information:
® Please submit coastal state stormwater permit applications directly to the Division of
Water Quality in the appropriate Regional Office. The stormwater permit is a separate
permit from the Erosion & Sediment Control permit and will be reviewed and issued by
the DWQ.
® The site plan provided is inadequate. Please provide two sets of readable plans that
contain the information listed on page 4 of the permit application, including existing and
proposed topography, dimensions, scale, drainage features, details, etc.
Based on the sketchy information shown on the plan, and pending submittal of a more
detailed plan, the project appears to cluster it's built -upon area, therefore, it will be
considered a pocket of high density, which will require an engineered control. Since the
Base does not contain property lines, it must provide a means to keep track of the
project limits it uses to demonstrate low density.
® A completed supplement form, March, 1999 version for an engineered control, such as
a wet pond, infiltration basin, bioretention system, constructed wetlands or dry detention
basin with a supplemental swale.
Sealed design calculations for the engineered control.
A signed Operation and Maintenance Plan.
A soils report with Seasonal High Water Table elevation, soil type, and expected
infiltration rate for all infiltration projects.
® Please report the proposed built -upon area in square feet on the application. Small
areas are difficult to verify when reported as acres.
® Please provide the name and classification of the body of water that will ultimately
receive the runoff from this site. The piped collection system or natural drainage for this
runoff is directing it into a body of water somewhere- perhaps Mott Creek or an
unnamed tributary to the New River?
® Normally, Commander Readal signs the stormwater permit applications for the Base.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us One
NorthCarollina
An Equal Opportun4lAffirrrative Action Employer— 50% Recyded/10% Post Consumer Paper vaturallY

Mr. Baker
December 13. 2005
Please resubmit the permit application package to the address below. Note that the 90-day
statutory permit review time begins upon receipt of a complete application. If you have any
questions, please do not hesitate to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
cc: Linda Lewis
ENB/arl: S:1WQSNSTORMWATIRETURNimidwaychildcare.dec05
-AA
Page 2 of 2

OFFICE USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION r
1. Applicants name (specify the name of the corporation, individual, etc, who owns the project):
DEPT OF DEFENSE, USMC, COMMANDING GENERAL
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
CARL BAKER, PE; DIRECTOR PUBLIC WORKS DESIGN BRANCH
3. Mailing Address for person listed in item 2 above:
PSC BOX 20004, ATTN PUBLIC WORKS OFFICER (CODE 405)
City: MCB, CAMP LEJEUNE State: NC Zip: 28542-0004
Telephone Number: { 910 ) 451-3238
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
INTERIM CHILD DAY CARE FACILITY SITE PREPERATION, MIDWAY PARK
5. Location of Project (street address):
MIDWAY PARK
City: MCB, CAMP LEJEUNE County: ONSLOW
6. Directions to project (from nearest major intersection):
ENTER MIDWAY PARK MAIN GATE FROM HWY 24. PROCEED THROUGH GATE AND STRAIGHT ON BUTLER
DR. FOR 0.5 MILES. TURN RIGHT ON THIRD ST. SITE LOCATED ON RIGHT SIDE OF THIRD ST.
7. Latitude:
Longitude:
8. Contact person who can answer questions about the project:
of project
Name: THOMAS BURTON Telephone Number: (910 ) 451-3238-252
II. PERMIT INFORMATION:
1. Specify whether project is (check one)
X New Renewal
Form SWU-101 Version 3.99 Page I of
Modification

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
x Low Density High Density Redevelop General Permit Other
4, Additional Project Requirements (check applicable blanks):
_CAMA Major x Sedimentation/Erosion Control 404/401 Permit �NPDIS Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PRO]FCT INFORMATION
I. In the space provided below, summarize how Stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project,
STORMWATER WILL BE TREATED THROUGH VEGETATED CONVEYANCES AND VEGETATED BUFFERS.
Z, Storrwater runoff from this project drains to the _WHITE OAK River basin.
3. Total Project Area: 3.45 acres 4. Project Built Upon Area; 24 %
5, How many drainage areas does the project have?_ 1
6, Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area i
Drainage Area 2 .
Receiving Stream Name
XXXXXXXXXXXXXXXXX
Receiving Stream Class
XXXXXXXXXXXXXXXXX
Drainage Area
3.42 ACRES
Existing Impervious* Area
0 ACRES
Proposed Impervious*Area
0.89 ACRES
Impervious* Area (total)
26%
Impervious* Surface Area
Draicmge Area 1
Drainage Area 2
On -site Buildings
0,195 ACRES
On -site Streets
0 ACRES
On -site Parking
0.57 ACRES
On -site Sidewalks
0.125 ACRES
Other on -site
0 ACRES
Off -site
0 ACRES
Total: 0.89 ACRES
otal:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of

7. How was the off -site impervious area listed above derived?,
NO STORMWATER RUNOFF CONTRIBUTION FROM OFF -SITE.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
NIA MCB, CAMP LEJEUNE MILITARY RESERVATION
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
NCUse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Storrnwater Management Permit Application Form In
• One copy of the applicable Supplement Form(s) for each BMP `P
• Permit application processing fee of $420 (payable to NCDENR) `l�1
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with earned streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):
Mailing Add
City:
Phone: (
VIII. APPLICANT'S CERTIFICATION
State: Zip:
Fax:
I, (print or type name of person listed in General Information, itern 2) CARL BAKER, PE
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 eftants will bee rdedand that the proposed project complies with the requirements of 15A
NCAC 2H .1 �J
Signatu
Fora SWU-101 Version 3.99 Page 4 of 4
Date: /C� r /;z_ 4J

Permit No.
(to be provided by DPVQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form play be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(1$). Low density requirements and density factors can be
found in 15A NCAC 2H .1005 through .1007,
I. PROJECT INFORMATION
Project Name: INTERIM CHILD DAY CARE FACILITY SITE PREPERATION, MIDWAY PARK
Contact Person: THOMAS BURTON, PE Phone Number: ( 910 ) 451-3238-252
Number of Lots: 1 Allowable Built Upon Area Per Lot*: C. a'� Rur�c5
*if lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area
for each lot. The attachment must include the project name, phase, page numbers and provide area subtotals
and totals.
II. BUILT UPON AREA
See the Stormwater Management Permit Application for specific language that must be recorded in the deed
restrictions for all subdivisions. NA MCB, CAMP LEJEUNE MILITARY RENOVATION
For uniform lot sizes, complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor - the appropriate percent built upon area divided by 100,
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. Lots - the total number of lots in the subdivision.
• BUA/Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
Form SWU-104 Rev 3.99 Page 1 of 2

Calculation:
(SA x DF) - RA - OA = BUA
No. Lots Lot
(�up,
II1. REQUIRED ITEMS CHECKLIST
, S9 'doe s/cam r
Initial in the space provided to indicate that the following requirements have been met and supporting
documentation is provided as necessary. If the applicant has designated an agent on the Stormwater
Management Permit Application Form, the agent may initial below.
Applicants Initials
Z5 __ _ a.
A 30 foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
River basin may require additional buffers.
b. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to sale of any lots. NA MCB, CAMP LEJEUNE MILITARY RESERVATION
c. Built upon area calculations are provided for the overall project and all lots.
d. Project conforms to low density requirements within the ORW AEC (if applicable).
[15A NCAC 2H .1007(2)(b)]
Form SWU-104 Rev 3.99 Page 2 of 2

Site Location
Images Courtesy of United States Geological Survey (USGS)

Site Location
Images Courtesy of United States Geological Survey (USGS)

30
N 26
�y 30
o
�e ) U AMS
0
� m
30
y
4
BASIN I
c 3.42 ACRES
EXTSTIFIG
u� rE►+�ets
C"Ts
m
PROJECT
/ LIMITS
um4m
NO WETLANDS
❑N-SITE
SITE PLAN
,50 Q ,5000 50
DEMOLITION -__GRADING {IOjES�
1. REMOVE EXISTING BASEBALL DIAMOND FENCING AND BASES, REMOVE
(6)-10' TREES. PROVIDE 1000LF SILT FENCING AROUND NORTH AND WEST
PROJECT LIMITS, PROVIDE TEMPORARY DRAINAGE SEDIMENT TRAP IN
EXISTING DRAINAGE SWALE, PR❑VIDE ROCK CHECK DAMS WHERE INDICATED.
FOLLOWING PROJECT COMPLETION REGRADE SEDIMNET TRAP TO FORM GRASS
LINED DRAINAGE SWALE. REFER TO THE SECP FOR DETAILS,
2. PROVIDE SELECT FILL -AS NECCESARY TO ACHIEVE DRAINAGE.
AVERAGE SITE ELEVATION IS 30'. SPOT ELEVATIONS ARE PROVIDED TO
SHOW DRAINAGE INTENT,
3. REMOVE EXISTING CULVERT FROM GRAVEL PARKING LOT ENTRANCE,
NOTES KEYFD TO PLAN,
S PROVIDE 8,500SF, LEVEL BASE FOR MODULAR UNITS. ELEVATION = 32.0'.
® PROVIDE 900LF, 6' WIDE, 4' THICK CONCRETE SIDEWALK.
® PROVIDE 655LF, 6' TALL, CHAIN LINK FENCE. TO INCLUDE, (2)-3' SWING
GATES, (2)-12' DOUBLE SWING GATES.
PROVIDE 18,000SF CENTIPEDE SOD.
PROVIDE 20,000SF, 43 SPACE C2 HANDICAP), ASPHALT PARKING AND DRIVE.
PAVEMENT SHALL INCLUDE COMPACTED 8' ABC BASE, PRIME COAT, AND 2,5'
SUPERPAVE SURFACE COURSE MARK AS INDICATED AND PR❑VIDE DIRECTI❑NAL
AND STOP MARKINGS AT APPROPRIATE POSITIONS, PROVIDE SIGNAGE WHERE
NEEDED. SLOPE PRRKING AREA 0.27 TO DRAIN. PROVIDE (2)— 18' RCP
CULVERTS
® PROVIDE DUPLEX PUMP STATION W/ AUDIBLE/VISIBLE ALARMS AND 350LF 4'
C900 FORCE: MAIN. ROUTE TO EXISTING MANHOLE AND PROVIDE CONNECTI❑N.
PROVIDE SERVICE CONNECTI❑N, 240LF, G' C900 WATER MAIN, 2OLF 2' SCH40
PVC SERVICE LINE W/ VALVES AND BOXES AS REQUIRED. CUT AND PATCH
ASPHALT AS NEEDED.
PROVIDE 300KVA—SCOAMP PAD MOUNTED TRANSFORMER AND SERVICE LINE.
® PROVIDE 12'X6', 4' THICK CONCRETE PAD.
GENERAL N TEES,
SITE PLAN IS BASED ON GIS DATA, IN —FIELD CONDITIONS MAY
VARY AND ADJUSTMENTS MAY BE REQUIRED. ALL FIELD
ADJUSTMENTS SHOULD BE APPROVED BY THE CONTRACTING OFFICER.
CONTRACTOR SHALL FIELD VERIFY ALL MEASUREMENTS, EQUIPMENT,
AND MATERIALS.
CONTRACTOR SHALL FIELD LOCATE ALL UTILITIES PRIOR TO
COMMENCING WORK.
ST❑RMWATER AND SEDIMENT/ER❑SI❑N CONTROL PERMIT PENDING
APPROVAL FROM NCDENR. CONTRACTOR SHALL BE NOTIFIED BY
CONTRACTING OFFICER UPON PERMIT APPROVAL, THIS NOTFICATION
SHALL SERVE AS THE BEGGINING OF CONTRACT PERIOD.

SITE PLAN
DEMI]LITION - GRADING NOTES, ri
1. REMOVE EXISTING BASEBALL DIAMOND FENCING AND BASES, REMOVE
C6)-10' TREES. PROVIDE 1000LF SILT FENCING AROUND NORTH AND WEST
PROJECT LIMITS. PROVIDE TEMPORARY DRAINAGE SEDIMENT TRAP IN
EXISTING DRAINAGE SWALE. PROVIDE ROCK CHECK DAMS WHERE INDICATED.
FOLL❑WING PROJECT COMPLETION REGRADE SEDIMNET TRAP TO FORM GRASS
LINED DRAINAGE SWALE. REFER TO THE SECP FOR DETAILS.
2. PR©VIDE SELECT FILL AS NECCESARY TO ACHIEVE DRAINAGE.
AVERAGE SITE ELEVATION 1S 30'. SPOT ELEVATIONS ARE PROVIDED TO
SHOW DRAINAGE INTENT.
3. REMOVE EXISTING CULVERT FROM GRAVEL PARKING LOT ENTRANCE.
NOTES KEYED TU PLAN,
® PROVIDE B,500SF, LEVEL BASE FOR MODULAR UNITS. ELEVATION = 32.0'.
®PROVIDE 90OLF, 6' WIDE, 4' THICK CONCRETE SIDEWALK,
PROVIDE 655LF, 6' TALL, CHAIN LINK FENCE. TO INCLUDEi (2)-3' SWING
GATES, (2)-12' DOUBLE SWING GATES.
® PROVIDE 18,000SF CENTIPEDE SOD.
® PROVIDE 20,000SF, 43 SPACE (2 HANDICAP), ASPHALT PARKING AND DRIVE.
PAVEMENT SHALL INCLUDE COMPACTED 8' ABC BASE, PRIME COAT, AND 2.5'
SUPERPAVE SURFACE COURSE MARK AS INDICATED AND PROVIDE DIRECTIONAL
AND STOP MARKINGS AT APPROPRIATE POSITIONS, PROVIDE SIGNAGE WHERE
NEEDED. SLOPE PRAKING AREA 0.2!. TO DRAIN. PROVIDE (2)- 18' RCP
CULVERTS
® PROVIDE DUPLEX PUMP STATION W/ AUDIBLE/VISIBLE ALARMS AND 35OLF 4'
C900 FORCE MAIN. ROUTE TO EXISTING MANHOLE AND PROVIDE CONNECTION.
® PROVIDE SERVICE CONNECTION, 240LF, 6' C900 WATER MAIN, 20LF 2' SCH40
PVC SERVICE LINE W/ VALVES AND BOXES AS REQUIRED. CUT AND PATCH
ASPHALT AS NEEDED.
(B)PROVIDE 300KVA-BOCAMP PAD MOUNTED TRANSFORMER AND SERVICE LINE.
PROVIDE 12'X6', 4' THICK CONCRETE PAD.
GENERAL NOTESi
SITE PLAN IS BASED ON GIS DATA. IN -FIELD CONDITIONS MAY
VARY AND ADJUSTMENTS MAY BE REQUIRED. ALL FIELD
ADJUSTMENTS SHOULD BE APPROVED BY THE CONTRACTING OFFICER.
CONTRACTOR SHALL FIELD VERIFY ALL MEASUREMENTS, EQUIPMENT,
AND MATERIALS.
CONTRACTOR SHALL FIELD LOCATE ALL UTILITIES PRIOR TO
COMMENCING WORK.
STORMWATER AND SEDIMENT/EROSION CONTROL PERMIT PENDING
APPROVAL FROM NCDENR. CONTRACTOR SHALL BE NOTIFIED BY
CONTRACTING OFFICER UPON PERMIT APPROVAL. THIS NOTFICATION
SHALL SERVE AS THE BEGGINING [IF CONTRACT PERIOD.

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W, Klimek, P.E. Director
Division of Water Quality
February 16, 2006
US Marine Corps
Mr. Carl H. Baker, PE
Director Public Works -Design Branch
PSC Box 2004
Camp Lejeune, NC 28542
Subject: Request for Stormwater Management Permit
Interim Child Day Care Facility -Midway Park
Stormwater Project No. SW8060147
Onslow County
Dear Mr. Baker:
On January 5, 2006. the Wilmington Regional Office received a copy of an Erosion Control Plan for the above
subject project. The North Carolina Administrative Code requires any project that must receive either
Sedimentation and Erosion Control Plan approval and/or a CAMA Major permit to apply for and receive a
Stormwater Management Permit by the Division of Water Quality, Any construction on the subject site, prior to
receipt of the required permit, will constitute a violation of 15A NCAC 2H.1000 and may result in appropriate
enforcement action by this Office.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal
date must be received in this Office no later than March 16 2006. Failure to respond to this request may result in
the initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Water'Quality
Supervisor. Please reference the Project Number above on all correspondence. If you have any questions,
please call me at (910)-796-7215.
Sincerely,
Linda Lewis
Environmental Engineer=
ENBlarl: S:IWQSISTORMWATISTORMSUB1060147
cc: Onslow-County Building Inspections
Wilmington Regional Office File
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension
Wilmington Regional Office Wilmington, NC 28405-3845
An Equal OpportunilylAffirrnative Action Employer— 50% Recycledf 10%Post Consumer Paper
Phone [phone] Customer Service 1-877-623.6748
FAX [phone] Internot: h2o.enr.state.ne.us One
No thCarofin a
1;-1Vdit1ra11Y

AkTI-K?FA
Ti;la
NCDENR
visa '
JA N .� 1
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Michael F. Easley, Governor
Director and State Geologist William G. Ross Jr., Secretary
January 4, 2006
LETTER OF RECEIPT OF EROSION CONTROL PLAN
US Marine Corps
Mr. Carl H. Baker, PE, Dir., Public Works -Design Branch
PSC Box 2004, MCB
Camp Lejeune, INC 28542
RE: Project Name: Interim Child Day Care Facility - Midway Park
Project ID: Onslo-2006-204
County: Onslow
River Basin: White Oak
Submitted By: USMC
Date Received by LQS: December 29, 2005
Plan Type: NEW
Dear Mr. Baker:
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)),
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
We have performed a preliminary review of your submitted plan and have determined that additional
information will be necessary before a final review can be completed. Enclosed is a checklist of items that
must be submitted before we can complete the review process. Failure to provide the additional information
may result in disapproval of your plan.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
Janet M. Russell
Land Quality Section
cc: Thomas Burton, (fax)
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] FAX: [phone]

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
d X.J 'Ft� 1�, _
PROJECT NAME '-r- r�{�e v �,.� C�,'.ld S_\r64 `c , DATE: )-00(o
PROJECT NO.: ,-200 COUNTY:
To expedite the approval process, a cursory review of your submitted Erosion and Sediment Control Plan application has been
made and has shown the need for additional information as specified below. To meet our review schedule, any additional
information should be received by this office no later than ,err t� C C! . Failure to meet this schedule may result in
disapproval of your plan.
The following items shall be incorporated with respect to specific site conditions, in an erosion & sediment control plan:
LOCATION INFORMATION STORMWATER CALCULATIONS
Project location (roads, streets, landmarks)
Pre -construction runoff calculations for each outlet
North arrow and scale SC�r�-rC� FyAIC�
from the site (at peak discharge points)
GENERAL SITE FEATURES (Plan elements)
Design calculations for peak discharges of runoff
Legend: North arrow, scale, etc.
(including the construction phase & the final runoff
Property lines
coefficients of the site)
Existing contours (topographic lines)
Design calcs of culverts and storm sewers
Proposed contours
Discharge and velocity calculations for open channel
�1.,e Limits of disturbed area (provide acreage total,
and ditch flows (easement & right-of•ways)
delineate limits, and label)
Design talcs of cross sections and method of
Planned and existing building locations and elevations
stabilization of existing and planned channels (include
Planned & existing road locations & elevations
temporary linings)
Lot andlor building numbers
Design calcs and construction details of energy
Geologic features: rock outcrops, seeps, springs,
dissipators below culvert and storm sewer outlets
wetland and their limits, streams, lakes, ponds, dams,
(diameters & apron dimensions)
etc
Design talcs and dimension of sediment basins
Easements and drainageways
Surface area and settling efficiency information for
Profiles of streets, utilities, ditchlines, etc.
proposed sediment traps and/or basins
�Z Stockpiled topsoil or subsoil locations t.f plil.r t C
If the same person conducts the land -disturbing acltvity & any VEGETATIVE STABILIZATION
related borrow or waste activity, the related borrow or waste
Area & acreage to be vegetatively stabilized
activity shag constitute part of the land-dislurbing activity unless the
Method of soil preparation
borrow or waste actMly is regulated under the Mining Act of 1971,
Seed type & rates (temporary & permanent)
or is a landfill regulated by the Division of ENaste Management. If
Fertilizer type and rates
;he land -disturbing activity and any related borrow or waste activity
Mulch type and rates
are not conducted by the same person, they shall be considered
separate land -disturbing activities and must be permitted either NOTE: Plan should include provisions for groundcover on
thru the Sedimentation Pollution Control Act as a one -use borrow exposed slopes within 21 calendar days following
site or through the Mining Act. completion of any phase of grading; permanent
Required Army Corps 404 permit and "later Quatity 401 groundcover for all disturbed areas within 21
certification (e.g. stream disturbances over 150linear feet) calendar days following completion of
EROSION CONTROL MEASURES onplan) construction or development.
_Z Legend
i/ Location of temporary measures FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
Location of permanent measures Completed, signed & notarized FRIO Form
✓ Construction drawings and details for Accurate application fee ($50,00 per acre rounded up
temporary and permanent measures the next acre with no ceiling amount)
Maintenance requirements of measures Certificate of assumed name, if the owner is a
Contact person responsible for maintenance partnership
SITE DRAINAGE FEATURES Name of Registered Agent (if applicable)
Existing and planned drainage patterns (include off- Copy of the most current Deed for the site
site areas that drain through project)
Method of determination of and calculations for NOTE: For the Express Permitting Option, inquire at the
Acreage of land being disturbed local Regional Office for availability.
Size and location of culverts and sewers
Soil information: type, special characteristics NARRATIVE AND CONSTRUCTION SEQUENCE
Soil information below culvert storm outlets
✓ Name and classification of receiving water a or Narrative describing the nature & purpose of the
name of municipal operator ( construction activity
Construction sequence related to erosion and
Comments: ('+lR\�-
CC,,nS
sediment control (including installation of critical
measures prior to the initiation of the land -disturbing
activity & removal of measures after areas they serve
are permanently stabilized)
Bid specifications related only to erosion control