SW8090815_HISTORICAL FILE_20120425

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 09 08 1 rJ
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
$ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2UI2Oy25
YYYYMMDD

Beverly Eaves Perdue
Governor
April 25, 2012
ern
NCDETdR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Charles Wakild, P.E.
Director
Mr. R. Jarl Bliss, Vice President
Lincoln No. 2073, Inc, General Partner
Lincoln Property Company No. 2073 Limited Partnership,
Lincoln Family Communities, LLC, Managing Member
Mid -Atlantic Military Family Communities, LLC
200 Fairbrook Drive, Suite 101
Herndon, VA 20170
AND
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
,Building 1005 Michael Road
Camp Lejeune, NC 28547
Managing Member
Subject: Stormwater Permit No. SW8 090815
Name/Ownership Change and Permit Extension
Heroes Manor Residential Development
High Density Commercial Project
Onslow County
Dear Mr. Bliss :
Dee Freeman
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development
approval issued by the Division of Water Quality 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.
On April 19, 2012, the Division received an application to transfer the ownership of the permit and to
change the project name. The lease agreement between Department of the Navy and Mid -Atlantic
Military Family Communities LLC as well as a letter you provided acknowledging responsibility for
construction and compliance has demonstrated that the responsibly party for the project changed prior
to construction. The partial certification provided on April 19, 2012 has demonstrated that the site is
currently under construction and that the stormwater measures have been or are currently being
installed. A file review was performed on April 20, 2012 by DWQ and as noted in the enclosed
inspection report, the paperwork is currently in compliance with the terms and conditions of the current
state stormwater permit. The Division is hereby notifying you that permit SW8 090815 has been
transferred and the project name has been changed on April 25, 2012. This permit shall be effective until
October 22, 2020, which includes the applicable extension. For your records, please find enclosed a
copy of the updated page 2 of the previously issued permit, a copy of the inspection report, and a copy
of the Name/Ownership Change form(s) submitted on April 19, 2012. Please attach this cover letter and
updated page 2 to your permit originally issued on February 1, 2010 and as modified on April 11, 2011.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone]
Internet: w nmaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarolina
,Naturally

State Stormwater Management
Permit # SWS 090815
This permit is subject to the conditions and limitations as specified in the previously issued
permit. The designated permit holder, Mid -Atlantic Military Family Communities, LLC, shall be
responsible for meeting the conditions and limitations specified therein. As required for
compliance, a copy of the lease agreement that outlines Mid -Atlantic Military Family
Communities, LLC responsibilities for this stormwater system, must be kept with the permit and
maintenance activity records. Please pay special attention to the conditions listed in this permit
regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions,
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure
to establish an adequate system for operation and maintenance of the stormwater management
system, to record deed restrictions, to transfer the permit, or to renew the permit, will result in
future compliance problems.
Please be aware that it is the responsibility of the permit holder, Mid -Atlantic Military Family
Communities, LLC, to notify DWQ of any changes in ownership and request an ownership/name
change for the stormwater permit. However, please be reminded that if the lease agreement or
contract between Mid -Atlantic Military Family Communities, LLC and the Department of the
Navy is dissolved, cancelled or defaults, and DWQ is not notified by Mid -Atlantic Military Family
Communities, LLC to transfer the permit, then the responsibility for permit compliance reverts
back to the property owner. As the property owner, US MCB Camp Lejeune must notify DWQ
immediately of the permit ownership change and submit a completed Name/Ownership form to
DWQ within 30days. Otherwise US MCB Camp Lejeune will be operating a stormwater
treatment facility without a valid permit. This is a violation of NC General Statue 143-215.1 and
may result in appropriate enforcement action including the assessment of civil penalties of up to
$25,000 per day, being taken against the property owner, US MCB Camp Lejeune.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
If you have any questions, need additional copies of the permit or approved plans, please
contact Christine Nelson with the Division of Water Quality in the Wilmington Regional Office at
[phone].
Sincerely,
nes�Chaakild, P.E., Director
Division of Water Quality
GDS/can: S:\WQS\Stormwater\Permits & Projects\2009\090815 HD\2012 04 permit 090815
cc: Tom Sauro, Kimley-Horn
Wilmington Regional Office Stormwater File

State Stormwater Management
Permit # SW8 090815
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
Mid -Atlantic Military Family Communities LLC
Heroes Manor Residential Development
Brewster Blvd, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond 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 October 22, 2020, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 1,657,718 square feet of
impervious area.
3. A 50' wide vegetative buffer must be provided adjacent surface waters,
measured from the normal pool of impounded structures, the top of bank of both
sides of streams and rivers and the mean high water line of tidal waters.
4. A vegetated filter strip is not required for this wet detention pond as it has been
designed to remove 90% of the total suspended solids.
5. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 11,400 square feet.
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 8

�W oJ4 aq- C60q
*A r
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
STATE STORMWATER PERMIT NAME/OWNERSHIP CHANGE FORM
I. CURRENT PERMIT INFORMATION
Stormwater Management Permit Number: SW 8 090615
2. Project Name: I inoo4n Pary- Qe7s A--fy-W DPv ,1oRmer"fi
3. Current Permit Holder's Company Name/Organization: U5 frC IF) Cnrnj? Le�c r<-,
4. Signing Official's Name: Title: belp)N 1�jloliC WO(YS OAF Cer
5. Mailing Address: aka S C)05 Mic-V�aeI tZrjcyA
City: rpmP>� )nP Stater_ Zip: 2E,54-2
6. Phone: ( l D 451 2213 Fax: +5t - 2912
II. PROPOSED PERMITTEE / OWNER / PROJECT / ADDRESS INFORMATION
This request is for: (please check all that apply)
® Name change of the owner (Please complete Items 1, 2 and 3 below)
© Name change of project (Please complete Item 5 below)
❑ Change in ownership of the property/company (Please complete Items 1, 2, 3, and 4 below)
❑ Mailing address / phone number change. (Please complete Item 4 below)
(�Other (please explain):CVnrxle oP Perm,�+ee from o�cr)u �o ke e
1. Proposed permittee's company name/organization: (Ili - Atlan"Q\ M' i i k&ctj Fomit4CvTmvn0itS,
LLC.
2. Proposed permittee's signing official's name: Sar\ BliSS
3. Proposed permittee's title: V Q-F Pre l denj
4. Mailing Address: 200 Fnirbroo\L 17riye S6-e 1 D t
City: 4er-MoYl State: VA Zip: 2DI10
Phone: (-103 ) 1634- -1q0 C Fax: (`103) 334 -(o39+
5. New Project Name to be placed on permit: 0(!V- eS (' cno r RCSiclen-tia( Do�el_ k
Please check the appropriate box. The proposed permittee listed above is:
❑ HOA or POA (Attach documentation showing that the HOA or POA owns, controls, or has a
recorded easement for all areas that contain storrnwater system features. Print name of HOA or
POA in #1 above and provide name of HOA/POA's authorized representative in #2 above)
❑ The property owner
® Lessee (Attach a copy of the lease agreement and complete Property Owner Information on
page 4)
❑ Purchaser (Attach a copy of the pending sales agreement. Final approval slragrif-1
granted upon receipt of a copy of the recorded deed) RED
❑ Developer (Complete Property Owner Information on page 4)
SSW N/O Change Rev15Feb2011 Page 1 of 4 APR

III. REQUIRED ITEMS
A request to transfer a permit will not be approved by the Division of Water Quality (DWQ) unless all
of the applicable required items listed below are included with the submittal. Failure to provide the
listed items may result in processing delays or denial of the transfer..
1. This completed and signed form. This certification must be completed and signed by both the
current permit holder and the new applicant if this is a change of ownership.
2. Legal documentation of the property transfer to a new owner.
3. A copy of any recorded deed restrictions, covenants, or easements, if required by the permit.
4. The designer's certification (DWQ Engineer and Designer Certification Forms are available from
each DWQ Regional office), if required by the permit and if not already submitted to DWQ.
5. If the proposed permittee is a firm, partnership, association, institution, corporation, limited liability
company, or other corporate entity, provide documentation showing the authority of the named
representative to act on behalf of the proposed permittee.
6. The $40.00 processing fee. If this is an initial transfer from the original permittee the processing
fee is not required. Subsequent ownership transfers will require the $40.00 processing fee.
IV. CURRENT PERMITTEE'S CERTIFICATION
Please check one of the following statements and fill out the certification below that statement:
❑ Check here if the current permittee is only changing his/her/its name, the project name, or mailing
address, but will retain the permit. I, , the current
permittee, hereby notify the DWQ that I am changing my name and/or I am changing my mailing
address and/or I am changing the name of the permitted project. I further attest that this application
for a name/ownership change is accurate and complete to the best of my knowledge. I understand
that if all required parts of this application are not completed or if all required supporting information
and attachments listed above are not included, this application package will be returned as
incomplete.
0 Check here if current permittee is transferring the property to a new owner and will not retain
ownership of the permit:
I, C.ar t Ray) e y- the current permittee, am submitting this application
5
for a transfer of ownership for permit N W a ogo8t S . I hereby notify DWQ of the sale or
.other legal transfer of the stormwater system associated with this permit. I have provided a copy of
the most recent permit, the designer's certification for each BMP, any recorded deed restrictions,
covenants, or easerents, the DWQ approved plans and/or approved as -built plans, the approved
,operation and maintenance agreement, past maintenance records, and the most recent DWQ
stormwater inspection report to the proposed permittee named in Sections II and V of this form. I
further attest that this application for a name/ownership change is accurate and complete to the best
of my knowledge. I understand that if all required parts of this application are not completed or if all
required supporting information and attachments listed above are not included, this application
package will be returned as incomplete. I assign all rights and obligations as permittee to the
proposed permittee named in Sections II and V of this form. I understand that this transfer of
ownership cannot be approved by the DWQ unless and until the facility is in compliance with the
,permit. /, „ A
3 -a 7-
a Notary Public for the State of
County of 0.0J/4J , do hereby certify that
personally appeared before me this the
day of /%%-off 20 /Z, and acknowledge the due execution of the
torgorrr inst ent Witness my hand and ofli
7/2,� `r -
No a gnature
SSW N/O Change Rev15Feb2011

JjA

V. PROPOSED PERMITTEE CERTIFICATION: (This section must be completed by the
Proposed Permittee for all transfers of ownership)
1, i�. SAr ( , hereby notify the DWO that I have acquired
through sale, lease or legal transfer, the responsibility for operating and maintaining the permitted
slorrnwaler management system, and, it applicable, constructing the permitted system.
acknowledge and attest that I have received a copy of: (check all that apply to this permit)
9 the most recent permit
❑ the designer's certification for each BMP
❑ any recorded deed restrictions, covenants, or easements
❑ the DWO approved plans and/or approved as -built plans
® the approved operation and maintenance agreement
Bpast maintenance records from the previous permittee (where required)
DWO stornmwater inspection report showing compliance within 90 days prior to this transfer
I have reviewed the permit, approved plans and other documents listed above, and I will comply with
the terms and conditions of the permit and approved plans. I acknowledge and agree that I will
operate and maintain the system pursuant to the requirements listed in the permit and in the
operation and maintenance agreement. I further attest that this application for a name/ownership
change is accurate and complete to the best of my knowledge. I understand that if all required parts
of this application are not cor ed or if all required supporting information and attachments listed
above are not includ d, tappjitation package will be returned as incomple
Signal re: G Date:
UYULeyl , a Notary Public for the State of
County of Ehed lAA � k_ , do hereby certify that
c 1 personally appeared before me this the
a3 day of , 201011, and acknowledge the due execution of the
forgoing instrument. Witness my hand and official seal, ... .�oaETTE M.
•SPRY P` 9�0
Notary Q"m�
Urn (r21 .n s
Signature COMMISSION : Q
; . EXPIRES : .X
;0 .12/31/2012 G� ��
'��'�i�FALiM OF
Additional copies of the original permit and the approved Operation and N1�Mleeance agreement can
be obtained from the appropriate Regional Office of the Division of Water Quality.
This completed form, including all supporting documents and processing fee (if required), should be
sent to the appropriate Regional Office of the North Carolina Department of Environment and Natural
Resources, Division of Water Quality, as shown on the attached map.
Please note that if the Proposed Permittee listed above is not the property owner, the property owner
must complete and sign page 4 of this document. Both the lessee /developer and the properly
owner will appear on the permit as permiltees.
SSW N/O Change Rev15Feb2011 Page 3 of 4 APR
i c,� 2012

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VI. PROPERTY OWNER CONTACT INFORMATION AND CERTIFICATION
If the Proposed Permittee listed in Sections 11 and V of this form is not the Property Owner, the
Property Owner must provide hislher Contact Information below and sign this form:
Printed Name: Cfk
Organization: MCI& CoUmq Weyne
Title within the Organization: beaj 1 i ulo�\C W ock S O�C-\Ce r
Street Address: 3lrio tCOS Inic-)Mel IZCCid
City: Cu-ri Le?evr\e State: NC, zip: 7lc5 L
Mailing Address:
City:
(it different from street address)
State:
0
Phone: [phone]y3 Fax:_ (qM 4.51-22_1
Email CQy'Un. )mV�ev O uSrnC. rn)
I certify that I own the property identified in this permit transfer document and have given permission
to the Proposed Permittee listed in Sections II and V to develop and/or, lease the property. A copy
of the lease agreement or other contract, which indicates the party responsible for the construction
and/or operation and maintenance of the stormwater system, has been provided with the submittal.
As the legal property owner I acknowledge, understand,, and agree by my signature below, that I will
appear as a permittee along with the lessee/developer and I will therefore share responsibility for
compliance with the DWQ Stormwater permit. As the property owner, it is my responsibility to notify
DWQ by submitting a completed Name/Ownership Change Form within 30 days of procuring a
developer, lessee or purchaser for the property. I understand that failure to operate and maintain the
slormwater treatment facility in accordance with the permit is a violation of NC General Statute
(NCGS) 143-215.1, and may result in appropriate enforcement action including the assessment of
civil penalties of up to $25,000 per day,,,pursuant tq ICG!� 143-215.6.
Signature of the property owner (_lgit�.- Date:3 - ,27 --/ Z
a Notary Public for the State of
County of do hereby certify that
_personally appeared before me this the
day of 101C14 204—, and acknowledge the due execution of the
forgoing nstrume/nt./Witness my hand and official seal,
�/ �'/ r
N ary Signature
AUCE A. BOt�MEGT6
Notary Put t Y S I)
Onslow county
State of North Caro Ina ,
M Commission Expire UC/�,l!"
APR L ,f 2012
SSW N/O Change Revl5Feb2011 Page 4 of 4

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Corporations Section CEO Hope Andrade
P.O.Box 13697 5�� A Secretary of State
Austin, Texas 787I1-3697 y o
Office of the Secretary of State
Certificate of Fact
The undersigned, as Secretary of State of Texas, does hereby certify that the document, Articles of
Incorporation for Lincoln No. 2073, Inc. (file number 800411275), a Domestic For -Profit Corporation,
was filed in this office on November 05, 2004.
It is further certified that the entity status in Texas is in existence.
In testimony whereof, I have hereunto signed my name
officially and caused to be impressed hereon the Seal of
State at my office in Austin, Texas on April 23, 2012.
044
Come visit us on the internet at http://www. sos. state. tx.us/
Phone: [phone] Fax: [phone] Dial: 7-1-1 for Relay Services
Prepared by: SOS -WEB TID: 10264 Document: 418347230004

Corporations Section ,�PV g oA, Hope Andrade
P.O.Box 13697 5 1 Secretary of State
Austin, Texas 78711-3697 i n
Y C�
Office of the Secretary of State
Certificate of Fact
The undersigned, as Secretary of State of Texas, does hereby certify that the document, Certificate of
Limited Partnership for Lincoln Property Company No. 2073 Limited Partnership (file number
800411289), a Domestic Limited Partnership (LP), was filed in this office on November 05, 2004.
It is further certified that the entity status in Texas is in existence.
T 1C
In testimony whereof, I have hereunto signed my name
officially and caused to be impressed hereon the Seal of
State at my office in Austin, Texas on April 23, 2012.
C4N 44,.t
Hope Andrade
Secretary of State
Come visit us on the internet at http://www.sos.state.tx.us/
Phone: [phone] Fax: [phone] Dial: 7-1-1 for Relay Services
Prepared by: SOS -WEB TID: 10264 Document: 418347230004

r.
STORMWATER CALCULATIONS
For
HEROES MANOR RESIDENTIAL DEVELOPMENT
Camp Lejeune
Onslow County, North Carolina
April 19, 2012
Prepared by:
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, Virginia 23462
KHA Project No. 116319003 © Kimley-Horn and Associates, Inc. In2012
Kimley-Horn
0 and Associates, Inc.
Y
APR 2 0 2012

TABLE OF CONTENTS
Appendices
A Pre -Development Time of Concentration Calculations
B Impervious Area Calculations
C NOAA Precipitation Estimates
D BMPI
Design Summary
Stage/Storage Table
Orifice Calculation
Interconnected Pond Routing Model (ICPR)
E BMP2
Design Summary
Stage/Storage Table
Orifice Calculation
Interconnected Pond Routing Model (ICPR)
F Flow Splitter-Orifice Calculation
G StormCAD
Node Maps
Results Table
APR 2 0 ZUIZ
BY:-

MFI Kimley-Horn
M and Associates, Inc.
Pre -Development Time of Concentration Calculation
Project Information
Project Name: Lincoln Park Development at Camp Lejeune
KHA Project #: 16319000
Designed by: RAO Date: 11/l/2009
Checked by: TM Date: 11/2/2009
To=0.225'La(.42)'S^(-0.19)'C"(-1) (See/ye Equation)
Scalia Equation Reference -Data Book for Civil Engineers Vol. I -Design 2nd Edetion (1951) By E.E. Seeye
Outra/l
Overland Flow Time (Pervious)
L = 200 ft (200' max)
S = 0106 Wit
C = 0.25
T c = 22.0 min
V= 0.151 his
Enter Values'
Oudall
Overland Flow
Time (Pervious)
L =
200
ft (200' max)
S=
0.004
fM
C =
0.25
Tc=
23.8
min
V =
0 140
ills
Brewster Blvd
I
i
- Enter Values'
Overland Flow Ti me (Pervious)
L = 200 it (200' max)
S = 0.005 ftttt
C = 0.25
Tc = 22.8 min
V = 0.146 his
Enter Values'
Overland Flow Time (Impervious)
L = it (200' max)
S = 0.004 fim
C= 0.9
Tc = 0.0 min
Vhis
Overall Tc- 61 min
Overland Flow Time (Impervious)
L = ft(200' max)
S = 0.004 ftm
C= 0.9
Tc = 0.0 min
V= #DIV/0! file
Overall Tc- US min
Overland Flow Time (Impervious)
L = ft (200'max)
S = 0.004 ft/ft
C= 0.9
Tc = 0.0 min
V= #DIV/0' his
Overall Tc- 67 min
Shallow Concentrated Flow
L= 11fi0ft
V = �pr his
Tc= 38.7, min
Channel/Gutter Flow Time
V- E fts
Tc L 0.0 min
Shallow Concentrated Flow
L = 3056 ft
V = �pT5 his
Tc= 101.9 min
Channel/Gutter Flow Time
L
Tc =
Shallow Concentrated Flow
L = 1308 ft
V = tpT ds
Tc = 43.6 min
Channel/Gutter Flow Time
L
V
Tc
APR 2 0 ZU1Z

Kimley-Horn
and Associates, Inc.
Pre -Development Time of Concentration Calculation
Project Information
Project Name: Heroes Manor Residential Development
KHA Project #: 16319003
Designed by: EB Date: 4/1912012
Checked by: TS Date: 4/1912012
To=0.225'L"(.42)'S-(-0.19)'C^(-1) (See/ye Equation)
Seelye Equation Reference - Data Book for Civil Engineers Vot. I - Design 2nd Edetion (1951) By E.E. Seeye
Southern Outfall (Phase II)
Overland Flow Time (Pervious) Overland Flow Time (Impervious) Shallow Concentrated Flow
L = 200 it (200' max) L = it (200' max) L = 1322 ft
S = 0.02 fun S = 0.004 fun V = 8 tt/s
C= 0.4 C= 0.9 Tc= 27.5 min
Tc = 10.9 min Tc = 0.0 min
V = 0.30a fus V = #DIV/01 his ChanneuGutter Flow Time
L= 250ft
Overall Tc= 41 min V = -oft
his
Tc= 2.8 min
APR 2 0 1012

C I, Kimley-Horn
and Associates, Inc.
Post -Development Percent Impervious Calculation
Project Information
Project Name: Heroes Manor
KHA Project #: 116319003
Designed by: EB
Checked by: TS
BMP 1 Area
Date: 4/19/2012
Date: 4/19/2012
IMPERVIOUS AREA
DRAINAGE AREA AC) IACI %IMPERVIOUS
BMP1
113.18
3677
31.6%
FB 2 (EX)
24.21
8.67
35.8%
FB 6(EX)
29.02
11.23
36.1%
Total
166.41
55.67
#';`i'-"I31A6%' '
BMP 2 Area
IMPERVIOUS AREA
BASIN DRAINAGE AREA (AC) (AC) %IMPERVIOUS
BMP 2
13.29
4.62
34.0%
Total
13.29
4.62
Total
IMPERVIOUS AREA
DRAINAGE AREA IACI IACI %IMPERVIOUS
BMP 1
166.41
65.67
33.6%
BMP 2
13.29
4.52
34.0%
ToMI
17970
60.19
:Ys61.49%`'"
APR 2 0 Z01Z

BMP #1 - Phase I (Existing) and Phase II (Proposed)
Impervious Area of Housing
Duplex Type Approximate Area of Structure No of Structures Total Area (a0 Total Area (ac)
1
4,700
29
136,300
3.13
2
4,550
43
196,650
4.49
3
4,700
43
202,100
4.64
4
5,800
23
133,400
3.06
6
4,800
22
106,600
2.42
6
6,250
9
66,260
1.29
Total
169
829p00
19.04
Impervious Area of Roadways and Sidewalks
Road Label Right of Way Verge Road Length Road Area (at) Road Area (ac)
Pale Court
4S
8
1,891
77,631
1.78
Cate. Way
64
9
2,318
114,741
2.63
Neville Cove
46
8
2,97
122,053
2.80
Shoup Lane
45
8
1,180
43,660
1.00
Shoup Cul4 .Sac
8,900
0.20
Dailey Lane
45
8
1,725
70,12S
1.62
Bestwick Ave
45
8
1,300
53,300
1.22
Shepard Court
45
a
715
31,I76
0.73
Puckett Drive
1 54
1 9
1 700
14,650
0.80
earned Way
59
8
630
21,030
0.62
Sveot Lane
45
8
266
10,865
0.25
Puckett Cul-de-sac
8,600
0.20
Shepard Cul-de-sac
8,600
0.20
Total
11,391
612,234
'' 14.06
Impervious Area of Community Center
Facility Area (.Q Area (ac)
Pool Deck
14,890
0.34
Dulltlings
7,848
0.18
Sidewalks
8,270
0.19
Parking
11,300
0.26
Total
42,308
0.97
Impervious Area of Sidewalks and Future Expansion
Area (.h Ana lac)
Sidewalks
29300
0.67
Future
45,000
1.03
Tout
74,300
1.71
Total Impervious Area to BMP= a 1,658,142 SF
or ]S.T AC
Total Drainage Area to BMP= .' n l4,930,322 SF
or 113.18 AC
Therefore, Percent9mpervlous=... ]1.696
APR 2 O'ZOV

FOREBAV #2- Existing
Impervious Area of Housing
Duplex Typo Approximate Area of Structure No of Total Area (.f) Total Area (ac)
structures
1
4,200
5
23,500
0."
2
4,550
10
45,500
1.04
3
4,700
8
37,600
0.86
4
6,800
5
29,000
0.62
6
4,800
6
24,000
0.66
6
6,260
2
12,600
0.20
Total
36
122,100
3.95
Impervious Area of Roadways and Sidewalks
Road Lahel MgM of Way Versa Road Length Road Area (sf) Road Area lac)
Puckett Drive
64
9
1,066
47,620
1.09
Barnett Way
59
8
490
24,990
0.57
Dailey Lana
45
8
490
20,00
0.46
Barney Street
46
8
1,170
47,970
1.10
Chapman Ddve
45
8
1,160
47,660
1.09
Sweet Lame
45
8
365
14,%5
0.34
Total
4731
,BU,096
4.66
Impervious Area of Sidewalks and Future Expansion
Area (af) Area (ac)
Sidewalk.
364
0.01
Future
i 200
0.00
Total
664
0111111111110
Offsite Impervious Area to BMP= �fT;ia SF
or �OA4 AC
Total Impervious Area to BMP= 3T1;629 SF
or 8.6) AC
Total Drainage Area to BMP= 1,064,693 SF
or 24.21 AC
Therefore, Percent Impervious= J5.8
APR 2 0 2012

FOREBAY #5 - Existing
Impervious Area of Housing
Duplex Typo Approxinute Area of Structure No of Structures Total Area(sf) Total Area (ac)
1
4,700
11
61,700
1.19
2
4,560
11
50,050
1.16
3
4,700
14
65,800
1.51
4
6,800
10
68,000
1.33
5
4,800
6
24,000
0.55
6
6,250
2
12,500
0.29
Total
53
262050 .,
602---
Impervious Area of Roadways and Sidewalks
Road I aMl RIOM of We. Veme Road Lan.dl Road Area left Read Area fact
Puckett Drive
H
9
9"
41,/00
0.95
Barnett Way
69
12
400
22,800
0.52
SamettWay
69
8
250
12,260
0.29
Dailey Lan.
45
8
780
30,420
0.70
Elllott Court
45
8
966
37,674
0.86
Fuller Avenue
45
8
1'1"
46,70
1.07
Greene Street
45
8
620
26,420
0.68
Cul-de-sac
8,300
0.19
Total
6,076
236,604 .
Impervious Area of Sidewalks and Future Expansion
Area fail Area (act
Sidewalk.
462
0.01
Future
200
0.00
Total
662
0.02 L.
Offsite Impervious Area to BMP= y+'T11121SF
or ..I 003 AC
Total Impervious Area to BMP= + + :C89,391 SF
or n 11"33 AC
Total Drainage Area to BMP= , �' 1,263,965 SF
or 29.02 AC
Therefore, Percent Impervious=
APR 2 0 ZUIZ

BMP #2- Proposed
Impervious Area of Housing
Duplex Typo Approxlmate Area of Structure No of Total Area (at) Total Area(ac)
structures
1
4,700
3
14,100
0.32
2
4,560
10
45,500
1."
3
4,700
6
28,200
0.65
4
5,800
3
17,400
0.40
6
4,800
1
4,900
0.11
6
6,250
0
0
0.00
Total
23
:.. 110,000
2.63
Impervious Area of Roadways and Sidewalks
Road Label Right of Way Verge Road Length Road Area left Road Area (ac)
Pate Court
45
8
738
27,306
0.63
Neville Cove
46
8
416
16,392
0.35
Shoup Lane
46
8
386
14,246
0.33
Shoup Cul-do-Sac
8,934
0.21
Total
1,539
85,877
1.51
Impervious Area of Sidewalks and Future Expansion
Area (sf) Area (ac)
Sidowalka
1000
0.02
Future
20,000
0.46
Total
21,000
0A8
Total Impervious Area to BMP= „.:_.196,877 SF
or 4.52 AC
Total Drainage Area to BMP= '. SI<:678,796 SF
or 13.29 AC
Therefore, Percent Impervious=
APR 2 0 2012 I

Precipitation Frequency Data Server
Page I of 2
NOAA Atlas 14, Volume 2, Version 3SNEADS
FERRY
Station ID: 31-8037
Location name: Sneads Ferry, North Carolina,
34. {
Coordinates: 34.5500,-77.4000
Elevation: �W.»
Elevation (station metadata): 10ft'
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Paaybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
000
10
25
50
100
200
500
1000
0.495
0.586
0.685
0.765
0.866
0.941
1.02
1.09
1.19
1.27
5-min
(0.461-0.534)
(0.546-0.631)
(0.636-0.737)
(0.709-0.823)
(0.797-0.929)
(0.864-1.01)
(0.930-1.10)
(0.995-1.18)
(1.07-1.29)
(1.14-1.38)
0.790
0.937
1.10
1.22
1.38
1.50
1.62
1.73
1.89
2.00
10-min
(0.736-0.853)
(0.873-1.01)
1 (1.02-1.18)
1 (1.14-1.32)
1 (1,27-1.48)
(1.38-1.61)
(1.48-1.74)
(1.58-1.87)
(1.70-2.04)
(1.79-2.17)
0.987
1.18
1.39
1.55
1.75
1.90
2.04
2.19
2.37
2.52
15-min
(0.920-1.07)
(1.10-1.27)
1 (1.29-1.49)
(1.44-1.67)
1 (1.61-1.88)
(1.74-2.04)
(1.87-2.20)
(1.99-2.36)
(2.14-2.57)
(2.24-2.73)
1.35
1.63
1.97
2.24
2.59
2.86
3.13
3.41
3.78
4.07
30-min
(1.26-1.46)
(1.52-1.75)
(1.83-2.12)
(2.08-2.41)
1 (2.39-2.78)
(2.62-3.07)
(2.86-3.37)
(3.10-3.67)
(3.40-4.09)
(3.63-4.42)
1.69
2.04
2.53
2.92
3.45
3.87
4.31
4.76
5.42
5.95
60-min
(1.57-1.82)
(1.90-2.20)
(2.35-2.72)
(2.71-3.14)
1 (3.18-3.70)
(3.56-4.16)
(3.94-4.64)
(4.35-5.15)
(4.88-5.86)
(5.30-6.45)
2.06
2.52
3.20
3.77
4.57
5.22
5.93
6.69
7.77
8.66
2-hr
(1.93-2.21)
(2.35-2.70)
(2.98-3.43)
(3.49-4.04)
1 (4,21-4.88)
(4.79-5.59)
(5.40-6.35)
(6.04-7.16)
(6.95-8.34)
(7.69-9.33)
2.23
2.72
3.47
4.12
5.05
5.65
6.71
7.66
9.05
10.2
F3-hr
(2.09-2.39)
(2.55-2.92)
(3.24-3.72)
(3.82-4.41)
(4.66-5.39)
(5.34-6.24)
(6.09-7.16)
(6.89-8.18)
(8.04-9.68)
(8.99-11.0)
2.72
3.31
4.25
5.04
6.20
7.19
8.29
9.49
11.3
12.8
6-hr
(2.53-2.94)
(3.07-3.59 )
(3.92-4.59)
(4.65-5.45)
(5.67-6.68)
(6.52-7.74)
(7.45-8.91)
(8.45-10.2)
(9.89-12.1)
(11.1-13.8)
3.21
3.91
5.04
6.01
7.44
8.69
10.1
11.6
13.9
15.9
12-hr
(2.95-3.52)
(3.58-4.28)
(4.60-5.49)
(5.47-6.55)
(6.72-8.09)
(7.80-9.42)
(8.97-10.9)
(10.2-12.6)
(12.1-15.1)
(13.6-17.3)
3.68
4.48
5.79
6.90
8.56
9.98
11.6
13.3
15.9
76.2
24-hr
(3.38-4.05)
(4.11-4.93)
1 (5.31-6.35)
(6.30-7.55)
(7.73-9.35)
(8.95-10.9)
(10.3-12.6)
(11.7-14.5)
(13.7-17.4)
(15.5-20.0)
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-8037&data=depth&units=english&series=pds 3/9/2012

Precipitation Frequency Data Server
Page 2 of 2
4.26
5.17
6.65
7.91
9.82
11.5
13.3
15.4
18.5
21.3
2day
(3.88-4.75)
(4.69-5.76)
1 (6.00-7.38)
(7.11-8.78)
(8.75-10.9)
(10.2-12.7)
(11.7-14.8)
(13.3-17.1)
(15.7-20.7)
(17.7-23.8)
4.51
5.46
6.98
8.25
10.2
11.8
13.6
15.6
18.7
21.3
3 ay
(4.09-5.01)
(4.95-6.07)
(6.30-7.74)
(7.42-9.15)
1 (9.07-11.2)
1 (10.5-13.0)
(12.0-15.0)
1 (13.5-17.2)
(15.9-20.8)
(18.0-23.9)
4.75
5.74
7.30
8.60
10.5
12.1
13.8
15.7
18.8
21.4
4 ay
(4.30-5.27)
(5.20-6.38)
(6.60-8.09)
(7.74-9.52)
1 (9.39-11.6)
(10.8-13.3)
(12.2-15.2)
(13.7-17.4)
(16.2-20.9)
(18.2-24.0)
5.48
6.60
8.30
9.70
11.7
13.4
15.2
17.2
20.0
22.3
7ilay
(5.00-6.03)
(6.03-7.25)
(7.57-9.11)
(8.80-10.6)
(10.6-12.8)
(12.0-14.6)
(13.6-16.6)
(15.1-18.8)
(17.4-22.0)
(19.2-24.8)
6.06
7.27
9.01
10.4
12.5
14.2
16.0
18.0
20.8
23.1
10-da
(5.55-6.67)
1 (6.65-8.01)
(8.22-9.90)
1 (9.49-11.5)
1 (11.3-13.7)
(12.8-15.6)
(14.3-17.6)
(15.9-19.8)
(18.2-23.0)
(19.9-25.7)
7.98
9.50
11.6
13.2
15.6
17.6
19.6
21.8
24.9
27.4
20-da
(7.37-8.67)
1 (8.77-10.3)
(10.6-12.5)
1 (12.1-14.3)
1 (14.3-16.9)
(16.0-19.0)
(17.7-21.3)
(19.5-23.7)
(21.9-27.2)
(23.8-30.0)
9.80
11.6
14.0
15.9
18.5
20.6
22.7
24.9
27.9
30.2
30-da
(9.13-10.6)
(10.9-12.5)
(13.0-15.1)
(14.8-17.1)
1 (17.1-19.9)
(18.9-22.2)
(20.8-24.5)
(22.7-26.9)
(25.1-30.3)
(27.0-33.0)
12.3
14.6
17.4
19.6
23.0
25.7
28.4
31.3
35.2
38.4
45-day
(11.4-13.5)
(13.5-15.9)
(16.1-19.0)
(18.2-21.6)
(21.1-25.2)
(23.4-28.0)
(25.8-31.1)
(28.1-34.2)
(31.3-38.7)
(337-42.3)
15.0
17.6
20.8
23.3
26.8
29.5
32.3
35.1
38.8
41.7
60-day
( 140-16.1 )
(16.5-19.0)
(19.4-22.4)
(21.7-25.1)
(24.8-28.8)
(27.3-31.8)
(29.7-34.7)
(32.1 -37.8)
(35.2-42.1)
(37.5-45.5)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (f
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are r
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
x
of
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-8037&data=depth&units=englisli&series=pds 3/9/2012

C _„ Kimley-Horn
and Associates, Inc.
Wet Detention Basin Design Summary
Project Information
Project Name: Heroes Manor
KHAProject#: 116319003
Designed by: EB Date: 5/10/2012
Checked by: TS Date:5/10/2012
Design Resource: NCDENR - Stormwater Best Management Practices Manual ( July 2007)
Site Information
Sub Area Location:
BMP#1
Drainage Area (DA) =
166.41
Acres
Impervious Area (IA) =
55.67
Acres
Percent Impervious (I) =
33.45%
Required Storage Volume (Water Quality)
Design Storm =
1.5
inch
Determine Rv Value (in/in) =
0.05 + .009 (1) =
0.35
Storage Volume Required =
318,120
cf (above Permanent Pool)
Storage Volume Provided =
1,237,891
Required Surface Area
Average Depth=
6.01
ft
SA/DA =
1.77
(90% TSS Removal via Pond)
Min Req'd Surface Area =
128,307
sf (at Permanent Pool)
Surface Area Provided =
387,291
sf (at Permanent Pool)
Required Length to Width Ratio 1.5 to 1
Length to Width Provided = 2.50
Required Length of flowpath to Width Ratio 3 to 1
Length of flowpath to Width Provided = 3.00
Pretreatment Device
Required Forebay Sizing
Forebay
Required Volume =
20.00%
of Permanent Pool
Permanent Pool Volume =
2,329,455
cf
Required Forbay Volume =
465,891
cf
Forebay Volume Provided =
431,319
cf
18.52%
of Permanant Pool
Summary of Proposed Pond
Bottom of Pond Elevation =
4.00
ft
Sediment Storage Depth =
2.00
ft.
Permanent Pool Elevation =
11.00
ft
Temporary Pool Elevation =
14.00
ft
Top of Pond Elevation =
19.00
ft
Permanent Pool Surface Area =
387,291
sf
Temporary Pool (water quality storage) =
1,237,891
cf
Area @ Top of Temporary Pool =
433,094
sf
Side Slopes of Pond =
4
. 1
Volume of Forebay 1 =
431,319
cf
Length to Width Ratio =
2.5
:1
Length of flowpath to Width Ratio =
3
:1
MAY 1 1 LU2

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Kimley-Horn
and Associates, Inc.
Wet Detention Basin
ORIFICE EQUATION
Project Information
Project Name: Lincoln Park Residential Development at Camp Lejeune
KHA Project #: 116319001
Designed by: RAO Date: 1/6/2010
Checked by: TM Date: 1/6/2010
Sub Area Location: BMP #1
Water Qualitv Orifice
Office Equation Determination of Water Quality Volume Drawdown Time
Temporary Pool Elev (Riser Elev) = 14 ft
Permanent Pool Elev (Invert of Office) = 11 ft
Diameter of Office = 6 in
Orifice Discharge Equation:
Q = CoA�29Ho)'n�
where,
Co = description
0.6 (unitless)
A = Trr2
0.1963 ft2
g = force of gravity
32.2 ft/sec2
Ho = H/3
0.92 ft
Diameter
Ho = (Pond Elevation - Elevation of Orifice Invert) - (Orfice Diame[erl2)
Q =
0.905 cfs
Required Temporary Storage =
318,120 ft3
Drawdown Time, t =
351,448 sec
t=
97.62 hours
t =
4.07 days
APR 2 0 2012

Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
0 Overland Flow
U SCS Unit CN
S SBUH CN
Y SCS Unit GA
Z SBUH GA
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Racing Curve
H Breach
E Percolation
F Filter
X Exfil Trench
A: FOREBAYp5
A: FORE #2
�I P: FORFBAY��
j
U: Residential p5
\— ----
U:Residential p2
M: Junction B
P: JuncB-JuncBC 54
O: FOREBAYp2 Out
U: Resi dential B2
l
U: Residential e
M: Junction C
M: Junction BC
P: JuncBC�
�
U:Residential C
A: BMPpl
O: BMPpl Out
U: Area
P: duncC-BMPpl
W: BMP41 Spillway
�
Ditea
u: iract sneac
U: Phase II Res
U: FB Is
T: Poet -Bound s
T: Pre -Bound south
II: Pre -Area South
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.

-__- Basins =_ _______________________=a ------_____a------__-- __-"""
Name: BMP#1 Area
Node: BMP#1
Status: Onsite
Group: BASE
Type: SCR Unit Hydrograph
ON
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
O.ODO
Time of Conc(min):
5.00
Are.(ac):
11.190
Time Shift(hrs):
0.00
Curve Number:
98.00
Max Allowable Q(cfs):
999999.000
DCIA(8):
0.00
Only area including the
pond itself
________________________________________________________________________
Name: Direct Sheet
Node: BMP#1
Status: Onsite
Group: BASE
Type: SCS Unit Hydrograph
ON
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
20.00
Area(ac):
3.430
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-----------------------------------------------------------------------------------
Name: FB Is
Node: BMP#1
Status: Onsite
Group: BASE
Type: SCS Unit Hydrograph
ON
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
O.00D
Time of Conc(min):
30.00
Area(ac):
5.310
Time Shift(hrs):
0.00
Curve Number:
60.00
Max Allowable Q(cfs):
999999.000
DCIA(8):
0.00
Name: Phase II
Res
Node: BMP#1
Status: Onsite
Group: BASE
Type: SCS Unit Hydrograph
CN
Unit Hydrograph:
U1,484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
30.00
Area(ac):
49.230
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(8):
0.00
------- _-------------------------------------------------------------
Name: Pre -Area
South
Node: Pre -Bound South
__________
Status: Onsite
Group: BASE
Type: SCS Unit Hydrograph
ON
Unit Hydrograph:
U1,484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
126.00
Area(ac):
116.320
Time Shift(hrs):
0.00
Curve Number:
55.00
Max Allowable Q(cfs):
999999.000
DCIA(8):
0.00
_________________________________________
Name: Residential #2
_____________________________________
Node: FOREBAY#2
Status: Onsite
Group: BASE
Type: SCS Unit Hydrograph
ON
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(mi n):
25.00
Area(ac):
24.210
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
Name: Residential #5 Node: FOREBAY#5 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph ON
Unit Hydrograph: Uh484 Peaking Factor: 464.0
APR 2 0-1012_-�
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page] of S

Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
25.00
Area(ac):
29.020
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
Name: Residential B
Node:
Junction B
Status: Onsite
Group: BASE
Type:
SCS Unit Hydrograph
CH
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Coac(min):
30.00
Area(ac):
16.760
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(S):
0.00
-------------------------------------------------------------------------------
Name: Residential
B2
Node:
Junction 8
Status: Onsite
Group: BASE
Type:
SCS Unit Hydrograph
CN
Unit Hydrograph:
Uh4B4
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
25.00
Area(ac):
12.890
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(S):
0.00
-------------------------------------------------------------------------------
Name: Residential
C
Node
Junction C
Status: Onsite
Group: BASE
Type:
SCS Unit Hydrograph
CN
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
25.00
Area(ac):
15.220
Time Shift(hrs):
0.00
Curve Number:
60.00
Max Allowable Q(cfs):
999999.000
DCIA(9):
0.00
Nodes_a---==----------------------e=_=_______===_-a=ae--s---------____----______ -
Name: BMP#1 Base Flow(cfs): 0.000
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
11.000
8.8900
11.500
9.1100
12.000
9.2900
13.000
9.7000
14.000
9.9400
15.000
10.1800
16.000
10.4300
17.000
10.6800
18.000
10.9300
19.000
11.1900
Name: FOREBAYN2 Base Flcw(cfs): 0.000
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
12.000 0.6000
13.000 0.6600
13.500 0.7000
14.000 0.7300
15.000 0.8100
16.000 0.8800
17.000 0.9600
18.000 1.0400
19.000 1.1300
21.000 1.3000
22.000 1.4000
Init Stage(ft): 11.000
Warn Stage(ft): 19.000
Init Stage(ft): 13.500
Warn Stage(ft): 22.000
APR 2 0 Z01Z
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 8

--------------------------------
Name: FOREBAY45
Base F1ow(cfs):
0.000
Init
Stage(ft):
13.500
Group: BASE
Warn
Stage(ft):
21.000
Type: Stage/Area
Stage(ft)
---------------
Area(ao)
---------------
12.000
0.6500
13.000
0.7100
13.500
0.7500
14.000
0.7800
15.000
0.8500
16.000
0.9200
17.000
1.0000
18.000
1.0800
19.000
1.1600
20.000
1.2400
21.000
1.3200
-----------------------------------
Name: Junction
B
Base Flow(cfs):
0.000
Iuit
Stage(ft):
11.000
Group: BASE '
Plunge Factor:
1.00
Warn
Stage(ft):
23.500
Type: Manhole,
1/2 Diameter Grooved
Stage(ft)
------------------------------
Area(ac)
8.540
0.0003
23.500
0.0003
-------"'----
Name: Junction
BC
Base Flow(cfs):
'-----------------------
0.000
Init
------------'
Stage(ft):
11.000
Group: BASE
Plunge Factor:
1.00
Warn
Stage(ft):
25.500
Type: Manhole,
1/2 Diameter Grooved
'
Stage(ft)
Area(ac)
------------------------------
7.600
0.0003
25.500
0.0003
-----------------
Name: Junction
C
Base Flov(cfs):
---------------------
0.000
Init
___-_-------.
Stage(ft);
11.000
Group: BASE
Plunge Factor:
1.00
Warn
Stage(ft):
25.500
Type: Manhole,
1/2 Diameter Grooved
Stage(ft)
Area(ac)
------------------------------
8.400
0.0003
25.500
0.0003
----------------------------------------
Name: Post -Bound S
Base Flow(cfe):
0.000
"'-
Init
Stage(ft):
B.000
Group: BASE
Warn
Stage(ft):
14.000
Type: Time/Stage
Time(hrs)
Stage(ft)
0.00
8.000
10.00
12.000
12.00
12.000
120.00
8.000
-_--__
Name: Pre -Bound South
-----------------------------------------
Base Floa(cfs):
0.000
Init
Stage(ft):
8.000
Group: BASE
Warn
Stage(ft):
14.000
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 8.000
10.00 12.000
14.00 12.000
120.00 8.000
Cross Sections
I
APR 2 0 ZOIZ
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 8

Name:
Encroachment: No
Station(ft) Elevation(ft) Manning's N
==-- Operating Tables
Name: Group: BASE
Type: Bottom Clip
Function: Time vs. Depth of Clip
Time(hrs) Clip Depth(in)
------------------------
=_-- Pipes
Name: FOREBAY#S Out
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 42.00
Rise(in): 42.00
Invert(ft): 10.300
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
Group: BASE
From Node: FOREBAY#5
To Note: FOREBAY#2
DOWNSTREAM
Circular
42.00
42.00
6.450
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Name: JuncB-JuncBC 54
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 54.00
Rise(in): 54.00
Invert(ft): 7.940
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: Junction S
To Node: Junction BC
DOWNSTREAM
Circular
54 .00
54.00
7.600
0,013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Length(ft): 1158.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 1.00
Outlet Ctil Spec: Use do or tw
Inlet Ctrl Spec: Use on
Stabilizer Option: None
Length(ft): 341.00
Count 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Name:
JuncBC-JuncC
60 From Node: Junction BC
Group:
BASE
To Node: Junction C
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
60.00
60.00
Rise(in):
60.00
60.00
Invert(ft):
7.600
7.160
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Sot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FRWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Length(ft): 273.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use on
Stabilizer Option: None
Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc.
I APR 2 0 Y01Z
1
Page 4 of 8

Name:
JuncC-BM241
From Node:
Junction C Length(ft):
252.00
Group:
BASE
To Node:
BMP#1 Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
60.00
60.00
Entrance Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit Loss Coef:
1.00
Invert(ft):
�.160
6.780
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use on
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
_==- Drop Structures
Name:
BMP#1 Out
From Node:
BMP#1
Length(ft):
120.00
Group:
BASE
To Node:
Post -Bound
S Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Herz Ellipse
Solution Algorithm:
Automatic
Span(in):
24.00
24.00
Flow:
Both
Rise(in):
24.00
24.00
Entrance Loss Coef:
0.500
Invert(ft):
10.600
9.000
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Girl Spec:
Use do
But Clip(in):
0.000
0.000
Solution Inca:
10
Upstream FHWA
Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Horizontal Ellipse
Concrete: Square edge with
headwall
"' Weir 1 of 2 for Drop Structure BMP#1 Out '^
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Circular
Orifice Disc Coef:
0.600
Span(in):
48.00
Invert(ft):
14.000
Rise(in):
48.00
Control Elev(ft):
14.000
"' Weir 2 of 2 for Drop Structure BMP#1 Out "'
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 6.00
Rise(in): 6.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 11.000
Control Elev(ft): 11.000
TABLE
TABLE
Name:
FOREBAY#2 Out From Node:
FOREBAY#2 Length(ft):
585.00
Group:
BASE
To Node:
Junction B Count:
I
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution Algorithm:
Automatic
Span(in):
42.00
42.00
Flow:
Both
Rise(in):
42.00
42.00
Entrance Loss Coef:
0.500
Invert(ft):
8.800
7.940
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or to
Top Clip(in):
0.000
0.000
Inlet Girl Spec:
Use on
Got Clip(in):
0.000
0.000
Solution Ines:
10
Upstream FHWA
Inlet Edge Description:
Circular Concrete:
Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete:
Square
edge w/ headwall
r-
APR 2 0 201Z I
Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page 5 of 8

•" Weir 1 of 1 for Drop
Structure FOREBAY42
Out
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Circular
Orifice Disc Coef:
0.600
Span(in):
72.00
Invert(ft):
13.500
Rise(in):
72.00
Control Elev(ft):
13.500
-==- Weirs
Name: BMPNI Spillway From Node: BMPal
Group: BASE To Node: Post -Bound S
Flaw: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 100.00
Left Side Slope(h/v): 5.00
Right Side Slope(h/v): 5.00
Invert(ft): 18.000
Control Elevation(ft): 18.000
Struct Opening Dim(ft): 1.50
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
TABLE
---- Hydrology Simulations ---- •---------- =----------------------- `===--- -----------
--------------------
Name: FIFTY
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\FIFTY.R32
Override Defaults: Yes
Storm Du ra tion(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 8.70
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.00
14.000 5.00
48.000 15.00
Name: HUNDRED
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\HUNDRED.R32
Override Defaults: Yes
Storm Duration(h rs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 9.90
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.00
14.000 5.00
48.000 15.00
_____________________________________________________________________________
Name: NC
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\NC.R32'
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 1.50
Time(hrs) Print Inc(min)
10.000 5.00
14.000 5.00
48.000 15.00
Name: ONE
Filename: K:\VAB_Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\ONE.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
APR 2 0 NIZ
Page 6 of 8

Rainfall File: Scsiii
Rainfall Amount(in): 3.68
Time(hrs) Print Inc(min)
10.000 5.00
14.000 5.00
48. 000 15.00
Name: TEN
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\TEN.R32
Override Defaults: Yes -
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 6.90
Time(hrs) Print Inc(min)
_____________ ________________
10.000 5.00
14.000 5.00
48.000 15.00
Routing Simulations ________ _____=__a___ -=__-
'Name: FIFTY Hydrology Sim: FIFTY
Filename: K:\VAB_Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\FIFTY.132
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Coln Time(sec): 0.5000
Boundary Stages:
Delta Z Factor: 0.00500
End Time(hrs): 48.00
Max Calc Time(sec): 48.0000
Boundary Flows:
Time(hrs) Print Inc(min)
10.000 5.000
14.000 5.000
48,000 15.000
Group Run
_______________ -----
BASE Yes
____________________________________ __-___--_-_---___-_
Name: HUNDRED Hydrology Sim: HUNDRED
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\HUNDRED.132
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 48.00
Min Calc Time(sec): 0.5000 Max Colo Time(sec): 48.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
______________________________
10.000 5.000
14.000 5.000
48.000 15.000
Group Run
BASE Yes
____________________________________________________________________________________________________
Name: NC Hydrology Sim: NC
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\NC.132
Execute: Yes Restart: No Patch: No
Alternative: No APR 2 0 ZO1Z
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 I -- _ _ -
Time Step Optimizer: 10.000
Star[ Time(hrs): 0.000' End Time(hrs): 48.00 1,
Min Calc Time(sec): 0.5000 Max Cain Time (sec): 48.0000 ---
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 8

Boundary Stages:
Boundary Flows:
Time(hrs) Print Inc(min)
10.000 5.000
14.000 5.000
48.000 15.000
Group Run
_______________ -----
BASE Yes
----------------------------------------------------____--_____--___-_
Name: ONE Hydrology Sim: ONE
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\ONE.132
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.00D
Start Time(hrs): 0.000 End Time(hrs): 48.00
Min Cale Time(sec): 0.5000 Max Cale Time(sec): 49.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
10.000 5.000
14.000 5.000
48.000 15.000
Group Run
_______________ -----
BASE Yes
----------------------------------------------------------------------------------------------------
Name: TEN Hydrology Sim: TEN
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\TEN.132
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 48.00
Min Cale Time(sec): 0.5000 Max Cale Time(sec): 48.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.000
14.000 5.000
48.000 15.000
Group Run
BASE Yes
APR 202132
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 8

Name
- -
Group
Simulation
Max Time
Stage
hrs
Max
Stage
It
Warning
Stage
It
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
-- -Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
-hrs
Max
Outflow
efs _
8MP4l
BASE
NO
24.90
11.595
19.000
0.0001
398595
12.43
22.960
33.21
0.496
FOREBAY#2
BASE
NO
12.78
13.676
22.000
0.0002
31209
12.46
5.665
12.78
4.446
FOREBAY#5
BASE
NC
12.39
13.684
21.000
0.0002
33719
12.42
5.054
12.79
2.423
Junction B
BASE
NC
24.70
11.595
23.500
0.0039
684
12.54
B.020
13.13
11.196
Junction BC
BASE
NO
24.82
11.592
25.500
-0.0055
1145
13.13
11.196
12.41
20.937
Junction C
BASE
NO
24.64
11.597
25.500
0.0067
931
12.41
23.580
12.50
12.262
Post -Bound S
BASE
NO
10.00
12.000
14.000
0.0053
0
33.21
0.496
0.00
0.000
Pre -Bound South
BASE
NO
10.00
12.000
14.000
0.0053
0
0.00
0.000
0.00
0.000
SMP#1
BASE
ONE
24.55
13.619
19.000
0.0012
429031
12.27
163.327
38.92
1.409
FOREBAY#2
BASE
ONE
12.62
14.516
22.000
0.0013
33698
12.33
45.062
12.73
35.801
FOREBAY#5
BASE
ONE
12.68
14.937
21.000
0.0019
36934
12.33
37.518
12.91
18.456
Junction B
BASE
ONE
24.11
13.613
23.500
0.0359
151
12.38
66.532
12.36
66.532
Junction BC
BASE
ONE
24.23
13.649
25.500
-0.0557
185
12.38
66.532
12.43
66.385
Junction C
BASE
ONE
24.34
23.589
25.500
0.0546
179
12.34
85.561
12.35
85.694
Post -Bound S
BASE
ONE
10.00
12.000
14.000
0.0053
0
38.92
1.409
0.00
0.000
Pre -Bound South
BASE
ONE
10.00
12.000
14.000
0.0053
0
14.00
8.814
0.00
0.000
BMP#1
BASE
TEN
17.12
15.546
19.000
0.0020
449413
12.25
337.129
17.48
2B.875
MREBAY42
BASE
TEN
12.82
18.054
22.000
0.0031
45613
12.33
84.578
13.08
45.720
FOREBAY#5
BASE
TEN
13.03
18.570
21.000
0.0031
49131
12.33
95.497
13.57
22.993
Junction B
BASE
TEN
12.50
17.276
23.500
-0.0341
151
12.49
95.356
12.49
95.305
Junction BC
BASE
TEN
12.50
15.839
25.500
0.0336
185
12.49
95.305
12.49
95.278
Junction C
BASE
TEN
16.94
15.586
25.500
-0.0393
179
12.42
139.660
12.42
139.508
Post -Bound S
BASE
TEN
10.00
12.000
14.000
0.0053
0
17.48
28.875
0.00
0.000
Pre -Bound South
BASE
TEN
10.00
12.000
14.000
0.0053
0
13.67
62.206
0.00
0.000
f/ i
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1

G_I, Kimley-Horn
and Associates, Inc.
Wet Detention Basin Design Summary
Project Information
Project Name: Heroes Manor
KHA Project #: 116319003
Designed by: EB Date: 5/10/12
Checked by: TS Date:5/10/12
Design Resource: NCDENR - Stormwater Best Management Practices Manual ( July 2007)
Site Information
Sub Area Location: BMP # 2
Drainage Area (DA) = 13.29 Acres
Impervious Area (IA) = 4.52 Acres
Percent Impervious (1) = 34.01%
Required Storage Volume (Water Quality)
Design Storm = 1.5 inch
Determine Rv Value (in/in) = 0.05 + .009 (1) = 0.36
Storage Volume Required = 25,766 cf (above Permanent Pool)
Storage Volume Provided = 70,371
Required Surface Area
Average Depth=
3.13
ft
SA/DA =
3.9
(90% TSS Removal via Pond)
Min Req'd Surface Area =
22,573
sf (at Permanent Pool)
Surface Area Provided =
29,176
sf (at Permanent Pool)
Required Length to Width Ratio 1.5 to 1
Length to Width Provided = 5.30
Required Length of flowpath to Width Ratio
Length of flowpath to Width Provided =
3to1
9.00
Pretreatment Device
Forebay
Required Forebay Sizing
Required Volume =
20.00%
of Permanant Pool
Permanent Pool Volume =
91,245
cf
Required Forbay Volume =
18,249
cf
Forebay Volume Provided =
18,044
cf
19.78%
of Permanant Pool
Summary of Proposed Pond
Bottom of Pond Elevation =
13.50 ft
Sediment Storage Depth =
1.50 ft.
Permanent Pool Elevation =
18.50 ft
Temporary Pool Elevation =
20.50 ft
Top of Pond Elevation =
23.00 ft
Permanent Pool Surface Area =
29,176 sf
Temporary Pool (water quality storage) =
70,371 cf
Area @ Top of Temporary Pool =
38,891 sf
Side Slopes of Pond =
3 : 1
Volume of Forebay =
18,044 cf
Length to Width Ratio =
5.30 :1
Length of flowpath to Width Ratio =
9.00 :1

� '�Ic'eykian
� aldAssoea:ac YlG
Wet Detention Basin
Stage -Storage
Project Information
Prolect Name: Heroes Manor
KHA Project p: 116319003
Designed by: EB Date: 4/192012
Checked by. TS Data. 4/192012
BMP'. BMP#2
WET DETENTION BASIN 2
Pond
Contour
Contour
Incremental
Accumulated
Stage,
Countour
Area
Area
Volume
Volume, S
Z
so ft
acre
cu It
cu it
8
1200.
5,385
0.12
0
0
0.00
13.W
7,335
0,17
6.360
0
1.00
13.50
8,381
0,19
3,929
0
1.50
14.00
9,557
0.22
4.485
4,485
2.00
15.00
11985
0.28
10,771
15256
3.00
1600
14442
0.33
13,214
28,469
4.00
17.00
16,927
0.39
15685
44,154
5.00
1800
19441
045
18.184
52,338
6.W
18.50
24,012
0.55
10,863
73,201
6.60
1900.
33,900
0.78
14,478
87679
7.W
20.00
37,239
0.85
35.570
123,248
8.W
20.50
38,891
0.89
19,033
142,281
8.60
21.00
40.635
0,93
19.882
152.162
9.00
22.00
44,088
101
42.W2
204.524
10.00
23.00
47,597
1.09
45,843
250,366
11.00
Foreba
Contour
Contour
Incremental
Accumulated
Stage,
Countour
Area
Area
Volume
Volume. S
2
so it
acre
cu It
cu It
0
12.00
1,4M
0.03
0
0
O.W
13. W
1.91
0.04
1.656
0
1.00
13.50
2,167
0.05
1018
0
1.W
14.W
2.435
0%
1,151
1.151
200
15.00
2.992
OW
2,714
3.864
3.00
16.00
3.577
008
3,285
7.149
400
17.00
4,191
0,10
3,884
11,033
5.W
1800
4833
0,11
4,512
15,545
6.00
18.60
6164
0.12
1499
18,044
6.50
Volume
SMlmera
Storage
VWSE
Top W Rlan
Total Drainage Area
20,50
(do)
sbim.t
Area A Forestry 1 =
20.50
(so)
storage Receives
Receives
iW00%
oftotal Watershed
Required Forebay Volume=
(100%)'(20%)
=
20W%
of Permanent Pool
Provided Forebay Volume=
19.78%
of Permanent Pool
IWSE
13.00
9,241
0.21
8kothent
0
1.00
storage
storage
13.W
10548
0.24
4,947
0
1.50
14.W
11,992
0.28
5,635
5,635
2W
15.De
14,977
0.34
13,4B5
19,120
3.00
16.00
18,019
0.41
16.498
35,618
2.00
17.00
21,118
0.48
19.569
55,186
3.W
18W
24274
0.56
22,696
77,882
4.00
18.50
29,176
0.67
13,363
91,245
4.50
NWSE
1900.
33,900
0.78
15.769
107,014
5.W
20W
37,239
0.85
35.570
142,583
6.W
20.50
38,891
0.89
19,033
161,616
6.60
Top W Riser
21.W
40.635
0.93
19,882
181.497
7.00
2ZD0
44.088
1.01
42.W2
223,859
Soo
APR 2 0 Z011

Pill"�� Kimley-Horn
\ and Associates, Inc.
Wet Detention Basin
ORFICE EQUATION
Project Information
Project Name: Heroes Manor
KHA Project #: 116319003
Designed by: EB . Date: 4/19/2012
Checked by: TS Date: 4/1912012
Sub Area Location: BMP #2
Water Quality Orifice
' Office Equation Determination of Water Quality Volume Drawdown Time
Temporary Pool Elev (Riser Elev) = 20.5 ft
Permanent Pool Elev (Invert of Office) = 18.5 ft
Diameter of Office = 2.5 in
Orifice Discharge Equation:
Q = CeA(2gHo)In
where,
Co = description 0.6 (unitless)
A = TW 0.0341 ftz
g = force of gravity 32.2 ft/sec'
Ho = H/3 0.63 It
Diameter
Ho = (Pond Elevation - Elevation of Orfice Invert) - (Orfice Diameter/2)
Q =
0.130 cis
Required Temporary Storage =
25,766 ft'
Drawdown Time, t =
197,473 sec
t=
54.85 hours
t =
2.29 days
APR 20Z012

Nodea
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
O Overland Flow
U SCS Unit CN
S SBUH CN
Y SCS Unit CA
Z SBUH CA
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
E Percolation
F Filter
X Exfil Trench
A: BMP#2
W:BMP#2 Spillway
qU: Phase II Res
U:BMP#2 Area
T:Post-Spill
P: LS Pipe
A:Blind Swale
T: Pre -Bound W:Level Spreader
U:Pre-Area
T: Post_LS
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
D:BMP#2.Out
A:Flow Splitter
P:Bypass
T:Post Bypass

Basins
Name: BMP#2 Area
Group: BASE
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Are.(ac): 1.090
Curve Number: 96.00
DCIA(8): 0.00
Only area including the pond itself
Name: Phase II Res 2
Group: BASE
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 12.200
Curve Number: 80.00
DCIA(9): 0.00
---------------------------
Name: Pre -Area
Group: BASE
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 21.510
Curve Number: 55.00
DCIA(8): 0.00
Nodes
Node: BMP#2 Status: Onsite
Type: SCS Unit Hydrograph ON'
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 5.00
Time Shift(hrs): 0.00
Max Allowable O(cfs): 999999.000
Node: BMP#2 Status: Onsite
Type: SCS Unit Hydrograph ON
Peaking Factor: 4B4.0
Storm Duration(hrs): 0.00
Time of Conc(min): 25.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Node: Pre -Bound Status: Onsite
Type: SCS Unit Hydrograph ON
Peaking Factor: 464.0
Storm Duration(hrs): 0.00
Time of Conc(mi n): 41.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Name:
Blind Swale
Base Flow(cfs): 0.000
Init
Stage(ft):
18.500
Group:
BASE
Warn
Stage(ft):
18.500
Type:
Stage/Area
Stage(ft)
Area(ac)
_______________
17.500
_______________
0.0000
18.000
0.0060
19.500
0.0130
-------------------------------------------------------------------------------------
Name:
BMP#2
Base Flow(cfs): 0.000
Init
Stage(ft):
18.500
Group:
BASE
Warn
Stage(ft):
22.000
Type:
Stage/Area
Stage(ft) Area(ac)
18.500 0.6700
19.000 0.7800
20.000 0.8500
21.000 0.9300
22.000 1.0100
23.000 1.0900
Name: Flow Splitter Base Flow(cfs): 0.000 Init Stage(ft): 18.500
Group: BASE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
17 500 0.0003
23.000 0.0003
____________________________________________________________________ ___________
Name: Post -Spill Base Flow(cfs): 0.000 Iait Stage(ft): 8.000
Group: BASE Warn Stage(ft): 14.000
APR 2 0 Z012
Interconnected Channel and Pond Routing Model ([CPR) ©2002 Streamline Technologies, Inc.
Page 1 of 6

Type: Time/Stage
Time(his) Stage(ft)
0.00 8.000
10.00 12.000
12.00 12.000
120.00 8.000
--------------------------------------------------------------------------------
Name: Post Bypass Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Group: BASE Warn Stage(ft): 14.000
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 8.000
10.00 12.000
12.00 12.000
120.00 8.000
-----------------------------------------------------
Name: Post LS Base Flow(cfs): 0.000 Init Stage(ft): 8.000
Group: BASE Warn Stage(ft): 14.000
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 8.000
10.00 12.000
12.00 12.000
120.00 8.000
Name: Pre -Bound Base Flow(cfs): 0.000 Init Stage(ft): 8.000
Grouo: BASE Warn Stage(ft): 14.000
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 8.000
10.00 12.000
14.00 12.000
120.00 6.000
====`Cross Sections =_____'_---- ='__=___`_'__'-_-__-______=_s____
Name: Group: BASE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
-----------------------------------------
=- Operating Tables
Name: Group: BASE
Type: Bottom Clip
Function: Time vs. Depth of Clip
Time(hrs) Clip Depth(in)
------------------------------
Pipe:
Name:
Bypass
From Node:
Flow Splitter Length(ft):
10.00
Group:
BASE
To Node:
Post_Bypass Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Most Restrictive
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.00
Rise(in):
18.00
18.00
Exit Loss Coef:
1.00
Invert(ft):
21.000
20.500
Bend Loss Coef:
0.00
APR 2 0 2012 i
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 2 of 6

Manning's N: 0.013000 0.013000
Too Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Name:
LS Pipe
From Node:
Flow Splitter Length(ft):
14.50
Group:
BASE
To Node:
Blind Swale Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Most Restrictive
Geometry:
Circular
Circular
Flow:
Both
Span(in):
15.00
15.00
Entrance Loss Coef:
0.50
Rise(in):
15.00
15.00
Exit Loss Coef:
0.50
Invert(ft):
17.600
17.500
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use on
But Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---- Drop Structures
Name:
BMP#2 Out
From Node:
BMP#2 Length(ft):
40.00
Group:
BASE
To Node:
Flow Splitter Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance Loss Coef:
0.500
Invert(ft):
18.000
17.750
Exit Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
sot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Weir 1 of 2 for Drop Structure BMP#2 Out —
TABLE
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 2.50
Rise(in): 2.50
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
`•• Weir 2 of 2 for Drop Structure BMP42 Out —
Invert(ft): 18.500
Control Elev(ft): 18.500
TABLE
count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Circular
Orifice Disc Coef:
0.600
Span(in):
36.00
Inveat(ft):
20.500
Rise(in):
36.00
Control Elev(ft):
20.500
---- -Weirs --- =--___=e_e_____--"""" ___-_=_- ___ _-_-__
Name: BMP#2 Spillway From Node: BMP#2
Group: BASE To Node: Post -Spill
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
APR 2 0 2012
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 6

Bottom Width(ft): 20.00
Left Side Slope(h/v): 5.00
Right Side Slope(h/v): 5.00
Invert(ft): 22.000
Control Elevation(ft): 22.000.
Struct Opening Dim(ft): 99.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.60D
Name: Level Spreader From Node: Blind Swale
Group: BASE To Node: Post_LS
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 18.500
Control Eievation(ft): 18.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.6D0
-__- Hydrology Simulations________________s_a=--__-_--_________a___________-
Name: FIFTY
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\FIFTY.R32
Override Defaults: Yes
Storm Duration(his): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 8.70
Time(hrs) Print Inc(min)
10 000 5.00
14.000 1.00
48.000 15.00
Name: HUNDRED
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\HUNDRED.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 9.90
Time(hrs) Print Inc(min)
10.000 5.00
14.000 1.00
48.000 15.00
_________________________________________________________________________________________
Name: NO
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\NC.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 1.50
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.00
14.000 1.00
48. 000 15.00
Name: ONE
Filename: K:\VAB_Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\ONE.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 3.68
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
APR 2 0 201"2 i
Page 4 of 6

Time(hrs)
Print Inc(min)
__________ ____
10.000,
______________
5.00
14.000
1.00
48.000
15.00
Name: TEN
Filename: K:\VAB-Civil\116319003 - Camp Lejeune Phase II -Do si. gn\Engineering\Drainage\ICPR\TEN. R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 6.90
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.00
14.000 1.00
48.000 15.00
Routing Simulations
Name: FIFTY Hydrology Sim: FIFTY
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\FIFTY.132
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hre): 0.000 End Time(hrs): 120.00
Min Colo Time(sec): 0.1000 Max Cale Time(sec): 120.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
____________ __ _______________
10.000 5.000
14.000 0.500
120.000 15.000
Group Run
_______________ -----
BASE Yes
Name: HUNDRED Hydrology Sim: HUNDRED
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\HUNDRED.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 120.00
Min Calc Time(sec): 0.1000 Max Colo Time(sec): 120.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
_______________ _______________
10.000 5.000
14.000 0.500
120.000 15.000
Group Run
_______________ -----
BASE Yes
___________________________________________________________________________________________________
Name: NO Hydrology Sim: NC
Filename: K:\VAB Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\NC.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000 1
Start Time(hrs): 0.000 End Time(hrs): 120.00
Min Cal. Time(sec): 0.1000 Max Calc Time(sec): 120.0000
Boundary Stages: Boundary Flows:
APR 2 0 M?
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 6

Time(hrs) Print Inc(min)
10.000 5.000
14.000 0.500
120.000 15.000
Group Run
--------------- ---
BASE Yes
Name: ONE Hydrology Sim: ONE
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\ONE.I32
Execute: Yes Restart No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 120.00
Min Calc Time(sec): 0.1000 Max Celt Time(sec): 120.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
------------------------------
10.000 5.000
14.000 0.500
120,000 15.000
Group Run
--------------- -----
BASE Yes
---__'------------------------- '_'_— ---------------------------------------____
Name: TEN Hydrology Sim: TEN
Filename: K:\VAB-Civil\116319003 - Camp Lejeune PhaseII-Design\Engineering\Drainage\ICPR\TEN.132
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 120.00
Min Calm Time(sec): 0.1000 Max Cal. Time(sec): 120.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
------------------------------
10.000 5.000
14.000 0.500
120.000 15.000
Group Run
_______________ -----
BASE Yes
APR 2 0 2012
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6

Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area - Inflow Inflow Outflow Outflow
hrs It it ft ft2 hrs cfs hrs cfs
Blind Swale
BASE
NO
23.88
18.504
18.500
-0.0002
576
15.21
0.245
23.68
0.093
BMP#2
BASE
NO
23.87
1B.944
22.000
0.0001
33439
12.27
2.726
23.
87
0.096
Flow Splitter
BASE
NC
23.88
18.505
23.000
0.0007
121
23.87
0.096
15.21
0.245
Post Bypass
BASE
NC
10.00
12.000
14.000
0.0133
0
0.00
0.000
0.00
0.000
Post LS
BASE
NC
10.00
12.000
14.000
0.0133
0
23.88
0.093
0.00
0.000
Pre -Bound
BASE
NO
10.00
12.000
14.000
0.0133
0
0.00
0.000
0.00
0.000
Blind Swale
BASE
ONE
17.24
18.519
18.500
0.0003
585
17.09
0.880
17.24
0.846
BMP#2
BASE
ONE
17.14
20.574
22.000
0.0007
39026
12.27
17.431
17.14
0.835
Flow Splitter
BASE
ONE
17.09
18.531
23.000
-0.0010
121
17.14
0.835
17.09
0.880
Post Bypass
BASE
ONE
10.00
12.000
14.000
0.0133
0
0.00
0.000
0.00
0.000
Post LS
BASE
ONE
10.00
12.000
14.000
0.0133
0
17.24
0.846
0.00
0.000
Pre -Bound
BASE
ONE
10.00
12.000
14.000
0.0133
0
12.67
3.044
0.00
0.000
Blind Swale
BASE
TEN
13.12
18.595
18.500
-0.0006
625
13.03
9.250
13.12
9.344
BMP#2
BASE
TEN
13.03
21.731
22.000
-0.0010
43059
12.27
43.592
13.02
9.250
Flow Splitter
BASE
TEN
13.03
20.694
23.000
-0.0010
114
13.02
9.250
13.03
9.250
Post Bypass
BASE
TEN
10.00
12.000
14.000
0.0133
0
0.00
0.000
0.00
0.000
Post LS
BASE
TEN
10.00
12.000
14.000
0.0133
0
13.12
9.344
0.00
0.000
Pre -Bound
BASE
TEN
10.00
12.000
14.000
0.0133
0
12.50
24.121
0.00
0.000
Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page I of I

Cam^ Kimley-Horn
M , and Associates, Inc.
Wet Detention Basin
ORFICE EQUATION
Project Information
Project Name: Heroes Manor
KHA Project #: 116319003
Designed by: EB Date: 4/19/2012
Checked by: TS Date: 4/19/2012
Sub Area Location: 13MP#2
Temporary Pool Elev (Bypass Pipe) = 21 R
Permanent Pool Elev (LS Pipe) = 17.6 R
Diameter of Omce = 15 in
Orifice Discharge Equation:
Q = CDAQgH-1rz
where,
Co= description
0.6(unitless)
A = nP
1.2272 fe
g = force of gravity
32.2 ft/sec2
Ha= H
2.78R
Diameter
Ho=(Elevation of Bypass Pipe Invert- Elevation of LS Pipe Invert - (Orfice Diameter/2)
a = 9.843 cfs
APR 2 0 Z01Z

Scenario: BMP #1
At
I
I - I
APR 2 0 LU1"L i
Bentley StormCAD Val (SELECTseries 2)
BMP 1 Amend2stc Bentley Systems, Inc. Haestad Methods Solution Center (08.11.02.351
3/21/2011 27 Sieman Company Drive Suite 200 W Watertown, CT 08795 USA N-203-755-1666 Page 1 of 1

Conduit FlexTable: VDOT Report (BMP_1_Amend2.stc)
Start :Stop Upstream Upstream Upstream System Upstream Upstream
System System
Section
Invert -invert Length (Scaled) Slope Section
Capacity
Velocity
Time
Cover Friction Slope Hydraulic Grade
:-Ground-
.
Node Inlet C Inlet Area CA CA - Flow Time Intensity
- Intensity
Discharge
(Up) (Down) (k) N Size
(Design)
(Average)
(Pipe
. (Start) (%) Line (In)
Upstream
.Node
.. (acres) (acres) (acres) (min) - (in/h)
,Additional
(In/h) Flaw
Capacity,
_.:.
,
(k) (ft) ` (Catalog
(fts/s)
(ft/s)
Flow)
(ft) , `. (k)
Downstream
-.
-. -.
Iev�1
Irks la '::
..:.: ...,..
Conduit)
!.r -:.
(min)
,- ..�, .. . •
M -
A40
A37
0.550
0.100
0.055
0.055
10.000
7.310
7.310
0.00
0.41
18.25
18.18
34.8
0.20
15 inch
2.89
1.66
0.351
5.38
0.26
18.56
24.88
A40
A37
2.89
34.8
15 Inch
24.88
A16A
A16
0,450
0.910
0.410
0.410
20.000
5.597
5.597
0.00
2.31
17.50
17.10
80.0
0.50
12 inch
2.52
3.64
0.367
2.50
0.41
18.29
21.00
A16A
A16
2.52
80.0
12 inch
23.03
A16
A17
0.800
0.180
O.SS3
0.553
20.367
5.5S5
5.555
0.00
3.10
17.10
16.91
38.1
0.50
15 Inch
4.57
4,00
0.158
4.68
0.51
17.85
23.03
A16
A17
4.57
38.1
15 Inch
22.24
A9
A10
0.650
0.480
0.312
0.312
10.000
7.310
7.310
0.00
2,30
18.75
18.61
28.9
0.50
12 Inch
2.52
2.93
0.165
2.50
0.42
19.89
22.25
A9
A10
2.52
28.9
12 inch
22.25
A30
All
0.665
0.410
0.585
0.565
10.165
7.272
7.272
0.00
4.28
18.61
18.41
39.7
0.50
1S inch
4.57
4.23
0.158
2.40
0.40
19.66
22.25
A10
All
4.57
39.7
15 inch
23.01
A2
A3
0.450
1,930
0.868
0.868
20.000
5.597
5.597
0.00
4.90
17.60
16,60
166.0
0.60
15 Inch
5.00
3,99
0.693
2.75
0.58
21.63
21.60
A2
A3
5.00
166.0
15 Inch
23.15
A3
A4
0.650
0.320
1.077
1.077
20.693
5.519
5.519
0.00
5.99
14.00
13.89
27.8
0.40
18 Inch
6.64
3.39
0.138
7.65
0.33
20.68
23.15
A3
A4
6.64
27.8
18 Inch
23.15
Al
A4
0.450
1.740
0.783
0.783
25.000
5.033
5.033
MO
3.97
17.30
16.37
154.7
0.60
15 inch
5.00
3.24
0.798
2.75
0.38
21.17
21.30
Al
A4
5.00
154.7
15 Inch
23,15
A4
A6
0.650
0.340
2.080
2.080
25.798
4.993
4.943
0.00
10.37
12.65
11.80
282.0
0.30
24 Inch
12.39
3.30
1.424
8.50
0.21
20.43
23.15
Al
A6
12.39
282.0
24 Inch
22.75
AS
A6
0.500
1.110
0.570
0.570
20.000
5.597
5,597
0.00
3.22
12.60
11.80
159.2
MO
15 Inch
4.58
2.62
1.011
7.65
0.25
20.24
21.50
AS
A6
4.58
159.2
15 Inch
22.75
A6
All
0.650
0.370
2.891
2.891
27.222
4.783
4.783
0.00
13.94
11.80
11.65
19.5
0.30
24 inch
12.39
4.44
0.188
8.95
0.38
19.71
22.75
A6
All
12.39
49.5
24 Inch
23.01
All
All -A
0.700
0.110
3.553
3.553
27.410
4,762
4.762
0.00
17.05
11.65
11.30
117.1
0.30
24 Inch
12.39
5.43
0.359
9.36
0.57
19.35
23.01
All
Ail -A
12.39
117.4
24 Inch
21.70
All -A
Al2
0.600
0.350
3.763
3.763
27.769
4.721
4.721
0.00
17.91
11.30
11.06
79.1
0.30
30 Inch
22.16
3.65
0.361
7.90
0.19
ISM
21.70
Ail -A
Al2
22.46
79.1
30 Inch
22.00
Al2
A15
0,700
O.S80
4.168
4.166
28.130
4.681
4.681
0.00
19.67
11.06
10.64
140.4
0.30
30 inch
22.46
4.01
0.582
8.44
0.23
18.24
22.00
Al2
A1S
22.46
1,10.4
30 inch
21.60
A13
A14
0.350
5,380
1.883
1.883
45.000
3.690
3.690
0.00
7.00
17.15
16.42
1,46.9
0.50
15 Inch
4.57
5.71
0.429
1.50
1.18
19.81
19.90
A13
All
4.S7
146.9
15 Inch
21.60
A14
A15
0.650
0.460
2.182
2.182
15.429
3.668
3.668
0.00
8.07
13.75
13.61
29.3
0.50
18 Inch
7.43
4.56
0.106
6.35
0.59
18.08
21.60
A14
A15
7.43
29.3
18 Inch
21.60
A15
A17
0.650
0.660
6.780
6.780
45.535
3.662
3.662
0.00
25.03
10.64
9.78
286.6
0.30
36 Inch
36.53
3.54
1.351
7.96
0.14
17.69
21.60
A15
A17
36.53
286.6
36 Inch
22.24
A17
A18
0.675
0.080
7.387
7.387
46.886
3.592
3.592
0.00
26.75
9.78
9.69
29.6
0.30
36 Inch
36.53
3.78
0.132
9.46
0.16
16.69
22.24
A17
A18
36.53
29.6
36 Inch
22.24
A18
A19
0.700
0.120
7.471
7.471
47.018
3.585
3.585
0.00
27.00
9.69
9.57
41.6
0.30
36 Inch
36.53
3.82
0.183
9.55
0.16
16.51
22.24
us
A19
36.53
41.6
361nch
22.07
A19
A33
0.700
0.220
7.625
7.625
47.202
3.576
3,576
0.00
27.48
9.57
9.46
35.5
0.30
36 Inch
36.53
3.89
0.154
9.51
0.17
16.33
22.07
A19
A33
36.53
35.5
36 Inch
22.07
A28
A29
(N/A)
(N/A)
0.000
0.000
5.000
9.140
9.140
40.00
40.00
8.80
8.62
110.2
0.16
481nch
58.10
3.18
0.576
9.20
0.08
18.98
22.00
a28
A29
58.10
110.2
48 Inch
24.50
%21
A22
0.450
2.880
1,296
1.296
25.000
5.033
5.033
0.00
6.58
17.44
17.17
138.3
0.20
18 Inch
4.65
3.72
0,618
1.86
0.39
21.25
-
20.80
121
A22
4.65
138.3
IS Inch
21.20
\22
A23
0.650
0,590
1.679
1.679
25.618
4.964
4.964
0.00
8.40
17.17
17.10
33.4
0.21
18 Inch
4.84
4.76
0.116
2.53
0.64
20.59
21.20
\22
A23
4.84
33.4
18 Inch
21.20
120
A38
0.600
1.000
0.600
0,600
15.000
6.160
6.160
0.00
3.73
17.61
17.53
2S.3
0.32
18 Inch
5.94
2.11
0.198
3.01
0.13
21.01
22.12
BMP_1_Amend2mc
3/21/2011
Bentley Systems, Inc. Haestad Methods Solullon Center
27 Slemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666
Bentley StormCAD V8i (SELECTseries 2)
106.11A2.35)
Page 1 of 4
APR 2 0 2012

Conduit FlexTable: VDOT Report (BMP_1_Amend2.stc)
Start
' Stop
Upstream
Upstream
Upstream
System
Upstream
Upstream
System
- System
Section
Invert
Invert
Length (Scaled)
Slope
Section -
Capacity
Velocity
Time
Cover
Friction Slope
Grade
.-Ground-
Node
- Node
Inlet C
Inlet Area
CA
CA
Flow Time
Intensity
Intensity
Additional
Discharge
(Up)
(Down)
- (ft)
(ON
Size
(Design)
(Average)
(Pipe
(Start)
- (%)
,'Hydraulic
Llne,(In)
• Upstream
(acres)
(acres)
(acres)
(min) . �
(in/h)
,(in/h) .
Flow
Capacity
(it)
(ft) -
(Catalog
(ft3/5)
(ft/s)
Flow)
(ft)
(ft)
Downstream
(ft3/s)
(f13/s)
Conduit)
-
(min)`-
(ft)
A20
A38
5.94
25.3
18 inch
22.01
A38
A39
0.600
0.620
0.972
0.972
15.198
6.138
6.138
0.00
6.01
17.53
17.44
29.3
0.31
18 inch
5.85
3.40
0,142
2.98
0.33
20.98
22.01
A38
A39
5.85
29.3
18 inch
22.00
A39
A23
0,650
0.250
1.135
1.135
15.340
6.122
6.122
0.00
7.00
17.44
17.10
113.4
0.30
18 inch
5.76
3.96
0.475
3.06
0.41
20.88
22.00
A39
A23
5.76
113.4
18 Inch
21.20
A23
A25
0.650
0.410
3.080
3.080
25.739
4.951
4.951
0.00
15.37
17.10
16.41
230.1
0.30
30 inch
22.51
3.13
1.219
1.60
0.14
20.12
21.20
A23
A25
22.51
230.1
30 inch
23.17
A24
A25
0.650
0,140
01091
0.091
10.000
7.310
7.310
0.00
0.67
18.00
17.89
35.9
0.31
12 inch
1.97
0.85
0.703
4.18
0.09
19.81
23.18
A29
A25
1.97
35.9
12 inch
23.17
A25
A26
0.650
0.170
3.282
3.282
26.953
9.813
4.813
0.00
15.92
16.41
15.66
250.1
0.30
30 Inch
22.46
3.24
1.284
4.26
0.15
19.71
23.17
A25
A26
22.46
250.1
30 Inch
23.23
A26
A27
0.650
0.190
3.905
3.105
28.237
4.669
4.669
0.00
16.03
15.66
15.41
83.9
0.30
30 Inch
22.38
3.26
0.429
5.07
0.15
19.31
23.23
A26
A27
22.38
83.9
30 Inch
23.41
C6
CS
0.450
1.620
0.729
0,729
20.000
5.597
5.597
0.00
4.11
16.22
15.91
166.9
0.L9
18 inch
4.53
2.33
1.196
4.08
0.15
19.75
21.80
C6
C5
4.53
166.9
18 inch
22.89
C12
C11
0.650
0.590
0.384
0.384
10.000
7.310
7.310
0.00
2.83
18.62
18.28
142.2
0.24
15 inch
3.16
2.30
1.028
2.75
0.19
20.31
22.62
C12
C11
3.16
192.2
15 inch
24.28
C11
C10
0,650
0.130
0.468
0.468
11.028
7.074
7.074
0.00
3.34
16.73
16.67
28.9
0.21
18 Inch
4.78
1.89
0.256
6.05
0.10
20.06
24.28
C11
C10
4.78
28.9
18 Inch
24.28
C10
C7
0.650
0.130
0.553
0.553
11.284
7.015
7.015
0.00
3.91
16.67
16.34
165.3
0.20
18 inch
4.70
2.21
1.249
6.11
0.14
19.99
24.28
C10
C7
4.70
165.3
18 Inch
23.83
C15
C14
01500
2.800
1.100
1.900
20.000
5.597
5.597
0.00
7.90
17.30
16.93
158.0
0.23
18 Inch
5.08
4.47
0.5B9
1.20
0.57
21.18
20.00
C15
C14
5.08
158.0
18 Inch
22.55
CI9
C13
0.650
0.6,10
1.816
1.816
20.589
5.530
5.530
0.00
10.12
16,93
16.87
28.4
0.21
29 Inch
10.47
3.22
0.145
3.62
0.20
20.18
2MS
C14
C13
10.47
28.4
24 Inch
22.55
C13
C7
0,650
0.620
2.219
2.219
20.731
5,514
5.519
0.00
12.33
16.87
16.34
267.2
0.20
30 Inch
16.27
2.51
1,771
3.18
0.09
20.00
22.55
C13
C7
18.27
267.2
30 inch
23.83
C7
C5
(N/A)
(N/A)
2.772
2.772
22.505
5.314
5.314
0.00
14.85
16.34
15.91
199.8
0.22
30 Inch
19.02
3.02
1.102
4.99
0.13
19.76
23.83
C7
CS
19.02
199.8
30 inch
22.89
C5
C1
(N/A)
(N/A)
3.500
3.500
23.607
5.190
5.190
0.00
18.31
15.91
15.73
152.6
0.12
36 Inch
22.88
2.59
0.984
3.98
0.08
19.49
22.89
CS
C1
22.88
152.6
361nch
22.59
C9
C3
0.450
1.770
0.797
0.797
20.000
5.597
5.597
0.00
4.49
16.64
16.02
313.2
0.20
18 Inch
4.67
2.51
2.052
2.66
0.18
20.29
20.80
C4
C3
4.67
313.2
18 inch
20.90
C3
C1
0.450
2.230
1.800
1.800
22.052
5.366
5,366
0.00
9.74
16.02
15.73
1,19.7
0.19
24 Inch
9.95
3.10
0.607
2.88
0.19
19.66
20.90
C3
C1
9.95
199.7
24 Inch
22.59
C2
C1
0.650
0.570
0.370
0.370
10.000
7.310
7.310
0.00
2.73
18.00
17.91
29.0
0.31
15 Inch
3.60
2.22
0.217
3.34
0.18
19.43
22.59
C2
C1
3.60
29.0
15 Inch
22.59
C1
A27
0.650
0.430
5.951
5.951
24.591
5.079
5.079
0.00
30.47
15.73
15.37
131.6
0.27
421nch
52.59
3.17
0.695
3.36
0.09
19.30
22.59
Cl
A27
52.54
131.6
421nch
23.41
A27
A29
0.650
0.230
9.505
9.505
28.666
4.620
4.620
0.00
44.27
1-1.01
13.10
202.4
0.30
48 Inch
78.93
3.52
0.956
5.40
0.09
19.08
23.41
A27
A29
78.93
202.4
48 Inch
24.50
A29
A30
0.800
0.050
9.545
9.545
29,621
4.513
4.513
40.00
83.12
8.62
8.25
246.5
0.15
48 inch
55.71
6.64
0.618
11.88
0.34
18.72
24.50
A29
A30
55.71
246.5
48 inch
23.54
A30
A31
0.650
0.310
9.747
9.747
30.239
4.458
4.458
40,00
83.80
8.25
8.05
139.0
0.15
48 Inch
55.49
6.67
0.335
11.29
0.34
17.61
23.54
A30
A31
55.49
134.0
48 inch
22.24
A31
A32
0.800
0.300
9.987
9.987
30.579
1,440
4.440
90.00
84.70
8.05
8.01
28.7
0.14
48 Inch
53.31
6.74
0.072
10.19
0.35
16.90
22.24
A31
A32
53.34
28.7
48 inch
22.24
Bentley SlormCAD
V81 (SELECTseries 2)
BMP 1 Amend2.stc
Bentley Systems,
Inc. Haestad
Methods
Solutlon Center
108.11.02.35]
312 V2011
27 Siemon Company
Drive Suite
200 W Watertown,
CT
06795 USA [phone]
Page 2 of 4
APR 2 0 2012

start
Node
A32
A32
A33
A33
A35
A35
A37
A37
D9
D9
D8
D8
D7
D7
D6
D6
D13
D13
D12
D12
D11
D11
D19
D19
D18
D18
D17
D17
D16
D16
D15
D15
D14
D14
DIO
D10
DS
DS
D4
D4
D3
D3
D2
D2
D1
D1
A47
A
A
A
A
A
A
A
A4
D
D
D7
D7
D6
D6
D5
D5
D1
DI
D1
D1
D1
D1
DI
D1
D1
D1
D1
D1
D15
D15
D14
D14
D10
D10
D5
DS
D4
D4
D3
D3
D1
D1
D1
D1
A47
A47
A48
33
35
35
37
37
47
8
8
0
0
8
8
4
4
6
6
Conduit
FlexTable:
VOOT
Report
(BMP_1_Amend2.stc)
Stop
Upstream
-• Upstream
Upstream
-
System
Upstream
Upstream
System
System
Section
.Invert
Invert
Length (Scaled)
Slope
Section
Capacity
Velocity
'-Time.
Cover `
Friction Slope
Node
Inlet C
Inlet Area
CA -
:. CA
Flaw Time
Intensity
Intensity
Additional
Discharge,
.: (Up)
(Down)
(ft)
N
Size
(Design)
(Average)
(Pipe
(Start)
(%)
' (acres).,:
(acres)
_ .`'(acres)
(min)
(in/h)
(in/h)
-Flow
Capacity
(ft)
(It)
(Catalog
(ft3/s)
(ft/s)
. Flow)
.(ft).
(Ft3/s)
-; (ft'/3)
Conduit)
- (min)
- -
33
0.800
0.180
10.131
10,131
30.646
4.436
4.436
40.00
85.30
8.01
7.95
41.4
0.15
48 Inch
54.95
6.79
0.101
10.23
0.35
54.95
41.4
481nch
0.681
0.240
17.920
17.920
47.356
3.567
3.567
40.00
101.44
7.95
7.60
346.3
0.10
54 inch
62.54
6.57
0.878
9.62
0.28
62.S4
346.3
54 inch
0.550
0.120
17.986
17,986
48.234
3.522
3.522
40.00
103.85
7.60
7.49
105.5
0.10
60 inch
82.35
5.29
0.334
12.28
0.16
82.35
105.5
60 inch
0.550
0.150
18.123
18.123
48.568
3.504
3.504
40.00
104.02
7.49
7.16
168.5
0.20
60 inch
116.47
5.30
0.529
12.39
0.16
7
116.47
168.5
60 inch
0.150
2.490
1.120
1.120
20.000
5.597
5,597
0.00
6.32
10.15
9.65
166.1
0.30
18 inch
5.76
3.58
0.773
6.85
0.36
5.76
166.1
18 inch
0.650
0.610
1.536
1.536
20.773
5.510
5,510
0.00
8.53
9.65
9.39
131.8
0.20
24 inch
10.04
2.72
0.810
7.42
0.14
10.04
131.8
24 Inch
0.650
0.110
1.608
1.608
21.583
5.418
5.118
0.00
8.78
9.39
9.15
118.0
0.20
24 inch
10.20
2.80
0.704
8.64
0.15
10.20
118.0
24 Inch
0.650
0.120
1.686
1.686
22.287
5.339
5,339
0.00
9.07
9.15
9.09
29.0
0.21
24 inch
10.29
2.89
0,167
9.53
0.16
10.29
29.0
24 Inch
0
0.450
2.880
1.296
1.296
20.000
5.597
5.597
0.00
7.31
15.15
14.88
135.0
0.20
24 Inch
10.12
3.51
0.611
2.85
0.10
0
10.12
135.0
24 inch
1
0.450
2.290
1.031
1.031
20.000
5.597
5.597
0.00
5.81
16.03
15.66
184.9
0.20
18 inch
4.70
3.29
0.937
0.77
0.27
1
4.70
184.9
18 inch
0.650
0.180
1.148
1,148
20.937
5.491
5.491
0.00
6.35
15.66
15.60
29.0
0.21
18 Inch
4.78
3.59
0.134
4.35
0.32
4.78
29.0
18 Inch
0.650
0,390
0.254
0.251
10.000
7,310
7.310
0.00
1.87
15.44
15.38
29.0
0.21
15 inch
2.94
1.52
0.318
5.69
0.08
2.91
29.0
15 Inch
0.650
0.390
0.507
0.507
10.318
7.237
7.237
0.00
3.70
15.38
15.18
100.5
0,20
18 inch
4.67
2.09
0.804
5.50
0.12
4.67
100.5
18 inch
0.450
2.820
1.269
1.269
5.000
9.140
9.140
0.00
11.69
17.25
16.99
130.6
0.20
24 inch
10,08
3.72
0.587
1.55
0.30
10.08
130.6
24 inch
0.650
0.420
1.542
1.542
10.000
7.310
7.310
0.00
11.36
16.99
16.93
28.4
0.21
24 inch
10.47
3.62
0.129
2.49
0.41
10.47
28.4
24 inch
0.650
0.460
1.841
1.841
10,129
7.280
7.280
0.00
13.51
15.39
15.18
106.4
0.20
30 inch
18.26
4.07
0.434
3.59
0.12
18.26
106.4
30 inch
(N/A)
(N/A)
2.348
2.348
11.122
7.052
7.052
0.00
16.69
15.18
14.68
150.7
0.20
30 inch
18.28
4.22
0,596
4,76
0,17
18.28
150.7
30 inch
0.650
0.160
4.896
4,896
21.072
5.476
5.476
0.00
27.02
14.88
14.68
101.9
0.20
36 Inch
29.53
4.74
0,359
3.63
0.30
29.53
101.9
36 Inch
0.650
0.610
6,978
6.978
22.151
5.320
5.320
0.00
37.42
9.09
8.97
62.4
0.19
36 inch
29.34
5.29
0.195
8.59
0.31
-
29.34
62.4
36inch
0.650
0.190
7.102
7.102
22,649
5.298
5.298
0.00
37.93
8.97
8.59
190.6
0.20
36 Inch
29.75
5.37
0.593
9.49
0.32
29.75
190.6
36 inch
0.650
0.250
7.264
7.264
23.243
5.231
5.231
0.00
38.30
8.59
8.10
241,0
0.20
36 Inch
30.07
5.42
0.741
11.23
0.33
30.07
241.0
36 inch
0.650
0,200
0.130
0.130
10,000
7.310
7.310
0.00
0.96
17.59
17.53
29.1
0.21
15 Inch
2.94
2.14
0.226
5.70
0.30
2.94
29.1
15 Inch
0.650
0,180
7.511
7.511
23.964
5.148
5.148
0.00
38.97
8.10
7.77
166.2
0.20
36 Inch
29.74
5.51
0.502
13.44
0.34
29.74
166.2
36 inch
(N/A)
(N/A)
25.634
25.634
19.097
3.477
3.477
40.00
129.84
7.16
6.78
253.0
0.15
60 inch
100.86
6.61
0.635
12.34
0.25
BMP i_Amend2.stc
3/21/2011
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA r1-203-755-1566
Hydraulic Grade .-Ground-
Line (In) Upstream
(ft) Downstream
(ft)
16.41 22.24
22.07
15.88 22.07
24.88
14.71 24.88
24.88
14.26 24.88
24.50
17.18 18.50
19.07
16.58 19.07
20.03
16.39 20.03
20.68
16.22 20.68
20.68
17.05 20.00
21.51
17.54 18.30
21.51
17.02 21.51
21.51
17.31 22.38
22.38
17.29 22.38
22.44
18.90 20.80
21.48
18.41 21.48
21.48
17.28 21.48
22.44
17.16 22.44
21.51
16.92 21.51
20.68
16.17 20.68
21.46
15.97 21.46
22.82
15.36 22.82
24.54
18.06 24.54
24.51
11.56 24.54
24.50
13.68 24.50
Bentley StormCAD Vat (SELECTsedes 2)
[08,11,02.351
Page 3 or
APR 2 0 101Z Li

Conduit FlexTable: VDOT Report (BMP_1_Arrend2.stc)
Start Stop Upstream Upstream Upstream System -Upstream
Upstream System System
section Invert
Invert Length.(Scaled) Slope Section
Capacity Velocity
Time
Cover Friction Slope Hydraulic Grade -Ground-
Node-: Node Inlet Inlet Area CA CA Flow Time
Intensity Intensity, ,Additional
-Discharge (Up)
(Down) (ft) (%) Size
(Design) (Average)
(Pipe
(Start) M) Line (In) Upstream .
(acres) (acres) (acres) : (min)
(in/h) (In/h) Flow
Capacity (ft)
(ft) (Catalog .
(ft3IS) (ft/s)
Flow)
(it) - ; - (R) Downstream
(ft3/5)
(ft3/5)
- Conduit)
(min)
(ft),
A47 A4E
1
100.861 1
1 253.0I 160 Inch I
I
I I
I 1 20.601
�:]APR 2 0 2012
Bentley StormCAD Val (SELECTseries 2)
BMP 1 Amend2.slc Bentley Systems, Inc. Haestad Methods Solution Center [08,11,02.351
3/21/2011 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 4 of 4

Title: Scenario: BMP #2
e1
25
APR 2 0 ZOIZ
Title: Camp Lejeune Phase 1 Lincoln Park Resldenatil Project Engineer. Rachel Oberle
Forebay2.stc Klmley-Horn and Associated 'Bentley StormCAD Val (SEL' B41.02.351
3/21/2011 27 Siemon Company Drive Suite 200 V/ Watertown, CT 06795 USA [phone] Page 1 of 1

Title: Conduit FlexTable: VDOT Report (Forebay2.stc)
Start iStop Upstream Upstream Upstream System Upstream Upstream
System _
System
Section
lInvert Invert Length (Scaled) Slope Section
Capacity
Velocity
Time Cover
Friction Slope Hydraulic Grade
-Ground-
Node,, : Node ;::Inlet C -Inlet Area CA -. CA Flow Time Intensity
. Intensity '
Additional
Discharge ::
: (Up) - (Down) (ft) (%) Size
(Design)
(Average)`
. (Pipe (Start)
(%) Line (In)
Upstream
.:._. - (acres) (acres) - (min) (iriJh)
(in/h)
Flow
Capacty;'-
(It) : - (ft) - (Catalog
- (ft3/s)
(I
Flow) (it)
(it)
Downstream
. ..: ,(acres) .
...
reai�l .....
rfm'i'....
Conduit)
'. (min)
(It)
B47
B-18
0.650
0.270
0.130
0.130
10.000
7.320
7.320
0.00
-0.96
18.65
18.51
28
0.50
12 inch
2.52
2.99
0.156
2.75
0.13
19.23
22.40
B47
B48
2.52
28
12 Inch
22.40
B48
650
0.650
0.270
0.260
0.260
10.156
7.285
7.285
0.00
1.91
18.51
18.24
54
0.50
12 Inch
2.52
3.53
0.255
2.89
0.52
19.16
22.40
B48
B50
2.52
54
12 inch
21.63
B49
B50
0.662
0.380
0.252
0.252
10.000
7.320
7.320
0.00
1.86
17.63
17.49
35
0.40
15 Inch
4.07
3.24
0,180
2.75
0.11
18.46
21.63
B49
BSO
4.07
35
15 Inch
21.63
845A
B45
0.500
1.180
0.590
0.590
20.000
5.627
S.627
0.00
3.35
15.46
17.98
71
0.67
12 Inch
2.91
4.26
0.278
1.75
0.88
19.92
21.20
B45A
B45
2.91
71
12 inch
21.63
B45
646
0.800
0.210
0.758
0.758
20.278
5.595
S.S95
0.00
1.27
17.98
17.84
39
0.10
15 inch
4.09
3.78
0.150
2.90
0.38
19.14
21.63
B45
B46
4.09
34
15 inch
21.63
B43
844
0.500
1.990
0.995
0.995
20.000
5.627
5.627
0.00
5.64
17.60
17.96
24
0.60
15 inch
5.00
4.60
0.087
2.25
0.76
19.64
21.10
613
844
5.00
24
15 Inch
22.45
66
87
0.650
0.520
0.338
0.338
10.000
7,320
7,320
0.00
2,49
19.30
19.16
28
0,50
12 Inch
2.52
3.18
0.147
3.00
0.49
22.42
23.30
B6
B7
2.S2
28
12 inch
23.30
B7
917
0.650
0.520
0,676
0.676
10.147
7.287
7.287
0.00
4.97
19.16
17.87
258
0.50
15 inch
4.57
4.05
1.063
2.89
0.59
22.19
23.30
87
B17
4.57
258
15 Inch
22.90
e8
B9
0.589
0.190
0.112
0,112
10.000
7.320
7.320
0.00
0.83
17.97
17.77
40
0.50
12 Inch
2.52
1.05
0.634
2.35
0.05
21.31
21.32
88
89
2.52
40
12 Inch
21.32
B9
Bit
0.667
0.260
0.285
0.285
10.634
7.178
7.178
0.00
2.07
17.66
17.41
42
0.60
15 inch
5.00
1.68
0.416
2.41
0.10
21.27
21.32
B9
B11
5.00
42
15 inch
21.32
B10
811
0.650
0.570
0.370
0.370
10.000
7.320
7.320
0.00
2.73
17,82
17.70
29
0.90
15 Inch
4.09
2.23
0.217
2.25
0.18
21.28
21.32
B10
B11
4.09
29
15 Inch
21.32
B11
613
0.660
0.290
0.898
0.848
11.049
7.085
7.085
0.00
6.05
17.41
16.25
233
0.50
24 inch
16.00
1.93
2.016
1.91
0.07
21.16
21.32
811
B13
16.00
233
24 Inch
22.97
B13
B14
0.650
0.130
0.932
0.932
13.065
6.633
6.633
0.00
6.23
16.25
15.33
183
0.50
24 Inch
16.00
1.98
1.538
4.73
0.08
20.97
22.97
B13
B14
16.00
183
291nch
23.94
B14
Bf6
0.650
0.080
0.981
0.981
14.603
6.289
6.289
0.00
6,22
15.33
19.68
94
0.69
24 Inch
18.81
1.98
0,792
6,11
0.08
20.81
23.44
B14
616
18.81
94
24 Inch
22.90
B15
616
0.650
0.290
0.189
0.189
10.000
7.320
7.320
0.00
1.39
18.90
18.76
29
0.50
12 inch
2.52
1.77
0.273
3.00
OAS
20.78
22.90
BI5
B16
2.52
29
12 inch
22.90
B16
817
0.738
0.290
1.316
1.346
15.394
6.155
6.155
0.00
8.35
10.00
9.55
90
0.50
24 Inch
16.00
2.66
0.564
10.90
0.14
20.74
22.90
B16
B17
16.00
90
29 Inch
22.90
B1
B2
(N/A)
(N/A)
0.000
0.000
5.000
9.240
9.240
0.00
17.40
10.30
9.96
113
0.30
42 inch
55.18
1.81
1.041
7.20
0.03
20.75
21.00
B1
B2
55.18
113
42 inch
23.14
0.040
0.026
0.026
6.041
8.840
S.890
0.00
17.63
8.75
8.32
144
0.30
42 inch
55.10
1.83
1.310
10.89
0.03
20.69
23.14
B2
B2
B3
83
0,650
S5110
144
42 Inch
22.90
B3
B17
0.626
0.250
0.183
0,183
10,000
7.320
7.320
0.00
18.75
8.32
8.26
30
0.21
42 Inch
46.10
1.95
0.257
11.08
0.03
20.62
22.90
B3
B17
46.10
30
42 Inch
22.90
B17
B21
0.650
0.280
2.387
2.387
1S.959
6.090
6.090
0.00
32.05
8.26
7.89
185
0,20
42 Inch
44.69
3.33
0.926
11.15
0.10
20.46
22.90
B17
B21
44.69
185
42 Inch
23.58
B20
B21
0.500
0.820
0.410
0.410
15.000
6.200
6.200
0.00
2.56
19.20
18.49
119
0.60
15 inch
5.00
2.09
0.950
1.75
0.16
20.46
22.20
320
821
5.00
119
15 Inch
23.58
318
B19
0.500
0.700
0.350
0.350
15.000
6.200
6.200
0.00
2.19
19.35
18.39
193
0.50
15 inch
4.57
1.78
1.805
1.75
0.11
21.13
22.35
318
619
4.57
193
15 inch
21.90
319
B21
0.500
1.050
0.87S
0.675
20.000
5.627
5.627
0.00
4.96
18.39
17.90
97
0.50
15 Inch
4.55
4.04
0.400
2.27
0.59
20.85
21.90
319
B21
4.55
97
1S inch
23.58
321
B22
0,800
0.010
3.704
3.709
20.400
5.581
5.581
0.00
38.23
7.89
7.61
140
0.20
42 inch
94.99
3.97
0.587
12.19
0.14
20.13
23.58
Title: Camp Lejeune Phase 1 Lincoln Park Residenalii
Forebay2.stc
3121/2011
Kimley-Horn and Associated
27 Slemon Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755-1666
Project Engineer: Rachel Oberle
Bentley StormCAD Vail (SELECTsenes 2)
[08.11.02.351
Page 1 of 2
APR 2 0 2012

Start Stop
Node Node
B21
B22
B22
25
B25
B23
B23
B29
324
326
326
327
327
328
128
129
129
131
31
39
39
39
34
35
35
36
36
38
38
10
10
11
11
14
4
6
6
0
0
B22
B41
E341
B26
B26
B21
B24
B26
B26
827
827
B28
B28
B29
B29
B31
631
B41
B41
B40
840
B35
B35
B38
B38
B38
B38
B40
B40
B41
B41
344
344
346
346
I-1
i-1
150
150
151
51
Title: Conduit FlexTable: VDOT Report (ForebayZstc)
Upstream
Upstream
Upstream
System
- Upstream
Upstream
System
System .
Section
Invert
Invert
- Length (Scaled)
Slope
Section
Capacity
Velocity
Time
Cover
Friction Slope
Hydraulic Grade
-Ground-
Inlet C
Inlet Area
CA
- CA
Flow.Time
Intensity
Intensity
Additional
Discharge
(Up)
(Down)
(it).
(°70)
Size
(Design)
(Average)
(Pipe
(Start)
M)
,Line (In)
, Upstream
-
(acres)
(acres)
(acres),
(min)
.,:(in/h)
(in/h)
Flow
Capacity
(ft)
(It)
(Catalog
(ft3/s) _
..
((Vs)
Flow)
(it)
(it) �- -
Downstream
-
(ft3/s)
(tt3/s)
Conduit)
(min)
-
(ft) -
44.99
140
42 inch
22.60
0.697
0.540
4.080
4.080
20.987
5.513
5.513
0.00
10.08
7.61
7.55
29
0.20
48 inch
64.29
3.19
0.152
10.99
0.08
19.85
22.60
64.24
29
48 Inch
22.60
0.500
1.850
0,925
0.925
25.000
5,053
5.053
0.00
4.71
19.00
18.49
140
0.40
18 Inch
6.64
2.67
0.875
1,50
0.20
23.08
22.00
6.64
140
18 inch
23.88
0.500
1.090
0.545
0.545
20.000
5.627
5.627
0.00
3.09
19.85
19.90
151
0.30
15 inch
3.54
2,52
0.999
1.25
0.23
23.31
22.35
3.54
151
15 Inch
23.88
0.650
0.210
0.653
0,653
20.999
5.512
5.512
0.00
3.63
19.40
19.28
29
0.40
15 Inch
4.10
2.95
0.164
3.23
0.32
22.89
23.88
4.10
29
15 Inch
23.88
0.650
0.310
1,722
1.722
25.875
4.953
4.953
0.00
8.60
18.44
18.13
78
0.40
IS Inch
6.64
4.86
0,267
3.94
0.67
22.65
23.88
6,64
78
IS inch
23.50
0.650
0.240
1.878
1.878
26.142
9.922
1.922
0.00
9.32
18.13
17.89
60
0.40
29 inch
14.31
2.97
0.337
3.37
0.17
21.87
23.50
14.31
60
24 Inch
23.15
0.650
0.480
2.190
2.190
26.479
4.889
1.884
0.00
10.78
17.89
17.77
29
0.39
29 Inch
14.18
3.43
0.141
3.26
0.23
21.66
23.15
14.18
29
24 Inch
23.15
0.650
0.360
2,924
2.429
26.620
4.868
4.868
0.00
11.89
17.77
16.14
408
0.10
24 Inch
14.31
3.79
1.796
3.38
0.28
21.43
23.15
14.31
408
24 Inch
23.30
0.650
0.250
2.547
2.547
28.417
9.662
4,662
0.00
11.97
16.14
15.59
139
0.40
24 Inch
14.31
3.81
0.608
5.16
0.28
20.22
23.30
11.31
139
24 Inch
22.60
0.650
0.500
0.325
0.325
10.000
7.320
7.320
0.00
2.40
18.85
18.71
29
0.50
12 inch
2.52
3.05
0.158
2.75
0.45
20.27
22.60
2.52
29
12 inch
22.60
0.650
0.250
0.162
0.162
10.000
7.320
7.320
0.00
1.20
19.18
19.03
31
0.50
12 Inch
2.52
1.53
0.338
3.00
0.11
22.08
23.18
2.52
31
12 inch
23.18
0.650
0.190
0,286
0.286
10.338
7.244
7.249
0.00
2.09
19.03
18.46
114
0.50
15 Inch
4.57
1.70
1.116
2.91
0.10
22.01
23.18
9.57
114
15 Inch
23.90
0.500
1.760
0,880
0.880
20.000
5.627
5.627
0.00
4.99
18.68
18.10
165
0.35
18 Inch
6.21
2.82
0.974
2.02
0,23
22.27
22.20
6.21
165
18 inch
23.90
0.650
0.IC0
1.231
1.231
20.974
S.515
5.515
0.00
6.84
18.10
16.93
391
0.30
18 inch
5.75
3.87
1,683
4.30
0.42
21.80
23.90
5.75
391
18 Inch
22.60
0.670
0.370
1.804
1.804
22.656
5.322
5.322
0.00
9.68
16.93
16.65
92
0.30
24 Inch
12.39
3.08
0.498
3.67
0.18
20.00
22.60
12.39
92
24 Inch
22.60
0.693
0.210
8.576
8.576
29,025
4,592
4,592
0.00
57.10
7.55
7.25
198
0.20
48 inch
64.45
4.54
0.543
11.05
0.16
19.69
22.60
64.45
148
48 Inch
22.45
0.650
0.120
9.640
9.640
29,568
4.530
4.530
0.00
61.42
7.25
7.01
121
0.20
48 Inch
64.76
4.89
0.913
11.20
0.18
19.24
22.45
64.76
121
48 Inch
21.63
0.650
0.160
10.502
10,502
29.980
4.482
4.482
0.00
64.85
7.01
6.93
38
0.20
48 inch
64.24
5.16
0.123
10.62
0.20
16.64
21.63
69.24
38
48 Inch
22.00
(N/A)
(N/A)
10.502
10.502
30,103
4.175
4.475
0.00
64.77
6.93
6.83
52
0.20
98 inch
63.62
5.15
0,168
11.07
0.20
18.55
22.00
63.62
52
48 inch
21.63
0.818
0.490
11.379
11.374
30.271
4.966
4.466
0.00
68.60
6.83
6.45
191
0.20
59 Inch
87.94
11.31
0.738
10.30
0.12
16.83
21.63
87.94
191
54 Inch
23.00
Title: Camp Lejeune Phase 1 Lincoln Park Residenatil
Forebay2.stc
3/21/2011
Kimley-Horn and Associated
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666
Project Engineer: Rachel Oberle
Bentley Slo"CAD Val (SELECTseries 2)
[08.11.02.35)
Page 2 of 2
_ t
APR 2 0 ZOIZ
I

Title: Scenario: BMP #5
E6 cs
E20
E2
E36
[APR 20 ZUiz
Title: Camp Lejeune- Lincoln Park Resldentlal Forebay 5 Project Engineer: Rachel Obede
Forebay5.slc- Haeslad Methods Solution Center Bentley SlormCAD V8i (SELECTseries 2)
(08,11.02.351
3/21/2011 27 Slemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

E
E
E
E
E
E
E
E
E
E
E
E
El
E1
E1
E1
El
E1
El
El
Title: Conduit FlexTable: VDOT Report (Forebay5.stc)
- Start Stop Upstream Upstream Upstream System Upstream Upstream
System
System
Section!-
Invert Invert Length (Scaled) Slope Section
Capacity
Velocity
Time
`-Cover Friction Slope Hydraulic Grade
-Ground-
Node _. Node Inlet C Inlet Area CA 'CA Flow Time Intensity
Intensity
Additional. -
Discharge
(Up) (Down) (R) (°/n) -Size
(Design)
(Average)
(Pipe
(Start) (%) '- -Line (In)
Upstream
(acres) .. (acres) (acres) (min) (In/h) ..
(m/h) .,,
Flow. -'
Capacity
: (R) (R) (Catalog
(ft3/s)
(R/s)
Flow)
(It) (ft)
Downstream
(ft3/s)
(ft3/s).'
Conduit)
-
_
(min)
(It)
E28 E29 0.500
E2
E2
E6
E6
10
0,970
0.985
0,485
15.000
6.160
6.160
0.00
3.01
18.30
17.68
207.8
0.30
1S Inch
3.54
2A5
1.413
1.55
0.22
20.77
21.10
E28 E29
3.54
207.8
15 inch
20.70
E29 E30 0.500
1.270
1,120
1.120
20.000
5.597
5.597
0.00
6.32
17.68
17.17
201.3
0.25
15 inch
3.23
5.15
0.651
1.77
0.95
20.23
20.70
E29 E30
3.23
201.3
15 Inch
23.25
E18 E19 0.500
1.230
0.615
0.615
20.000
5.597
5.597
0.00
3.47
16.98
16.31
134.1
0.50
15 Inch
4.57
2.83
0.790
3.17
0.29
21.54
21.40
E18 E19
4.57
134.1
15 inch
21.30
E19 E21 0.500
0.500
0.865
0,865
20.790
5.508
5.508
0.00
4.80
16.31
15,60
142.3
0.50
IB Inch
7.43
2.72
0.871
3.49
0.21
21.07
21.30
E19 E21
7.43
142.3
IB inch
21.69
E20 E21 0.656
0.470
0.306
0.308
10.000
7.310
7.310
0.00
2.27
18.50
18.25
50.7
0.49
12 Inch
2.49
2.89
0.299
2.31
0.41
20.98
21.81
E20 E21
2.49
50.7
12 inch
21.69
E21 E25 0.600
0.420
1.426
1.426
21.661
5.410
5.410
0.00
7.77
15.60
15.22
75,8
0.50
16 Inch
7.93
4,40
0.286
4.59
0.55
20.64
21.69
E21 E25
7.43
75.8
18 Inch
21.81
E25 E24 0.650
0.380
1.673
1.673
21.949
5.377
5.377
0.00
9.07
15.22
15.09
25.9
0.50
18 Inch
7.43
5.13
0.084
5.09
0.79
20.08
21.81
E25 E24
7.43
25.9
18 Inch
21.82
E22 E23 0.657
0.220
0.145
0.145
10.000
7.310
7.310
0.00
1.06
18.85
18.64
41.9
0.50
12 inch
2.52
1.36
0.516
2.31
0.09
20.15
22.16
E22 E23
2.52
41.9
12 inch
22.16
E23 E24 0.622
0.270
0.313
0.313
10.516
7.191
7.191
0.00
2.27
18.64
18.91
47.4
0.50
12 inch
2.52
2.88
0.272
2.52
0.40
20.07
22.16
E23 E24
2.52
47.4
12 Inch
21.62
-24 E26 0.671
0.210
2.126
2.126
22.033
5.368
5.368
0.00
11.50
15.09
14.63
153.5
0.30
24 inch
12.39
3.66
0.701
4.73
0.26
19.65
21.82
z24 E26
12.39
153.5
24 inch
23.00
-26 E27 0.650
0.190
2.204
2.204
22.734
5.289
5.289
0.00
11.75
14.63
13.59
347.3
0.30
301nch
22.46
2.39
2.416
5.87
0.08
19.19
23.00
-26 E27
22.96
347.3
301nch
21.90
3 E2 0.800
0.510
0.408
01408
10.000
7.310
7.310
0.00
3.01
17.98
17.86
30.2
0.40
15 inch
9.09
2.45
0.204
2.35
0.22
21.11
21.58
3 E2
4.09
30.2
15 inch
21.58
E8 0.650
0.510
0.739
0.739
10.204
7.263
7.263
0.00
5.41
17.58
17.12
92.4
0.50
18 Inch
7.43
3.06
0.500
2.50
0.27
20.96
21.58
ES
7.43
92.9
18 inch
22.10
E7 0.800
0.440
0.352
0.352
10.000
7.310
7.310
0.00
2.59
18.60
18.46
28.6
0.50
12 inch
5.09
1.65
0.293
2.50
0.13
21.50
22.10
E7
5.09
28.6
12 inch
22.10
5 E7 0.650
0.430
0.183
0.183
10.000
7.310
7.310
0.00
1.35
19.10
18.35
118.9
0.50
12 inch
2.53
1.72
1.445
2.74
0.14
21.67
22.84
5 E7
2.53
148.9
12 inch
22.10
7 E8 0.650
0.330
0.750
0.750
11.445
6.978
6,978
0.00
5.27
18.35
17.85
99.8
0.50
15 Inch
4.57
4.30
0.388
2.50
0.67
21.38
22.10
7 E8
4.57
99.8
1S inch
22.10
8 E12 0,650
0.290
1,678
1.678
11.833
6.889
6.889
0.00
11.65
17.12
16.36
152.9
0.50
24 inch
16.00
3.71
0.688
2.98
0.27
20.72
22.10
8 E12
16.00
152.9
24 Inch
22.95
9 E12 0.500
1.060
0,530
0.530
20,000
5.597
5,597
0.00
2.99
18.00
17.36
158.4
0.41
15 Inch
4.11
2.44
1.081
1.75
0.21
20.65
21.00
9 E12
4.11
158.9
15 inch
22.95
10 Ell 0.500
1.320
0.660
0.660
20.000
5.597
5.597
0.00
3.72
18.65
17.99
189.1
0.35
15 Inch
3.82
3.03
1.038
1.50
0.33
21.63
21.10
Ell
3.82
189.1
15 inch
21.30
Title: Camp Leleune- Lincoln Park Residential Forebay 5
Forebay5.slc
3/21/2011
Hassled McVWs Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 08795 USA *1-203-755-1666
Project Engineer: Rachel Oberle
Bentley SlormCAD Vst (SELECTseries 2)
[08.11.02.35)
Page i of 2
i
APR 2 Z01Z

Start stop
Node Node
E15 E17
E16 E 1 7
E16 E17
E 1 7 E27
E17 E27
E27 E30
E27 E30
E30 E48
E30 E98
E42 E43
E42 E43
E43 E44
E93 E94
E40 E41
E90 E41
E36 E37
E36 E37
E37 E38
E37 E38
E38 E39
E38 E39
E33 E34
E33 E34
E31 E32
E31 E32
E32 E34
E32 E34
E34 E39
°34 E39
39 E41
c39 E41
__41 E94
=41 E94
:44 E46
99 E46
45 E96
45 E46
46 E47
46 E47
47 E48
47 E48
48 E49
Title: Conduit FlexTable: VDOT Report (Forebay5.stc)
Upstream
Upstream
Upstream
System
.,Upstream
* Upstream
System
System
Section
invert
Invert
Length (Scaled)
Slope
Sectlon
Capacity
Velocity
Time
Cover
Friction Slope;
Hydraulic Grade
-Ground-
Inlet C
Inlet Area
CA
CA
-Flow_Time
Intensity
Intensity
Additional
Discharge
(Up)
.(Down)
(ft)
(e/a)
Size
(Design)
(Average)
(Pipe
(Start)
(%)-
Line (In)
- Upstream
(acres)
(acres)
.(acres)
(min)
:(In/h)
(In/h)
Flow
Capacity
(it)
(ft)
(Catalog
: (ft3%s)
(ft/s)
Flow)
(ft)
-
(ft)
.:Downstream
--
(ft3/s)
(ft3/S)
•-
Conduit)
(min)
-
- (ft)
4.10
299.5
15 Inch
21.90
0,600
0.420
0.252
0.252
10.000
7.310
7.310
0.00
1.86
18.40
18.26
29.4
0.50
12 Inch
2.52
2.36
0.204
2.50
0.27
20.75
21.90
2.52
29.1
12 Inch
21.90
0.650
0.590
1.188
1.188
11.679
6.921
6.924
D.00
8.29
11.69
11.40
94.8
0.30
15 Inch
3.54
6.76
0.234
8.97
1.65
20.47
21.90
3.54
94.8
15 inch
21.90
0.650
0.470
7.361
7.364
25.150
5.016
5.016
0.00
37.24
11.10
10.78
153.1
0.41
36 inch
42.16
5.27
0.481
7.50
0.31
18.98
21.90
42.46
153.1
36 inch
23.25
0.600
0.000
8.484
8.484
25.634
4.962
4.962
0.00
42.43
10.78
10.37
80.8
0.51
36 inch
47.15
6.00
0.225
9.97
0.40
17.58
23.25
47.45
80.8
36 Inch
22.65
0.500
1.800
0.900
0.900
20.000
5.597
5.597
0.00
5.08
t7.50
16.30
241.3
0.50
15 Inch
4.56
4.14
0.971
2.25
0.62
21.13
21.00
4.56
241.3
15 Inch
21.20
0.500
1.110
1.455
1.455
20.971
5,187
SA87
0.00
8.05
16.30
15.66
126.3
0.50
18 inch
7.46
4.55
BASS
3.40
0.59
19.41
21.20
7.46
126.3
18 Inch
22.39
0.650
0.410
0.286
0.286
10.000
7,310
7.310
0.00
2.11
13.88
13.76
29.1
0.40
12 inch
2.26
2.68
0.180
6.95
0.35
19.26
21.83
2.26
29.1
12 inch
21.83
0.500
1.900
0.950
0.950
25.000
5.033
5.033
0.00
4.62
18.05
16.69
136.3
1.00
IS Inch
6.46
3.93
0.577
2.50
0.56
21.70
21.80
6.46
136.3
15 Inch
23.00
0.650
0.520
1.288
1.288
25.577
4.968
9.968
0.00
6.45
15.00
14.88
29.0
0.11
18 Inch
6.76
3.65
0.132
6.50
0.38
20.95
23.00
6.76
29.0
18 Inch
23.00
0.750
0.290
1.505
1.505
25.710
4.953
4.953
0.00
7.52
14.88
14.58
74.4
0.41
18 inch
6.69
4.25
0.290
6.62
0.51
20.66
23.00
6.69
74.4
18 inch
22.92
0.500
0.690
0.315
0.345
20.000
5.597
5.597
0.00
1.95
17.00
16.45
91.7
0.60
15 Inch
5.00
1.59
0.967
2.85
0.09
21.13
21.10
5.00
91.7
15 Inch
22.70
0,500
1.270
0.635
0.635
- 25.000
5.033
5.033
0.00
3.22
18.30
16.92
138.2
1.00
15 inch
SAS
2.63
0,876
2,25
0.25
21.41
21.80
6.46
138.2
15 Inch
22.70
0.650
0.390
0.888
0.888
25.876
4.935
4.935
0.00
4.42
15.31
15.19
29.1
0.40
18 Inch
6.64
2.50
0.193
5.90
0.18
21.10
22.70
6.64
29.1
18 inch
22.70
0.600
0.310
1.119
1.419
26.069
4.913
4.913
0.00
7.03
15.19
14.46
147.3
0.50
18 inch
7.42
3.98
0.616
6.01
0.45
20.94
22.70
7.42
147.3
IS Inch
22.92
0.650
0.040
2.951
2,951
26.685
4.843
- 1.813
0.00
14.41
14.46
13.76
233.7
0.30
24 Inch
12.34
4.59
0.850
6.47
0.41
20.10
22.92
12.34
233.7
24 inch
21.83
0.650
0.460
3.536
3.536
27.536
1.748
4.748
0.00
16.92
13.76
13.17
200.8
0.30
30 inch
22.48
3.45
0.948
5.57
0.17
19.00
21.83
22.48
200.8
30 inch
22.39
0.650
0.050
5.023
5.023
28.483
4.641
4.641
0.00
23.50
13.17
12.79
123.0
0.30
30 Inch
22,39
4.79
0.446
6.72
0.33
18,47
22.39
22.39
123.0
30 Inch
21.53
0.623
0,390
0.243
0.243
10.000
7.310
7.310
0.00
1.79
17.52
17.40
29.1
OAO
12 Inch
2.25
3,18
0.152
3.01
0.42
18.19
21.53
2.25
29.1
12 Inch
21.53
0.702
0.290
5.470
5.470
28.929
4.591
4.591
0.00
25.31
10.67
10.53
69.8
0.20
30 Inch
18.34
5.16
0.226
8.36
0.38
17.87
21.53
18.31
69.8
30 Inch
22.15
0.700
0.150
5.575
5.575
29.155
4.565
4.565
0.00
25.65
10.53
10.37
80.4
0.20
36 inch
29.83
3.63
0.367
8.62
0.15
17.37
22.15
29.83
80.4
36 inch
22.65
0.700
0.070
14.105
14.105
29.523
4.524
4.524
0.00
64.32
10.37
10.30
67.0
0.10
421nch
32.52
6.69
0.167
8.78
0.41
16.87
22.65
32.52
67.0
42 inch
21.00
Title: Camp Lejeune- Lincoln Park Residential Forebay 5
Forebay5.stc
3/21/2011
Haeslad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
Project Engineer: Rachel Oberle
Bentley StormCAD Vei (SELECTseries 2)
[08,11,02.351
Page 2 of 2
APR 2 0 ZOIZ

Scenario: 10-year
C15
C34
� APR 2 0 Z01Z ��I
Bentley Storni V8i (SELECTsenes 2)
Phase Il.stc Bentley Systems, Inc. Haestad Methods Solution Center (08. 11 .02,351
4/17/2012 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Conduit FlexTable: Combined Pipe/Node Report (Phase 11.stc)
Start Stop Upstream Upstream Upstream Upstream Upstream Invert Invert Length Slope Diameter Capacity Flow (Link) Velocity Time (Pipe Cover Friction Hydraulic Elevation
Node Node Inlet C Inlet Area CA Flow Time Intensity (Upstream) (Downstream) (Scaled) M (in) (Design) (ft3/5) (Average) Flow) (Start) Slope Grade Line Ground
(acres) (acres) (min) (in/h) (ft) (ft) (ft) (ft3/5) (ft/s) (min) (ft) (%) (In) (Start)
(ft) (ft)
C32
C31
0.850
0.590
1.122
6.041
8.759
17.60
17.51
30.9
0.29
24.0
12.19
9.90
3.15
0.164
7.00
0.19
23.10
26.60
C31
C30
0.850
0.640
1.666
6.204
8.699
17.51
17.04
156.0
0.30
24.0
12.42
14.60
4.65
0.559
7.09
0.42
22.94
26.60
C30
C29
0.500
2.070
2.701
6.764
8.494
17.04
16.56
158.3
0.30
30.0
22.61
23.12
4.71
0.559
4.34
0.32
22.14
23.88
C29
C28
0.850
0.630
3.236
7.323
8.290
15.13
15.04
30.7
0.29
36.0
35.94
27.04
3.83
0.135
7.41
0.16
21.52
25.54
F15
F13
0.850
0.560
2.013
7.197
8.336
15.81
14.98
275.4
0.30
36.0
36.64
16.91
2.39
1.915
7.49
0.06
21.94
26.30
F13
F11
0.850
0.330
2.489
9.112
7.635
14.98
14.79
93.4
0.20
36.0
30.15
19.16
2.71
0.572
6.95
0.08
21.53
24.93
F11
F5
0.850
0.470
3.152
9.684
7.425
14.79
14.55
118.7
0.20
42.0
45.18
23.59
2.45
0.809
6.29
0.05
21.35
24.58
F5
F2
0.850
0.790
5.334
11.873
6.879
14.55
13.88
338.9
0.20
48.0
63.86
36.99
2.94
1.920
4.89
0.07
21.12
23.44
F2
F1
(N/A)
(N/A)
6.659
13.793
6.438
13.88
13.64
120.7
0.20
48.0
63.97
43.21
3.44
0.586
7.99
0.09
20.90
25.87
F1
FO
(N/A)
(N/A)
6.659
14.379
6.303
13.64
13.50
69.0
0.20
48.0
64.70
42.31
3.37
0.342
7.10
0.09
20.79
24.74
C37
C36
0.850
0.380
0.323
5.000
9.140
18.80
18.72
31.0
0.26
15.0
3.28
2.98
2.42
0.213
4.02
0.21
20.61
24.07
F12
F11
0.850
0.310
0.264
5.000
9.140
21.00
20.91
30.9
0.29
15.0
3.48
2.43
3.07
0.169
2.33
0.38
21.73
24.58
F14
F13
0.850
0.230
0.196
5.000
9.140
21.43
21.35
31.0
0.25
15.0
3.23
1.80
2.70
0.191
2.25
0.34
22.07
24.93
F17
F16
0.500
1.300
0.650
5.000
9.140
20.50
20.13
122.7
0.30
18.0
5.76
5.99
3.39
0.605
3.75
0.33
22.68
25.75
F16
F15
0.850
0.220
1.537
6.944
8.428
16.00
15.81
63.4
0.30
24.0
12.42
13.06
4.16
0.253
9.02
0.33
22.28
27.02
C1
CO
(N/A)
(N/A)
29.091
12.532
6.728
8.24
7.50
217.8
0.34
60.0
151.73
197.28
10.05
0.362
10.82
0.57
14.09
24.06
C2
C1
0.850
0.680
29.091
12.392
6.760
8.51
8.24
85.4
0.32
60.0
146.78
198.23
10.10
0.140
9.56
0.58
14.58
23.07
C3
C2
0.850
0.730
20.958
11.840
6.887
8.62
8.51
37.1
0.30
54.0
107.22
145.49
9.15
0.067
10.39
0.55
15.66
23.51
C4
C3
0.500
3.970
20.338
11.521
6.960
9.12
8.62
172.3
0.29
54.0
106.02
142.69
8.97
0.320
7.30
0.53
17.03
20.92
C5
C4
0.500
0.820
9.182
10.749
7.138
10.14
9.12
318.3
0.32
42.0
56.98
66.06
6.87
0.772
6.31
0.43
18.98
19.95
C6
C5
0.850
0.980
8.772
10.305
7.240
10.58
10.14
176.6
0.25
42.0
50.16
64.02
6.65
0.443
8.79
0.40
20.08
22.87
C7
C6
0.850
0.840
7.939
10.220
7.259
10.67
10.58
30.8
0.29
42.0
54.21
58.09
6.04
0.086
8.70
0.33
20.43
22.87
C9
C7
0.850
0.450
- 6.310
9.126
7.630
11.65
10.67
331.0
0.30
42.0
54.74
48.53
5.04
1.094
9.83
0.23
21.56
24.98
C16
C9
(N/A)
(N/A)
2.626
7.779
8.123
12.72
11.65
353.9
0.30
30.0
22.55
21.50
4.38
1.347
12.22
0.27
22.82
27.44
C19
C16
0.850
0.460
2.065
6.577
8.563
13.52
12.72
262.2
0.31
30.0
22.66
17.82
3.63
1.203
10.36
0.19
23.31
26.38
C21
C19
0.850
0.640
1.109
6.408
8.625
13.61
13.52
30.9
0.29
24.0
12.19
9.64
3.07
0.168
10.77
0.18
23.50
26.38
C22
C21
0.500
1.130
0.565
5.000
9.140
14.03
13.61
139.6
0.30
24.0
12.39
5.21
1.66
1.408
3.22
0.05
23.61
19.25
C20
C19
0.500
1.130
0.565
5.000
9.140
20.00
19.78
71.4
0.31
18.0
5.85
5.21
2.95
0.402
2.38
0.25
23.62
23.88
C14
C13
0.500
1.610
0.805
5.000
9,140
15.24
14.68
178.0
0.31
18.0
5.89
7.42
4.20
0.707
2.91
0.50
24.11
19.65
C13
C11
(N/A)
(N/A)
1.610
5.846
8.830
14.68
14.30
123.7
0.31
24.0
12.52
14.33
4.56
0.453
6.87
0.40
23.22
23.55
C11
C9
0.850
0.800
3.038
6.299
8.665
14.30
13.50
275.7
0.29
30.0
22.08
26.53
5.41
0.851
5.92
0.42
23.00
22.72
C15
C13
0.500
1.610
0.805
5.000
9.140
15.32
14.68
213.4
0.30
18.0
5.76
7.42
4.20
0.846
2.64
0.50
24.28
19.46
C12
C11
0.850
0.880
0.748
5.000
9.140
14.40
14.30
30.7
0.32
18.0
5.97
6.89
3.90
0.132
6.82
0.43
22.85
22.72
C8
C7
0.500
1.830
0.915
5.000
9.140
11.12
10.67
150.0
0.30
24.0
12.39
8.43
2.68
0.932
5.94
0.14
21.00
19.06
C26
C25
0.500
4.420
5.956
8.473
7.869
14.24
13.83
136.8
0.30
36.0
36.49
47.24
6.68
0.342
3.76
0.50
22.53
21.00
C25
C24
0.850
0.920
6.738
8.814
7.744
13.09
13.00
31.1
0.29
36.0
35.94
52.60
7.44
0.069
5.93
0.62
21.46
22.02
C23
C4
0.500
3.370
9.171
9.223
7.594
11.50
10.50
330.8
0.30
42.0
55.30
70.20
7.30
0.756
4.19
0.49
19.22
19.19
C49
C48
0.500
1.310
1.045
7.869
8.090
15.97
15.56
136.9
0.30
24.0
12.38
8.52
2.71
0.842
2.75
0.14
22.44
20.72
C52
C48
0.850
0.180
1.643
6.906
8.442
14.96
14.87
30.6
0.29
24.0
12.19
13.99
4.45
0.116
7.76
0.38
22.37
24.72
C53
C52
0.300
0.670
1.490
6.541
8.576
15.23
14.96
90.3
0.30
24.0
12.39
12.89
4.10
0.366
5.67
0.32
22.84
22.90
C39
C38
(N/A)
(N/A)
6.441
10.942
7.093
11.68
11.23
143.9
0.31
42.0
56.24
46.05
4.79
0.501
10.50
0.21
19.38
25.68
C38
C35
0.850
0.270
6.670
11.444
6.978
11.23
11.14
30.9
0.29
42.0
54.21
46.92
4.88
0.106
9.35
0.22
18.85
24.08
C35
C2
0.850
0.280
7.555
11.550
6.954
11.14
10.31
277.6
0.30
42.0
54.97
52.95
5.50
0.842
9.44
0.28
16.23
24.08
C56
C53
0.500
1.270
0.635
5.000
9.140
16.15
15.23
306.5
0.30
18.0
5.76
5.85
3.31
1.541
2.35
0.31
23.85
20.00
C55
C54
0.850
0.580
0.493
5.000
9.140
15.54
15.45
30.8
0.29
18.0
5.66
4.54
2.57
0.201
7.33
0.19
23.25
24.37
C54
C53
0.850
0.190
0.655
5.201
9.066
15.45
15.23
73.6
0.30
18.0
5.73
5.98
3.38
0.364
7.42
0.32
23.14
24.37
C46
C44
0.500
1.700
0.650
5.000
9.140
17.18
16.77
135.6
0.30
18.0
5.77
7.83
4.43
0.511
4.61
0.56
21.20
23.29
APR 2 0 ZO1Z
s
Bentley Storm CAD Vei (SELECTsenes 2)
Phase IIatc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02 351
4/17/2012 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA t1-203-755-1666 Page 1 of 2

Conduit FlexTable: Combined Pipe/Node Report (Phase 11.stc)
Start
Stop
Upstream
Upstream
Upstream
Upstream
Upstream
Invert
Invert
Length
Slope
Diameter
Capacity
Flow (Link)
Velocity
Time (Pipe
Cover
Friction
Hydraulic
Elevation
Node
Node
Inlet C
Inlet Area
CA
Flow Time
Intensity
(Upstream)
(Downstream)
(Scaled)
(%)
(in)
(Design)
(ft3/s)
(Average)
Flow)
(Start)
Slope
Grade Line
Ground
(acres)
(acres)
(min)
(in/h)
(ft)
(ft)
(ft)
(ft3/s)
(ft/s)
(min)
(ft)
(%)
(In)
(Start)
(ft)
(ft)
45
C44
0.850
0.550
0.468
5.000
9.140
15.40
15.31
31.3
0.29
15.0
3.48
4.31
3.51
0.147
8.01
0.44
20.58
24.66
18
C17
0.850
0.330
0.280
5.000
9.140
14.05
13.95
31.3
0.32
15.0
3.67
2.58
2.11
0.245
11.26
0.16
23.12
26.56
17
C16
0.850
0.330
0.561
5.245
9.050
12.95
12.72
79.3
0.29
18.0
5.67
5.12
2.90
0.455
12.18
0.24
23.00
26.63
10
C9
0.850
0.310
0.264
5.000
9.140
13.25
13.15
31.0
0.32
15.0
3.67
2.43
1.98
0.261
10.48
0.14
21.89
24.98
6
F5
0.850
0.630
0.535
5.000
9.140
15.79
15.70
31.1
0.29
15.0
3.48
4.93
4.02
0.129
6.40
0.58
21.46
23.44
40
C39
0.500
0.980
1.500
8.536
7.846
13.33
12.79
179.8
0.30
24.0
12.39
11.86
3.78
0.794
2.67
0.28
19.87
18.00
7
F5
0.500
0.730
0.975
10.826
7.120
16.64
16.22
139.8
0.30
24.0
12.39
7.00
2.23
1.048
2.45
0.10
21.42
21.09
24
C23
0.850
0.880
7.486
8.884
7.719
13.00
12.50
168.0
0.30
36.0
36.38
58.24
8.24
0.340
6.02
0.76
20.88
22.02
33
C32
(N/A)
(N/A)
0.620
5.717
8.878
20.79
20.61
60.9
0.30
18.0
5.71
5.55
3.14
0.324
4.77
0.28
23.27
27.06
34
C33
0.500
1.240
0.620
5.000
9.140
21.20
20.79
139.1
0.29
18.0
5.70
5.71
3.23
0.717
1.75
0.30
23.68
24.45
19
F18
0.500
1.400
0.700
5.000
9.140
20.00
19.63
122.0
0.30
18.0
5.78
6.45
3.65
0.557
2.50
0.38
23.81
24.00
18
F16
(N/A)
(N/A)
0.700
5.557
8.936
19.63
18.74
296.8
0.30
18.0
5.75
6.31
3.57
1.387
9.08
0.36
23.35
30.21
3
F2
0.500
1.360
1.325
5.981
8.781
16.89
16.14
249.0
0.30
24.0
12.41
11.73
3.73
1.112
4.25
0.27
21.57
23.14
4
F3
0.500
1.290
0.645
5.000
9.140
17.50
16.89
198.0
0.31
18.0
5.83
5.94
3.36
0.981
3.85
0.32
22.51
22.85
51
C50
0.500
0.780
0.390
5.000
9.140
17.00
16.45
183.3
0.30
18.0
5.76
3.59
2.03
1.500
1.75
0.12
21.26
20.25
50
C49
(N/A)
(N/A)
0.390
6.500
8.591
16.45
15.97
157.1
0.31
18.0
5.81
3.38
1.91
1.369
5.75
0.10
21.04
23.70
10
F9
0.500
0.730
0.365
5.000
9.140
18.00
17.36
207.9
0.31
24.0
12.55
3.36
1.07
3.239
1.50
0.02
21.25
21.50
9
FS
0.500
0.490
0.610
8.239
7.955
17.36
16.75
201.6
0.30
24.0
12.43
4.89
1.56
2.162
2.14
0.05
21.20
21.50
B
F7
(N/A)
(N/A)
0.610
10.401
7.218
16.75
16.64
36.4
0.31
24.0
12.50
4.44
1.41
0.425
4.25
0.04
21.10
23.00
41
C40
0.500
1.020
1.010
7.030
8.397
14.07
13.33
245.8
0.30
24.0
12.41
8.55
2.72
1.507
1.93
0.14
18.35
18.00
42
C41
(N/A)
(N/A)
0.500
6.023
8.766
14.52
14.07
151.5
0.30
18.0
5.73
4.42
2.50
1.007
1.98
0.18
18.27
18.00
43
C42
0.500
1.000
0.500
5.000
9.140
15.00
14.52
159.5
0.30
18.0
5.75
4.61
2.61
1.023
1.50
0.19
18.31
18.00
44
C39
0.850
0.480
4.941
10.086
7.290
13.62
12.83
263.7
0.30
36.0
36.48
36.31
5.14
0.857
8.04
0.30
20.16
24.66
48
C47
0.850
0.620
3.216
8.711
7.782
14.87
14.25
207.5
0.30
30.0
22.46
25.22
5.14
0.675
7.35
0.38
21.97
24.72
47
C44
(N/A)
(N/A)
3.216
9.386
7.535
14.25
13.62
208.7
0.30
30.0
22.46
24.42
4.98
0.700
7.94
0.35
21.18
24.69
28
C27
0.850
0.600
3.746
7.458
8.240
15.04
14.60
144.9
0.30
36.0
36.74
31.12
4.40
0.549
7.50
0.22
21.32
25.54
27
C26
(N/A)
(N/A)
3.746
8.007
8.040
14.60
14.24
119.8
0.30
36.0
36.53
30.36
4.29
0.466
3.40
0.21
21.25
21.00
36
C35
1 0.850
0.380
0.646
5.213
1 9.062
1 18.721
18.38
1 112.4
0.30
15.0
3.56
5.90
4.81
0.388
4.10
0.82
20.42
1 24.07
r
APR 2 0 ZO1Z
Bentley Storm CAD Wi (SELECTseries 2)
Phase ILstc Bentley Systems, Inc. Haestad Methods Solution Center 108.11.02.351
4/17/2012 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA t1-203-755-1666 Page 2 of 2

61 oO01 VITIA I a Ok"TA ION ITT Ui A M
For
HEROES MANOR RESIDENTIAL DEVELOPMENT
Camp Lejeune
Onslow County, North Carolina
April 19, 2012
Prepared by:
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, Virginia 23462
KHA Project No. 116319003 © Kimley-Horn and Associates, Inc. In2012
=5 Kimley-Horn
0 and Associates, Inc.
RECFEW �
APR 2 0 Z012
BY:

Table of Contents
Stormwater Permit Narrative
Appendices
A ESRI U.S. Topographic Map, Vicinity Map of Subject Property
B Geotechnical Report (Phase 11)
C Confirmation of SH WT elevations
D Notice of Jurisdictional Determination
E Temporary Wetland Impact Figures

OVERVIEW
I. Background
This report contains the approach for a stormwater impact analysis conducted for the proposed Heroes
Manor Residential Development. The project site is located at Marine Corps Base (MCB) Camp Lejeune
in Onslow County, North Carolina. The project site is bounded by Brewster Boulevard to the North,
Paradise Point Golf Course to the west, Stone Street to the east and undeveloped land to the south as
shown in the Vicinity Map (Appendix A). The proposed project includes the development of a residential
community which is divided into two pieces, Phase I and Phase 11. Phase I is currently under construction
and Phase 11 is currently in the design phase. The stormwater impact analysis took into consideration the
full build out of both the Phase I and Phase II developments. It is important to note, the Phase I
development is under an existing permit (SW08 090815) which is being modified to include the Phase 11
development.
The residential development makes up two portions of six proposed phases of development at Camp
Lejeune. An Environmental Assessment (EA) of the master development was completed by the United
States Marine Corps in accordance with the National Environmental Policy Act (NEPA). Pursuant to this
report, A Finding Of No Significant Impact (FONSI) was issued in August 2008.
11. Existine Conditions
The Phase I project site is currently under construction while the proposed Phase 11 project site is
currently an undeveloped, wooded area. A review of the topographic survey shows grades on the site
ranging from elevation 14 to elevation 30. Geotechnical investigations of Phase I and Phase 11 were
completed in September 2009 and December 2011, respectively. The result of the geotechnical
investigation for Phase 11 has been submitted with this package in Appendix B.
Ill. Wetlands and Waters of the United States
A wetland delineation of the entire project area was confirmed by the United States Army Corps of
Engineers on March 2009. The Notification of Jurisdictional Determination is attached in Appendix D.
A construction access road will be constructed and result in temporary impacts to 0.25 ac of forested
wetlands. Upon construction completion the temporary impacts will be restored to pre -construction
conditions. See Appendix E for temporary impact figures.
IV. Proposed Development
The entire project (Phase 1 and Phase 11) includes the development of 560 family housing units for
enlisted military personnel, one community center and connecting right-of-ways. The stormwater impact
analysis took into consideration the full build out of both the Phase I and Phase II developments.
The entire development encompasses approximately 183 acres of drainage area which will be collected
and treated in two wet ponds. Three interconnected basins will serve the Phase I development. Two of the
basins will act as forebays and one will act as a wet pond. That wet pond, "BMP I" will be expanded to
also treat runoff from a portion of Phase 11. A second wet pond, "BMP 2" will be constructed to treat the
remainder of the Phase 11 development. The post -development impervious area of the drainage area for
BMP I is approximately 33.5% or 55.7 acres. The drainage area of BMP 2 has an impervious area of 4.5
acres or 34.0%. The post -development impervious area of both Phase 1 and Phase 11 is approximately
33.5%or 60.2 acres. (&e-b �yk „ �� C p,� \c
texer kz (_CAC5 c-.,., 5.,pd,prn-P r'iW �Mp �.._ _-;;%ED
�c APR 2 0 2012
Bv.

V. Stormwater Analysis
Onslow County is a coastal county located .within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-211. The proposed project area drains to the Morgan Bay, Index Number: 19-18. According to
North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SC waters. The built upon area is greater than 24%; therefore, the
proposed project is considered High -Density.
Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the 1-year 24-hour storm. Additionally, discharge directed to flow through wetlands
must do so at a non -erosive velocity, which is defined as less than 2 ft/sec. The calculations and
supplemental forms submitted with this narrative demonstrate that the proposed project meets all
requirements of the Coastal Stormwater Rules Session Law 2008-211.
VI. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic information further revealed three main stormwater
egress points, each of which has a significant drainage area composed of lands that are both a part of and
separate from the proposed project site. According to Table 3-4 in the North Carolina Department of
Environment and Natural Resources (NCDENR) Stormwater BMP Manual, the near surface soils in
Onslow County are classified as Hydrologic Group B.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the Heroes Manor Residential Development.
Runoff from rainfall events will be controlled by a series of drainage inlets and be conveyed using
underground piping networks. Each of these networks will empty directly into one of the on -site basins.
Two basins (BMP 1 and 2) have been designed to control and treat stormwater runoff from the residential
development. The stormwater networks and basins will treat runoff from the entire built upon area.
BMP I has an existing outfall that will remain as designed in Phase 1. BMP 2 will have a single outfall
into a level spreader and engineered filter strip which are designed to handle the 10 year flow from the
pond. The level spreader will diffuse the flow traveling through the buffer: Flows that exceed the 10 year
storm will bypass the swale and outfall into a pipe with a rip rap apron that will diffuse the flow prior to
the buffer.
The existing and proposed drainage systems have been evaluated for peak flow rates using ICPR
software. ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method
(Q=CIA), Manning's Equation, and StormCAD software have been used in the design of the proposed
stormwater system.
2APR 2 0 2012
BY:�_

Appendix A
ESRI U.S. Topographic Map, Vicinity Map of Subject Property
APR 2 0 Z01Z
BY:

I®_® Heroes Manor at Camp Lejeune I
Jacksonville, North Carolina Vicinity
ey-Horn Data Source: USA Topo Maps, Copyright 2011 Scale: Map
Associates, Inc. National Geographic Society, i-cubed 1 inch = 1,500 feet

GET
Geotechnicol • Environmental . listing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX11-111G
December 7, 2011
Prepared for
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, Virginia 23462
ATTN: Mr. Thomas J. Sauro. P.E.
Prepared by
PILTIC Tf -, `,7'L
GET Solutions, Inc. APR 2 0 ZU14
BY:
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

I
Soludon3; Inc. � .. ��i
December 7. 2011
TO: Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, Virginia 23462
Attn: Mr. Thomas J. Sauro, P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
Heroes Manor Phase 11 Section 1 Family Housing — Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
Dear Mr. Sauro:
In compliance with your instructions, we have completed our Preliminary Subsurface
Investigation and Geotechnical Engineering Services for the referenced project. The
results of this study, together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
0 �q ......
�%wtiy-,;
PE Na. f j
0,333529
�
Glenn W. Hohmeier, P.E.
a F�FtiGINe�`��;
Senior Project Engineer
zs ti �a,o
NC Reg. # 033529
CAP
Camille A. Kattan, P.E.
Principal Engineer
= SEAL =
NC Reg. # 014103
Copies: (3) Client
'Y-
..�� A
415A Western bouIevard • lucksonvi Ile, NC 28546 . I'honc: (910) 47N- 9915 • Fax: [phone]
info &'clsolmionsi tic. coIII

TABLE OF CONTENTS
EXECUTIVESUMMARY............................................................................................. i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization........................................................................................ 1
1.2 Project Description........................................................................................... 1
1.3 Purpose and Scope of Services....................................................................... 2
2.0 FIELD AND LABORATORY PROCEDURES..................................................3
2.1 Field Exploration............................................................................................... 3
2.2 Laboratory Testing........................................................................................... 5
3.0 SITE AND SUBSURFACE CONDITIONS........................................................6
3.1 Site Location and Description........................................................................... 6
3.2 Site Geology..................................................................................................... 7
3.3 Subsurface Soil Conditions.............................................................................. 7
3.4 Groundwater Information .......................... ..... :......... ......................................... 8
4.0 PRELIMINARY EVALUATION AND RECOMMENDATIONS ..........................9
4.1 Clearing and Grading....................................................................................... 9
4.2 Subgrade Preparation.................................................................................... 10
4.3 Structural Fill and Placement......................................................................... 10
4.4 Suitability of On -Site Soils.............................................................................. 11
4.5 Preliminary Shallow Foundation Design Recommendations .......................... 11
4.6 Preliminary Shallow Foundation Settlements ............... ............................... 12
4.7 Shallow Foundation Excavations................................................................... 12
4.8 Floor Slabs..................................................................................................... 13
4.9 Pavement Design........................................................................................... 13
4.10 Seismic Evaluation......................................................................................... 14
4.11 Storm Water Design Parameters.................................................................... 15
5.0 CONSTRUCTION CONSIDERATIONS.........................................................16
5.1 Drainage and Groundwater Concerns............................................................ 16
5.2 Site Utility Installation..................................................................................... 17
5.3 Additional Geotechnical Investigation............................................................ 17
5.4 Excavations....................................................................................................18
6.0 REPORT LIMITATIONS.................................................................................18
APPENDIX I BORING LOCATION PLAN _ -..
APPENDIX II BORING LOGS I _✓ '�j--D
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV pH, NUTRIENTS, ORGANIC CONTENT TEST RESULTS APR 2 0 LUiL
APPENDIX V DCP TEST DATA
APPENDIX VI SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTSi: _
APPENDIX VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Sofutloiis�l

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp LeJeune, North Carolina
GET Project No: JX11-111G
EXECUTIVE SUMMARY
The project site is generally located along the south side of Brewster Boulevard within
the Camp Lejune military installation in North Carolina. The project site is part of the
Phase II portion of an on -going multi -phase residential development known as Heroes
Manor. The construction within the Phase II portion of the site is planned to consist of
building 110 duplex structures (220 total units), associated paved roadways, storm
water management (BMP) ponds, and other pertinent infrastructure components.
Our field exploration program included seven (7) 25-foot deep SPT borings, five (5) 15-
foot deep SPT borings, and fifteen (15) 10-foot deep SPT borings drilled by G E T
Solutions, Inc. within the footprints of the proposed structures, pavement areas, and
storm water management basin areas. A brief description of the natural subsurface soil
conditions is tabulated below:
RANGES OF
A
AVERAGE
STRATUM
DESCRIPTION
SPT(') N-
DEPTH (Feet)
VALUES
0.0
to
Topsoil
1 to 18 inches of Topsoil
0.08 — 1.5
SAND (SP, SP-SM, SM, SC-SM, SC) with varying
amounts of silt and/or clay; interbedded layers of
SAND
0.08 — 1.5
CLAY (CL, CH) and SILT (MH) ranging from 0.5 to
1 to 30
to
I
18 feet below the existing site grade elevations at
CLAY/SILT
10, 15, or 25
the location of borings P-4, P-5, S-3, S-5, S-7, S-8,
2 to 10
S-9, S-10, B-4, CBR-4, and CBR-8.
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The groundwater level was recorded at the boring locations and as observed through
the wetness of the recovered soil samples during the drilling operations. The initial
groundwater table encountered at the boring locations was measured to occur at a
depth ranging from about 8 to 15 feet below current grades which corresponds to
elevations ranging from about 11 to 13.5 feet MSL. The boreholes were backfilled upon
completion for safety considerations, thus these readings may not be indicative of the
static groundwater level.
'SWutioits�lnc:

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp LeJeune, North Carolina
GET Project No: JX11-111 G
The following preliminary evaluations and recommendations were developed based on
our field exploration and laboratory -testing program:
• Field testing program during construction to include, subgrade proofrolling,
compaction testing, and foundation excavation observations for bearing capacity
verification. All other applicable testing, inspections, and evaluations should be
performed as indicated in the North Carolina State Building Code (2006
International Building Code with North Carolina Amendments) and/or UFC
(Unified Facilities Criteria).
An estimated cut depth of approximately 6 inches with isolated areas up to about
18 to 24 inches will be required to remove the topsoil and associated root mat.
Some subgrade improvements should be anticipated within the construction
areas (undercutting and backfilling with select fill) as a result of potentially
unsuitable/unstable cohesive subgrade soils.
• Preliminary building shallow foundations designed using a net allowable bearing
capacity of 2,000 psf (24-inch embedment, 24-inch width).
• Preliminary estimated post -construction total and differential settlements for the
buildings up to 1-inch and''/2-inch, respectively.
It is noted that, in accordance with the INC Building Code; Chapter 16 (2009 IBC,
which references ASCE 7-10 Chapter 20 Table 20.3-1), this site is classified as a
site Class D, based on which seismic designs should be incorporated.
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.
APR 2 0 ZOV

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our subsurface investigation and geotechnical
engineering services for the proposed Heroes Manor Phase II Section 1 Family Housing -
Feasibility Study project located along the south side of Brewster Boulevard within the MCB
Camp Lejeune military installation in North Carolina. The Geotechnical Engineering
Services were conducted in general accordance with G E T Solutions, Inc. Revised
Proposal for Preliminary Subsurface Investigation & Geotechnical Engineering Services
(No. PJX10-118G, dated September 23, 2010). Authorization to proceed with the
Geotechnical Engineering Services was received from Mr. Tom Sauro of Kimley-Horn and
Associates, Inc.
1.2 Project Description
The project site is part of the Phase II portion of an on -going multi -phase residential
development known as Heroes Manor. The construction within the Phase II portion of the
site is planned to consist of building 110 duplex structures (220 total units), associated
paved roadways, storm water management (BMP) ponds, and other pertinent infrastructure
components. The proposed residential structures are anticipated to consist of single to two-
story buildings constructed of wood frame design and supported by shallow foundations.
The proposed loading conditions associated with the residential structures were not known
at this time. However, the maximum and column foundation loads are not expected to
exceed 3 kips per linear foot and 50 kips, respectively. The first floors are anticipated to
consist of a slab -on -grade design with their distributed loads not expected to exceed 150
pounds per square foot.
The existing site grade elevations within the proposed structural construction areas of the
site were generally noted to range from about 20 to 30 feet MSL. Accordingly, it is
estimated that cut and fill operations necessary to establish the design grade elevations are
not anticipated to exceed about 7 feet.
If any of the noted information is incorrect or has changed, please inform G E T Solutions,
Inc. so that we may amend the recommendations presented in this report, if appropriate.
SotuttorslGic,.

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
1.3 Purpose and Scope of Services
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, preliminary engineering
assessments for the following items were formulated:
General assessment of the soils revealed by the borings performed at the
proposed development.
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills or surficial/subsurface organics.
3. Soil subgrade preparation, including stripping, grading, and compaction.
Engineering criteria for placement and compaction of approved structural fill
material.
Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Topsoil testing including pH, nutrients, and organic content to assist in
determining topsoil conditions within the project site.
6. Feasibility of utilizing a shallow foundation system for support of the proposed
structures. Preliminary design parameters required for the foundation
systems, including foundation sizes, allowable bearing pressures, foundation
levels, and expected total and differential settlements.
7. Typical pavement section recommendations based on the results of our field
testing program (Kessler Dynamic Cone Penetrometer (DCP) and correlated
CBR design values), our experience with similar soil conditions and roadway
pavement sections approved for Phase I of the Heroes Manor project.
Permeability (infiltration) values are provided based on the results of in -situ
Saturated Hydraulic Conductivity Testing conducted within the proposed
storm water management basins as well as our experience with similar soil
conditions. Normal seasonal high groundwater table (SHWT) was also
estimated.
APR 2 0 ZOIZ
GET - -

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 ' Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated
preliminary foundation design parameters, a total of five (5) 25-foot deep Standard
Penetration Test (SPT) borings (designated as B-1 through B-5) were drilled by G E T
Solutions, Inc. within the limits of the proposed structures.
In order to explore the general subsurface soil types within the proposed pavement areas,
nine (9) 10-foot deep Standard Penetration Test (SPT) borings (designated as CBR-1
through CBR-9) were drilled within the proposed roadway areas. To aid in developing
typical pavement section recommendations nine (9) Kessler Dynamic Cone Penetrometer
(DCP) tests were conducted at each of the CBR-1 through CBR-9 boring locations. The
field DCP testing data was used to correlate design CBR values.
Finally, in order to explore the general subsurface soil types and to aid in developing
associated storm water design parameters, thirteen (13) 10 to 25-foot deep SPT borings
(designated as P-3 through P-5 and S-1 through S-10) were performed within the proposed
storm water management basin areas.
The SPT borings were performed with the use of rotary wash "mud" drilling procedures in
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 12-feet, and at 5-foot intervals thereafter. The soil
samples were obtained with a standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The
sampler was driven with blows of a 140 lb. hammer falling 30 inches, using an automatic
hammer. The number of blows required to drive the sampler each 6-inch increment of
penetration was recorded and is shown on the boring logs. The sum of the second and third
penetration increments is termed the SPT IN -value (uncorrected for automatic hammer). A
representative portion of each disturbed split -spoon sample was collected with each SPT,
placed in a glass jar, sealed, labeled, and returned to our laboratory for review.
Iutloiis lnc ;�„

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
Following the exploration procedures, the borings were backfiIled with a neat cement grout mix
in accordance with NCDENR requirements. More specific information regarding boring
locations and depths is provided in the following table (Table I - Boring Schedule).
Table I - Boring Schedule
Boring
Number
Boring
Depth
(feet)
Boring
Surface
Elevation
(ft MSL
goring Location Description
GPS Coordinates
Latitude
Longitude
B-1
25
26
Lot 230, Approximate Center of Lot
34.704930
77.366450
B-2
25
27
Lot 253; Approximate Center of Lot
34.707820
77.364000
B-3
25
23
Lot 184, Approximate Center of Lot
34.709070
77,362340'
B-4
25
26
Lot 193; Approximate Center of Lot
34.707450
77.359530'
B-5
25
20
Lot 207, Approximate Center of Lot
34.705090
77.361030
CBR-1
10
23.5
Pate Court approximate STA 16+40
34.704020
77.366530
CBR-2
10
25
Pate Court approximate STA 21+20
34+705270
77+365420
CBR-3
10
24
Pate Court approximate STA 25+50
34.706060
77.364390
CBR-4
10
25
Pate Court approximate STA 32+75
34,706410
77+362000
CBR-5
10
22
Neville Cove approximate STA 16+90
34.708390
77.362600
CBR-6
10
23
Shoup Lane approximate STA 10+60
34.709780
77.36249°
CBR-7
10
23
Neville Cove approximate STA 24+75
34,708400
77.36012°
CBR-8
10
23.5
Neville Cove approximate STA 31+75
34.706520
77.35972°
CBR-9
10
24.5
Neville Cove approximate STA 39+80
34.707510
77.36100°
P-3
25
23
Southern Storm Water Basin
34+705620
77.363400
P-4
25
22.5
Southern Storm Water Basin
34.705400
77,362230
P-5
15
22
Southern Storm Water Basin
34.705630
77.360600
S-1
15
24
Western Storm Water Basin
34.704470
77.366340
S-2
15
27
Central Storm Water Basin
34.70701°
77.363920
S-3
15
27
Central Storm Water Basin
34.70711°
77.36343°
S-4
15
23
Central Storm Water Basin
34.70712°
77.36293°
S-5
10
22
Central Storm Water Basin
34.708210
77.361870
S-6
10
24
Central Storm Water Basin
34.707470
77.361620
S-7
10
23
Central Storm Water Basin
34.706980
77.36147
S-8
10
24
Eastern Storm Water Basin
34.708340
77.360630
S-9
10
24
Eastern Storm Water Basin
34.707480
77.360380
S-10
10
22
Eastern Storm Water Basin
34.70673°
77.36034°
Surface elevations are estimated based on the topographic information provided by Kimley-Horn and
Associates, Inc.
APR 2 0 "LOt'L

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
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Camp Lejeune, North Carolina
GET Project No: JX11-111G
The number of borings to be drilled for this project was specified by the developer and
Kimley-Horn and Associates, Inc. The boring locations were identified in the field by G E T
Solutions Inc. personnel with the use of a Global Positions System unit as well as the
"State Plane" coordinates selected from the project site plan and converted to latitude and
longitude coordinates. The approximate boring locations are shown on the "Boring Location
Plan" attached to this report (Appendix I, Figure 1). This plan was developed based on the
site plan provided to G E T Solutions, Inc. by Kimley-Horn and Associates, Inc.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D2488.
Thirty-two (32) representative soil samples were selected and subjected to laboratory
testing, which included natural moisture, 4200 sieve wash, Atterberg Limits, and analysis,
in order to corroborate the visual classification. These test results are provided in the
following table (Table II - Laboratory Test Results) and are presented on the "Boring Log"
sheets (Appendix II), included with this report.
Table II - Laboratory Test Results
Boring
No.
Sample
Type
Depth
(Feet)
Natural
Moisture
N
o
Passing
#200
Atterberg
Limits
(LL/PL/PI
USCS
Classification
B-1
SS
4-6
17.3
34.5
Non Plastic
SM
B-2
SS
4-6
14.1
47.9
Not Tested
SC-SM
B-2
SS
10-12
16.6
17.1
Non Plastic
SM
B-3
SS
4-6
14.5
18.9
Non Plastic
SM
B-4
SS
13-15
67.9
83.2
77/39/38
MH
B-5
SS
10-12
53.0
63.4
64/29/35
CH
P-3
SS
3.5-4
17.4
30.8
Non Plastic
SM
P-4
SS
1.5-2
18.6
53.6
Not Tested
CL
P-5
SS
3.5-4
25.4
65.8
Not Tested
CL
S-1
SS
1.5-2
17.0
39.3
Non Plastic
SM
S-2
SS
1.5-2
3.8
1.3
Non Plastic
SP
S-2
SS
2.5-3
5.9
3.1
Non Plastic
SP
S-3
SS
1.5-2
4.4
1.8
Non Plastic
SIP
S-3
SS
3.5-4
17.3
31.9
Not Tested
SC-SM
S-4
SS
1.5-2
20.2
47.5
Not Tested
SC
S-4
SS
44.5
18.8
41.0
Non Plastic
SM
S-5
SS
1.5-2
18.2
32.1
Non Plastic
SM
SS = Split Spoon Sample
Soluttors,�tru.' ,'

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Table II - Laboratory Test Results: Continued
December 7, 2011
Boring
No.
Sample
Type
Depth
(Feet)
Natural
Moisture
(^/o)
o ��
Passing
#200
Atterberg
Limits
(LLIPLIPI
USCS
Classification
S-6
SS
1.5-2
13.9
29.1
Non Plastic
SM
S-7
SS
1.5-2
19.0
52.5
Not Tested
CL
S-8
SS
1.5-2
19.8
47.9
Not Tested
SC
S-9
SS
1.5-2
21.8
43.7
Non Plastic
SM
S-10
SS
1.5-2
7.4
4.4
Non Plastic
SP
CBR-1
SS
0-2
15.1
22.4
1 Non Plastic
SM
CBR-2
SS
0-2
15.5
31.8
Non Plastic
SM
CBR-3
SS
0-2
27.0
39.5
Non Plastic
SM
CBR-4
SS
0-2
15.7
33.1
Non Plastic
SM
CBR-5
SS
0-2
20.0
47.9
Not Tested
Sc
CBR-6
SS
0-2
14.4
31.1
Non Plastic
SM
CBR-7
SS
0-2
17.7
18.8
Non Plastic
SM
CBR-7
SS
4-6
24.1
18.4
Non Plastic
SM
CBR-8
SS
0-2
7.6
7.3
Non Plastic
SP-SM
CBR-9
SS
0-2
19.8
35.4
Non Plastic
SM
SS = Split Spoon Sample
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
The project site is located along the south side of Brewster Boulevard just west of the
intersection with Stone Street in the Camp Lejeune military installation in North Carolina.
The site currently consists of an undeveloped recently timbered parcel which is contiguous
(south) of the on -going multi -phase residential development known as Heroes Manor. The
project site is part of the Phase II portion of Heroes Manor. Existing grade elevations
throughout the proposed project site generally ranged from about 20 to 30 feet MSL, as
indicated on the topographic site plan provided by Kimley-Horri and Associates, Inc.
Furthermore, the site was visually estimated to be relatively level with less than 1 to 2 feet
of change in elevation in 50 linear feet.
The project site is bordered to the east by a wooded
recreational area associated with an existing school, to th
activities associated with Phase I of Heroes Manor and to
parcels.
area followed by an existing
north by ongoing construction
the west and south by wooded---
APR 2 0L011
3Y: ___
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Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
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3.2 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
3.3 Subsurface Soil Conditions
The results of our recently completed soil test borings at this site indicated the presence of
approximately 1 to 18 inches of topsoil material at the boring locations. Underlying the
surficial organic materials (Topsoil) and extending to the boring termination depths of 10,
15, and 25 feet below existing site grades, the natural subsurface soils were generally
uniform throughout the site. These soils were noted to be primarily granular in nature and
were classified as SAND (SP, SP-SM, SM, SC-SM, SC) with varying amounts of silt and
clay. The Standard Penetration Test (SPT) results, N-values, recorded within these
granular soils ranged from 1 to 30 blows -per -foot (BPF), indicating a very loose to medium
dense relative density. As an exception, deposits of CLAY (CL, CH) and SILT (MH) were
encountered interbedded within the subsurface granular soils at varying depths ranging
from 0.5 to 18 feet below the existing site grade elevations at the location of borings P-4,
P-5, S-3, S-5, S-7, S-8, S-9, S-10, B-4, CBR-4, and CBR-8. The Standard Penetration Test
(SPT) results, N-values, recorded within these cohesive soils ranged from 2 to 10 blows -
per -foot (BPF), indicating a very soft to stiff consistency.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III), which should
be reviewed for specific information as to the individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring locations.
The stratifications represent the approximate boundary between subsurface materials and
the transition may be gradual or occur between sample intervals. It is noted that the topsoil
designation references the presence of surficial organic laden soil, and does not represent
any particular quality specification. This material (upper 6-inches of soil collected from
boring P-5, S-3 and S-8) was subjected to analytical topsoil testing, the results for which
are included in Appendix IV of this report.
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Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
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3.3 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table encountered at the boring locations was measured to occur at a depth ranging from
about 8 to 15 feet below current grades which corresponds to an elevation ranging from
about 11 to 13.5 feet MSL. The groundwater level encountered at the location of boring B-4
(13.5 feet MSL) may be perched water as a result of a restrictive SILT (MH) layer. The
variation in groundwater depths are anticipated to have been contributed by the variations
in existing site grade elevations, restrictive soil layers and the associated distance between
boring locations. The boreholes were backfilled upon completion for safety considerations,
thus these readings may not be indicative of the static groundwater level.
The groundwater level was not encountered at the location of borings S-2, S-3, S-5 through
S-10, and CBR-1 through CBR-9 at the time of drilling to depths explored.
Also, the soils recovered from boring P-3 through P-5, S-1 through S-10 locations were
visually classified to identify color changes to aid in indicating the normal estimated
Seasonal High Water Table (SHWT). It is noted that soil morphology may not be a reliable
indicator of the SHWT. However, color distinctions (from tan or brown to light gray,
orangish brown to light gray, brown to slightly mottled light gray-orangish brown etc.) were
generally observed within the soil profile of soil samples collected at the location of borings
P-3 through P-5, S-1 through S-10. As such, the normal SHWT depth was estimated to
occur at a depth of about 6 feet (boring P-3), 5.5 feet (boring P-4), 3 feet (borings P-5, and
S-5), 5 feet (boring S-1), 8 feet (borings S-2 and S-3), 4 feet (borings S-4, S-7, S-8, S-9,
and S-10) and 4.5 feet (boring S-6) below the existing site grades. These depths
correspond to an elevation ranging from about 17 to 20 feet MSL. The estimated SHWT
depths are included on the "Boring Log" sheets (Appendix II) for boring P-3 through P-5, S-
1 through S-10 locations.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface cohesive soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 feet (or more) are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
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4.0 PRELIMINARY EVALUATION AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described,
G E T Solutions, Inc. requests the opportunity to review our recommendations and make
any necessary changes.
4.1 Clearing and Grading
The proposed construction area should be cleared by means of removing the existing
topsoil and associated root mat. Based on the SPT borings, it is estimated that a cut of up
to 6 inches in depth will be required to remove the topsoil material; however, prior to the
timbering operation, the majority of the project site was wooded and is expected to contain
varying amounts of organic laden soils and root systems. As such, based on our
experience with similar site conditions (wooded areas) this initial cut to remove organic
laden soils and root mat could extend to 12 to 18 inches (such as in the vicinity of boring S-
4, S-5, S-6, B-1 and CBR-5 locations). This cut is expected to extend deeper in isolated
areas to remove deeper deposits of unsuitable material which become evident during the
clearing. It is recommended that the clearing operations extend laterally at least 5 feet
beyond the perimeter of the proposed construction areas.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SP, SP-SM, SM, SC-SM, SC) with isolated areas of CLAY (CL) containing an
appreciable amount of fines. Accordingly, combinations of excess surface moisture from
precipitation ponding on the site and the construction traffic, including heavy compaction
equipment, may create pumping and general deterioration of the bearing capabilities of the
surface soils. Therefore, undercutting to remove loose/soft soils in isolated areas should be
expected. The extent of the undercut will be determined in the field during construction
based on the outcome of the field testing procedures (subgrade proofroll). In this regard,
and in order to reduce undercutting, care should be exercised during the grading and
construction operations at the site.
Furthermore, inherently wet subgrade soils combined with potential poor site drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should be
performed during a dry season if at all possible. This should minimize these potential
problems, although they may not be eliminated. The project's budget should include an
allowance for subgrade improvements [undercut and backfill with structural fill (building
areas) or undercut and backfill with structural fill, thickened aggregate base course (ABC
Stone) with geotextile fabric in the pavement areas].
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4.2 Subgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densified with a
large static drum roller. After the subgrade soils have been densified, they should be
evaluated by G E T Solutions, Inc. for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of loose material hidden beneath a crust of better soil.
Several passes should be made by a large rubber -tired roller or loaded dump truck over the
construction areas, with the successive passes aligned perpendicularly. The number of
passes will be determined in the field by the Geotechnical Engineer depending on the soils
conditions. Any pumping and unstable areas observed during proofrolling (beyond the
initial cut) should be undercut and/or stabilized at the directions of the Geotechnical
Engineer.
Following the proofroll and approval in the field by the Geotechnical Engineer and/or their
representative, it is recommended that the newly exposed subgrade soils be compacted to
a dry density of at least 95 percent of the Modified Proctor maximum dry density (ASTM
D1557), as tested to a depth of at least 12 inches, where possible.
4.3 Structural Fill and Placement
Following the approval of the natural subgrade soils by the Geotechnical Engineer, the
placement of the fill required to establish the design grades may begin. Any material to be
used for structural fill should be evaluated and tested by G E T Solutions, Inc. prior to
placement to determine if they are suitable for the intended use. Suitable structural fill
material should consist of sand or gravel containing less than 20% by weight of fines (SP,
SP-SM, SM, SW, SW-SM, GP, GP -GM, GW, GW-GM), having a liquid limit less than 20
and plastic limit less than 6, and should be free of rubble, organics, clay, debris and other
unsuitable material.
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
G E T Solutions, Inc. should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as previously above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
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Care should be used when operating the compactors near existing structures to avoid
transmission of the vibrations that could cause settlement damage or disturb occupants. In
this regard, it is recommended that the vibratory roller remain at least 25 feet away from
existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Suitability of On -site Soils
The SAND (SP, SP-SM, SM) subsurface soils encountered at the boring locations appear
to meet the criteria recommended in this report for reuse as structural fill. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to evaluate the suitability of excavated
soils for reuse as fill within building and pavement areas. Other soils types such as SAND
(SC-SM, SC), and CLAY (CL,) may be used as fill provided that they are properly placed
and compacted as noted herein. These soil types are typically moisture sensitive and
unstable conditions and/or the inability of the materials to be properly compacted may
occur. Accordingly, should these soils be selected for use as fill it is considered necessary
to allow them to be dried to a moisture content suitable for placement and compaction. The
remaining on -site excavated soils (Topsoil, CLAY (CH) and SILT (MH)) are not anticipated
to be suitable for re -use as structural fill but may be used as fill within green areas.
4.5 Preliminary Shallow Foundation Design Recommendations
Provided that the recommended earthwork construction procedures are properly
performed, the proposed structures can be supported by shallow spread footings, bearing
over firm natural soil or well compacted structural fill material. The footings can be
designed using a net allowable soil pressure of up to 2,000 pounds per square foot (psf).
In using net pressures, the weight of the footings and backfill over the footings, including
the weight of the floor slab, need not be considered. Hence, only loads applied at or above
the finished floor need to be used for dimensioning the footings.
In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings should
have a minimum width of 24 inches. In addition, isolated square column footings are
recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
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4.6 Preliminary Shallow Foundation Settlements
It is estimated that, with proper site preparation including the subsurface improvements
noted above (where required), the maximum resulting post construction total settlement of
the proposed building foundations should be up to 1 inch, as contributed by the foundation
bearing soils. The maximum differential settlement magnitude is expected to be less than'/2
-inch between adjacent footings (wall footings and column footings of widely varying
loading conditions), as contributed by the foundation bearing soils. The settlements were
estimated on the basis of the results of the SPT borings. Careful field control will contribute
substantially towards minimizing the settlements.
4.7 Shallow Foundation Excavations
In preparation for shallow foundation support, the footing excavations should extend into
firm natural soil or well compacted structural fill. All foundation excavations should be
observed by G E T Solutions, Inc. At that time, the Geotechnical Engineer should also
explore the extent of excessively loose, soft, or otherwise unsuitable material within the
exposed excavations. Also, at the time of footing observations, the Geotechnical Engineer
may find it necessary to perform hand auger borings or use a hand penetration device in
the bases of the foundation excavations.
If pockets of unsuitable soils requiring undercut are encountered in the footing excavations,
the proposed footing elevation should be re-established by means of backfilling with
"flowable fill", an open graded washed stone (such as No. 57 stone or equivalent), or a
suitable structural fill material compacted to a dry density of at least 95 percent of the
Modified Proctor maximum dry density (ASTM D 1557), as described in Section 4.3 of this
report. This construction procedure will provide for a net allowable bearing capacity of
2,000 psf.
Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of
all footings be compacted using hand operated mechanical tampers, to a dry density of at
least 95% of the Modified Proctor maximum dry density (ASTM D 1557) as tested to a
depth of 12 inches, for bearing capacity considerations. In this manner, any localized
areas, which have been loosened by excavation operations, should be adequately re -
compacted.
Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in condition such as from physical disturbance, rain or frost.
Surface run-off water should be drained away from the excavations and not be allowed to
pond. If possible, all footing concrete should be placed the same day the excavation is
made. If this is not possible, the footing excavations should be adequately protected.
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4.8 Floor Slabs
The building floor slabs may be constructed as a slab -on -grade members provided the
previously recommended earthwork activities and evaluations are carried out properly. It is
recommended that the ground floor slab be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5%
passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act as a
capillary barrier and equalize moisture conditions beneath the slab.
It is recommended that all ground floor slabs be "floating". That is, generally ground
supported and not rigidly connected to walls or foundations. This is to minimize the
possibility of cracking and displacement of the floor slabs because of differential
movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection; consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.9 Pavement Design
The in -situ field Dynamic Cone Penetrometer (DCP) test results indicated an in -place
correlated CBR value ranging from about 2 to 5 at depths ranging from approximately 32 to
34 inches below the existing site grade elevations at the tested locations. The relatively low
correlated CBR values obtained from the field DCP testing procedures is contributed to the
very loose condition (not compacted) of the shallow subsurface soils. These associated
CBR values will be greatly improved provided that the earthwork recommendations,
including the subgrade preparation and fill placement/compaction procedures are
successfully completed as recommended in Sections 4.2 and 4.3 of this report. The results
of the field DCP testing procedures are presented in Appendix V. It is important to note that
the prior CBR tests conducted within Phase I of the project site (currently under
construction) with similar subgrade soil conditions revealed an average soaked CBR value
of 18.6.
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The typical pavement sections provided in the following table are based on the results of
our DCP testing, field explorations, experience with similar soils conditions and roadway
pavement sections already approved for Phase I of the Heroes Manor project.
Furthermore, these typical sections do not represent a completed AASHTO pavement
design in accordance with the NCDOT and/or UFC requirements and are considered to be
preliminary.
Table III —Pavement Sections
Hot Mix As halt
Section
Aggregate
Subgrade"
Surface
Intermediate
SF-9.5A
I-19B
Firm and Stable
Heavy Duty Asphalt
1"
3.5"
lined with Exxon
5300 Geotextile
Fabric
Standard Duly
Firm and Stable
Asphalt
1
3.5
10"
lined with Exxon
5300 Geotextile
Fabric
­­r­U ,U a my „�11�ILy u1 dr ivasr iuu-ro or me ivioeniee Hroctor maximum dry density
(ASTM D 1557). ABC stone thickness has been previously specified by Kimley-Horn and Associates and the
owner to accommodate for construction traffic.
Firm and stable Subgrade lined with Exxon S300 geotextile fabric which has been previously specified by
Kimley-Horn and Associates and the owner to accommodate for construction traffic.
Following pavement rough grading operations, the exposed Subgrade should be observed
under proofrolling. This proofrolling should be accomplished with a fully loaded dump truck
or 7 to 10 ton drum roller to check for pockets of soft material hidden beneath a thin crust of
better soil. Any unsuitable materials thus exposed should be removed and replaced with a
well -compacted material. The inspection of these phases should be performed by the
Geotechnical Engineer or his representative. The subgrade soils are likely to be unstable
at the time of construction and some ground improvements are likely. As such, the
project's budget should include a contingency to accommodate the potential ground
improvements.
4.10 Seismic Evaluation
It is noted that, in accordance with the NC Building Code; Chapter 16 (2009 IBC, which
references ASCE 7-10 Chapter 20 Table 20.3-1), this site is classified as a site Class D,
based on which seismic designs should be incorporated. This recommendation is based on
the data obtained from the completed 25-foot deep SPT borings as well as our experience
with shear wave velocity testing performed on projects within the vicinity of this site. In
order to substantiate the site classification provided above a 100-foot deep CPT boring and
soil shear wave velocity testing should be performed. G E T Solutions, Inc. would be
pleased to provide these services should they be determined necessary.
_.� 14 GET
APR 2 0 "L01'L • . �-

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
4.11 Storm Water Design Parameters
Fifteen (15) infiltration tests were performed at the location of borings P-3 through P-5 and
S-1 through S-10. The tests were performed at depths ranging from about 2 to 4 feet
below current grades, respectively. The boreholes were prepared utilizing an auger to
remove soil clippings from the base. Infiltration testing was then conducted within the
vadose zone utilizing a Precision Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (200 ml or 2000 ml) and a cable used to raise and lower the water
control unit (WCU). The WCU establishes a constant water head within the borehole
during testing by use of a precision valve and float assembly. The WCU was attached to
the flow reservoir with a 4-meter (approximately 13-foot) braided PVC hose and then
lowered by cable into the borehole to the test depth elevation. As required by the Glover
solution, the WCU was suspended above the bottom of the borehole at an elevation of
approximately 5 times the borehole diameter. The shut-off valve was then opened allowing
water to pass through the WCU to fill the borehole to the constant water level elevation.
The absorption rate slowed as the soil voids became filled and an equilibrium developed as
a wetting bulb developed around the borehole. Water was continuously added until the
flow rate stabilized. The reservoir was then re -filled in order to begin testing. During
testing, as the water drained into the borehole and surrounding soils, the water level within
the calibrated reservoir was recorded as well as the elapsed time during each interval. The
test was continued until relatively consistent flow rates were documented. During testing
the quick release connections and shutoff valve were monitored to ensure that no leakage
occurred. The flow rate (0), height of the constant water level (H), and borehole diameter
(D) were used to calculate Ks utilizing the Glover Solution. Based on the field testing and
corroborated with laboratory testing results (published values compared to classification
tests), the hydraulic conductivity of the shallow soils is tabulated in the following table
(Table IV) and is presented on the "Hydraulic Conductivity Worksheet" reports (Appendix
VI), included with this report.
Soliit(orisitiic.

Report of Subsurface Investigation and Geotechnical Engineering Services
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
December 7. 2011
Table IV - Saturated Hydraulic Conductivity Test Results
Test No.
Test
Depth (ft)
4200 sieve
(�) �o
Soil
Classification
(USCS)
Average Infiltration Test
Results (Ksat Values)
cm/sec
cm/day
in/hour
P-3
3.5-4.0
30.8
SM
1.26E-04
10.9
0.179
P-4
2.0-2.5
53.6
CL
9.69E-05
8.4
0.137
P-5
3.5-4.0
65.8
CL
9.89E-06
0.9
0.014
S-1
3.5-4.0
39.3
SC-SM
1.31 E-04
11.3
0.185
S-2
1.5-2.0
1.3
SP
1.08E-02
930.6
15.266
S-2
2.5-3.0
3.1
SP
9.57E-03
827.2
13.570
S-3
1.5-2.0
1.8
SP
9.10E-03
785.9
12.891
S-3
3.5-4.0
31.9
SC-SM
1.37E-04
11.8
0,194
S-4
1.5-2.0
47.5
Sc
1.22E-04
10.6
0.173
S-5
1.5-2.0
32.1
SM
2.43E-04
21.0
0.344
S-6
1.5-2.0
29.1
SM
1.06E-04
9.2
0.150
S-7
1.5-2.0
52.5
CL
4.62E-05
4.0
0.065
S-8
3.5-4.0
47.9
Sc
6.19E-05
5.3
0.088
S-9
1.5-2.0
43.7
SM
1.06E-04
9.2
0.151
S-10
1.5-2.0
4.4
SP
3.01 E-03
259.6
4.259
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
may require well pointing.
If water collects in foundation excavations, it will be necessary to remove the water form the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface
soils to support the design bearing pressure prior to concrete placement.
Perched water table conditions within the select fill materials and/or shallow subsurface
soils may be encountered throughout the project site during periods of heavy precipitation
and/or during the "wet" season. This is expected to occur as a result of the surficial and/or
shallow subsurface restrictive soil layers generally encountered throughout the project site.
LAPR 2 0 ZO1Z
16

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
Accordingly, some undercut and backfill with suitable structural fill materials and/or de -
watering of the structural fill materials and/or shallow subsurface soils may be required
during the subgrade preparation and/or foundation construction procedures. Alternatively,
an under drain system may be used in order to aid in alleviating the potential for saturated
bearing soil conditions and/or to aid in minimizing foundation undercutting procedures.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
If water collects in foundation excavations, it will be necessary to remove water from the
excavations, remove saturated soils, and re -test the adequacy of the bearing surface soils
to support the design bearing pressure prior to concrete placement.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placements to verify the suitability of the bearing soils. If unstable bearing
soils are encountered during installation some form of stabilization may be required to
provide suitable bedding. This stabilization is typically accomplished by providing additional
bedding materials (NCDOT No. 57 stone). In addition, depending on the depth of the utility
trench excavation, some means of dewatering may be required to facilitate the utility
installation and associated backfilling.
All utility excavations should be backfilled with structural fill, as described in Section 4.3 of
this report.
The subsurface CLAY (CL, and CH), SILT (MH), and/or SAND (SC and SC-SM) soils
encountered at the boring locations do not appear to meet the criteria recommended in this
report for reuse as structural fill, but may be used as fill within green areas. However, the
SAND (SM, SP-SM, and SP) soils may be suitable for reuse as structural fill. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to substantiate the suitability of
excavated soils for reuse as fill within construction areas.
5.3 Additional Geotechnical Investigation
A comprehensive geotechnical investigation is recommended once the final layout
(structure footprint and design grades), structural characteristics, and the structural loads
are determined. The subsurface data documented during this feasibility study can be
incorporated within the final geotechnical investigation. Specifically, it is recommended to
perform additional SPT borings within the limits of the proposed building areas along with a
comprehensive laboratory testing program to finalize the foundation design
recommendations.
17 GET
Soliiaons%liic.

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Projecl No: JX11-111G
5.4 Excavations
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, G E T Solutions, Inc.
should be notified immediately to determine if changes in the foundation recommendations
are required. If G E T Solutions, Inc. is not retained to perform these functions, G E T
Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
Is
APR 2 0 ZIJ1L
Solutlo

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of Kimley-Horn and
Associates, Inc. and their consultants for the specific application to the Heroes Manor
Phase II Section II family housing project located within the Camp Lejeune military
installation in North Carolina.
Solutlois�hu.

APPENDICES
BORING LOCATION PLAN
II BORING LOGS
III GENERALIZED SOIL PROFILE
IV pH, NUTRIENTS, ORGANIC CONTENT TEST RESULTS
V DCP TEST DATA
VI SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
APR 2 0 ZU1Z

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BORING LOG
P-3
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
PROJECT LOCATION: Camp Leleune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
DEPTH TO WATER -INITIAL*: 4 12 AFTER 24 HOURS: 3 CAVING> L
o=
-r
w N
w:
r`
n
w w
o E
t
w m
0
DESCrI jJtl on
u w
o- n 6
m E Z
tj N
m y
�- >
E o
NW
d v
a
E
rn
-
3 i°
o v
m o.
z
a
`"
#
v
TEST RESULTS
Plastic Limit H Li uid Limit
g
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
-
0
0
Q
9
14
17
7
7
11
0 a
—
20
2-inches of Topsoil
1
10
Ss
i
2
3
_
-
-
0:
.
—
1
Tan, moist, Silty fine to medium SAND (SM) with trace Organics
Very Loose to Loose
Q
Tan, whitish tan and orangish brown, moist, Silty fine to medium
SAND (SM), Loose to Medium Dense
Estimated SHWT @ 6 feet below existing site grade
0
gray and orangish brown, wet, Silty fine to medium SAND (SM)
with trace Clay, Loose
—
2
3
q
24
23
ss
ss
3
5
5
a
7
—
5
_
—
_
t
22
ss
y
c
5
-
6
13
7
--
ss
ss
3
3
4
n
S
_Light
3
Gray, wet, Silty fine to medium SAND (SM), Loose to Medium DenSE
7
22
ss
2
2
—1512
—
—
8
20
ss
2
20
0--
9
12
ss
38
25
Boring terminated at 25 it
APR 2 0 NIZ
30
10
---
1
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS - Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
-
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22.5 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
P-4
DEPTH TO WATER -INITIAL*: �L' 11 AFTER 24 HOURS: :- CAVING> L
a r
`m
N
W 2
-. `
n m
0 E
o. m
p`
Description
U
n
(7
w
°- o
Z
n
E- >
E g
0
°- v
N~
3 `o
o
m a
m
m
z
oo
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
6-inches of Topsoil
_
_
1
-
..
zo
1
20
ss
2
2
3
5
3.
—
Brownish gray, moist, Clayey fine to medium SAND (SC) with trace
I Organics, Very Loose
2
14
ss
1
a
—
Brownish gray, moist, Sandy Lean CLAY (CL), Medium Stiff
-
11
—
s
4
Tan. moist, Silly fine to medium SAND (SM), Medium Dense
---
3
22
ss
5
—
z
Estimated SHWT @ 5.5 feet below existing site grade 9
—
—
—
Light gray. moist to wet, Silty fine to medium SAND (SM) with trace
Clay, Loose to Medium Dense
u
:
4
18
ss
0
8
--
2
5
14
ss
'7
11
—
—
to
s
—
2
-
6
14
ss
11
-
10
—
3
Dark brown, wet, Silty fine to medium SAND (SM) with trace
organics, Very Loose
7
22
ss
z
1
3
—
a
5
—
—
0
5
-
18
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Loose
is
8
17
ss
2
2
0
20
'
7
9
11
ss
zs
Boring terminated at 25 ft.
—
8
—
•
- -
10
-10
-
—
35
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The ini ial rn ,nIwa ar rndum Mriv ont he indinalive of Orp sra in tnnundwalar level WnH = Wei h f Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
-
�-^••�'_•_•=-=r•���•r•.
BORING LOG
P-rJ
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc
PROJECT LOCATION: Camp Leleune NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER -INITIAL*: $ 11 AFTER 24 HOURS: -z CAVING> .i-
_g •`
>
w
w
r E
n �'
w
o E
t_
a °'
d d
Description
q
n
m
Lj
w
E- 6
E Z
0
E >
E o
rn 0,
m
°- °'
>=
-
3 cO
O
m o.
m
z
o
#
\
TEST RESULTS
Plastic Limit H Liquid Limit
g
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
-
0
—0
1
6
8
8
10
8
7
358
—
t 6-inches of Topsoil
-
-----'---�--
_
1
_
22
_
ss
0
3
-
ii .. .:... . .... .
20Brownish
0.�
gray, moist, Clayey tine to medium SAND (SC) with trace
Organics, Very Loose
Estimated SHWT @ 3 feet
---
2
16
ss
2
n
3
—
c
Slightly mottled light gray and orangish brown, moist, Sandy Lean
CLAY (CL), Medium Stiff
5S
Light gray and orangish brown to light gray, moist to wet, Silty fine to
medium SAND (SM), Loose
Trace Clay from 6 to 9 feet
3
23
ss
,�
^
e
—
15
—
4
21
ss
4
4
5
—
—
—
—
ro
—
:!
5
2n
ss
3
^
0
io
Light gray, tan and orangish brown, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
>
r :;
r•: r;.
;�.
......
1 a:1
a:ii r'—
:cr,
^
6
20
ss
3
5
s
-^c
—
7
22
ss
4
3
4
—
s
Boring terminated a1 15 ft.
1
0
20
25
s
—
1
30
-10
_
35
If
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
ST = Hand Auger Sample
*ThP r f the static croundwalpr level BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
L . A
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
.., .._.:, _..�,•.:. -�.:.,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: own
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-26-11
S-1
DEPTH TO WATER -INITIAL*: $ 13 AFTER 24 HOURS: T CAVING> L
o
L-
m
w
w
oo
TEST RESULTS
Plastic Limit H Liquid Limit
> N
v
o. v
v v
Description
o.
n d
E
a >
E g
�- °'
3 tO
0 v
-'o
w
v
o E
0 '-
E
Z
N F-
m o-
z
Moisture Content - •
o
N-Value -
10 20 30 40 50 60 70
o
e
_
2-inches of Topsoil
1
01)
1
21
ss
2
Light brown, moist, Silty fine to medium SAND (SM), Very Loose
1
-
.. .. ...
2,
....__
Orangish brown, moist, Silty. Clayey fine to medium SAND (SC-SM).�
Very Loose
2
16
ss
t
2
3
39.,
r
—
20
Estimated SHWT @ 5 feet below existing site grade
3
s
---
z
—
,
3
20
ss
3
6
Light gray and light brown, moist, Silly fine to medium SAND (SM),
G
_
2
Loose to Medium Dense
—
4
21
ss
a
16
—
8
--
e
is
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt. Medium Dense
-
... �,'
24
ss
11
20'
-
-
10
.j l..
6
21
ss
la
B
810
18
-
4
13
'i:rrt;
10
—
17
10
Tan and orangish brown, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Medium Dense
I: I
r.l.lt
7
20
ss
e
a
16
15
.
Boring terminated at 15 ft.
_
-
5
20
25
B
-
10
5
10
1s
SS = Split Spoon Sample
L
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
al aroundwaterindicative i rl - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
.-.--�.
BORING LOG
S-2
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 27 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: : CAVING> L.
> :�
> N
w
a °_'
v
o E
fi
d
o`
Description
oa
a 6
E Z
rn
n >
E g
N
°- °'
e
0
3 "
o v
m o.
m
Z
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
2
5
7
s
15
18
18
1.3
3.1
I1-inches of Topsoil
'�
1
20
ss
1
�
I
'. .. - :...
2
—
_
—0.0
Tan and brown, moist, Poorly Graded fine to medium SAND (SP)
with trace Silt Very Loose
{:
2
17
ss
�
2
3
z
Brown, moist, Poorly Graded fine to medium SAND (SP) with trace
t Silt, Loose
Light gray, moist, Clayey fine to medium SAND (SC), Loose
Estimated Si@ 8 feet below existing site grade
—
5
3
21
ss
z
4
4
20
_
4
1e
ss
3
s
s
—
—
—
_
8
Light gray, moist, Silty fine to medium SAND (SM), Medium Dense
5
17
ss
8
e
0
4
t0
Whitish tan and brown, moist, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt and Clay. Medium Dense
r i;
I'ril
,;��F
6
-
7
23
_
23
ss
ss
8
10
10
_
1
-
15
Boring terminated at 15 ft.
_
c-
-
20
9
—
J
_Z
S
25
—
30
1
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
nphr, Ornoodivalprl
PAGE 1 of 1 Standard Penetration Tests were performed ih the field in general accordance with ASTM D 1586,

GETPROJECT:
��-
BORING LOG
S-3
Heroes Manor Phase II Section 1 Fsnlily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 27 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER -INITIAL*: -4 AFTER 24 HOURS: CAVING> L
r
> N
w
v v
o E
d
o
Description
a
2
m
n 6
E Z
rn
°-
E g
1n
_m
E
N~
3 tO
s
Me w
w
m
Z
oo
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
n
3
7
12
16
10
8
1.8
31
_
3-inches of Topsoil
`-
:ri:r.
t.
_
1
_
24
_
ss
woH
z
2
i
i
25
—
—
—
—
20
Grayish brown, moist, Poorly Graded fine to medium SAND (SP) wilt
trace Silt, Very Loose
--
2
22
—
ss
i
2
—
2
Orangish brown and light gray, moist, Silty, Clayey fine to medium
SAND (SC-SM), Very Loose
�!!
3
13
ss
3
3
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
Medium Stiff
EJ:
—
—1
.i:cr c,
1:1 r
'124
ss
3
7
Light gray to light gray and tan, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Medium Dense
Estimated SHWT @ 8 feet below existing site grade
—
5
21
ss
3
—
10
4
-10
Light gray. tan and orangish brown, moist, Silty fine to medium
SAND ISM), Loose
6
19
as
5
5
7
15
—
_
10
13
Light gray, moist, Silty fine to medium SAND (SM) with trace Clay,
Loose
—
7
—
17
—
ss
a
J
is
Boring terminated at 15 ft.
20
5
0
25
30
10
5
—
—
3v
10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*ThP Initial rn mirl atPr rPpoln runt/ ont hP In it tl P nifthp C arlr`rirn"ndwalpr IP PI WnH= WPI. h fit Ham RIP(
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily
Housing
-Feasibility Study
CLIENT: Kimley-Horn and Associates Inc
_g
IC —
PROJECT LOCATION: Camp Leieune NC
PROJECT NO.: JX11-111G
*-^x:,«+��_•.,�,.�,,,.�.=
BORING LOCATION: See Attached Boring Location
Plan
SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions. Inc.
LOGGED BY: 9wh
S-4
DRILL METHOD: Rotary Wash Mud Drilling
DATE: 9-28-11
DEPTH TO WATER - INITIAL':s. 12 AFTER 24
HOURS:
-�
CAVING> L
�^
n
w o.
m
L
a
y
v v
w
w
o
TEST RESULTS
Plastic Limit H Liquid Limit
'w an
o
E o
Description
m
E Z
o
>o E
o
w
0
rn
y F-
m o_
z\
Moisture Content - •
N-Value -
Notes:
'Thpinitial c
.
PAGE 1 of 1
7-inches of Topsoil
1
20
ss
i
2
3
17.
-
58r-.:.
Light gray and orangish brown, moist, Clayey fine to medium SAND
::::::-
(SC), Very Loose to Loose
3
Estimated SHWT @ 4 feet below existing site grade
2
16
ss
8
17
I
0 •
Light gray and orangish brown, moist, Silty fine to medium SAND
3
21
5
(SMT Medium Dense
ss
12
9
e
Trace Clay from 4 to 6 feet
4
22
ss
9
18
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
::
5
with trace Silt, Medium Dense
rI �'.
5
21
ss
e
14
—10
Light gray and orangish brown, moist to wet, Silty fine to medium
5
SAND (SM) with trace Clay, Loose
I I
6
20
ss
a
7
.
7 122 I ss I s I g l Icaa:
terminated at 1
Standard Penetration Tests were performed in the field m general accordance with AS TM D 1586.
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
WOH = Woinhr n! A --

GETPROJECT:
Heroes Manor Phase II Section I Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
��,.,.«.:.�.,�.....:.:.:...1.�
BORING LOG
S-5
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': V AFTER 24 HOURS: CAVING> L
o
N
w
J.
o, m
v d
0 E
o.
C1
Description
n
W
�- 6
E Z
rn
v
�-'
e g
rn .
a �'
F
M
3 `D
s v>
m a
y
m
z
oo
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
4
7
8
t1
16
32 1
4-inches of Topsoil
0 3
1
12
ss
won
2
:t •
'' ' s ,: - -
20
=--I
Brown, moist, Silty fine to medium SAND ISM) with trace Organics,2
Very Loose
Estimated SHWT @ 3 feet below existing site grade
i
2
—
21
ss
2
2
_
15
s
(Light gray and orangish brown. moist, Clayey fine to medium SAND
(SC), Loose
3
20
ss
3
5
5
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
(CL) Medium Stiff I
tr ro.
ina r
; ;; ,
r; ri.
4
24
ss
5
5
-
—
—
Light gray, moist. Poorly Graded fine to medium SAND (SP-SM) will
trace Silt. Medium Dense
5
24
ss
3
10
12
to
10
a
Boring terminated at 10 ft.
—
5
10
15
—
20
25
10
30
10
_
3s
1s
Notes: SS = Split Spann Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS - Bulk Sample
71te initial Groundwaterr not h, indicative static ormindwnfprH=
PAGE 1 of 1 Standard Penetration Tests wart performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
M=z=t2Ej
BORING LOG
S-6
PROJECT LOCATION: Camp Lejeune NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': a AFTER 24 HOURS: 4 - CAVING> -C.
v
w ?
o E
o
Description
a
C7
�" o
m Z
�- >
rn w
rn
3 °O
m o
—'a
Z
#
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
_0
0
4
9
15
g
16
9.1
—
7-inches of Topsoil
_
1
_
20
_
SS
2
2
.
_
!
5d
Grayish brown, moist, Silty fine to medium SAND (SM), Very Loose
20
_
Tan, orangish brown and light gray. moist, Silty fine to medium
SAND (SM), Loose
Estimated SHWT @ 4.5 feet below existing site grade
q
Light gray, moist, Silty fine to medium SAND (SM), Loose to Medium
Dense
k Trace Clay from 6 to 8 feet
2
20
ss
3
5
6
—
2
3
21
ss
a
_
—
—
15
4
22
ss
3
'S
5
—
—
,+'
n ii:
4e
5
_
24
_
ss
5
]
8
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense
to
4
Boring terminated at 10 ft.
o
—
—
15
5
20
0
2
30
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC
PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring
Location Plan
SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc.
LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling
DATE: 9-28-11
S-7
DEPTH TO WATER - INITIAL*: V _ AFTER 24 HOURS: Y-
_ CAVING> L
w
o
TEST RESULTS
Plastic Limit H Liquid Limit
5 w
n w
Description
a
n d
Q>
a °'
3 'O
wo
E
o
n z
n~
m a
z
Moisture Content- •
uE°
N-Value -
6-inches of Topsoil
05
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
(CL), Soft
"e
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Loose
Estimated SHWT @ 4 feet below existing site grade
Light gray to whitish tan, moist, Poorly Graded fine to medium SANL
(SP-SM) with trace Silt, Loose
B
Light gray and tan, moist. Silty fine to medium SAND (SM), Medium
Dense
i
8 ss Z 3
II 1110®
7
2
r' 3 15 s5 j 5
r i,.3 4 116 I ss I .i 8
5 120 I ss I , 114
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
The_ inidaLaroundwater readinarrlav not be indicative Dfthe static oria indwaterlevel WOH=We'ahl of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: Heroes Manor Phase II Section 1 Fsmfy Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
r ,..a,.ao-tme.e,n,•,i-ozshq
BORING LOG
OO
S'O
PROJECT LOCATION: Camp Leleune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: own
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': -a AFTER 24 HOURS: CAVING> L
m-
> uJj
w
n
v a
E
n
v v
O
Description
p
Lu
m
kj
Q
E Z
--a
c o
rn
-a
Q
E
rn
o
m o-
Z
N
\
TEST RESULTS
Plastic Limit H Liquid Limit
g
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
e
3
5
8
9
14
77
4-inches of Topsoil
7
21
ss
Won
2
_
_
Grayish brown, moist. Clayey fine to medium SAND (SC), Very3
Loose to Loose
Estimated SHWT @ 4 feet below existing site grade
—
2
24
ss
a
a
4
2
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL).
Medium Stiff
3
17
ss
4
4
Light gray, moist, Silty fine to medium SAND (SM), Loose to Medium
Dense
Trace Clay from 6 to 8 feet
_
4
24
ss
S
4
I
5
21
ss
5
a
--�
—
4
Boring terminated at 1Oft,
w
t
i5
-0
25
30
0
is
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
BS = Bulk Sample
p
I I P PI I f PC I P pVVPi,ht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
BORING LOG
S-9
PROJECT LOCATION: Camp Lejeune, INC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': Q AFTER 24 HOURS: >:- CAVII -C
o-
'm
m
2
W �'
oE
o. ar
o �'
Description
n
2
Gd
Z
N
,� �-
sw
m a
m
m
zo
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
e
0
]E�O
2
5
6
7
8
3
3-inches of Topsoil
'
>
ss
WOH
2
}
-
-. . '
-
"
...
.
.2
Grayish tan. moist. Silty fine to medium SAND ISM) with trace Clay,
Very Loose
_
20
2
r7
ss
1
2
3
Light gray and orangish brown, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
Estimated SHWT @ 4 feet below existing site grade
—
2
s
3
16
ss
3
3
4
Light gray, moist, Sandy Lean CLAY (CL), Medium Stiff
_
4
23
ss
4
n
-
15
Light gray. moist, Silty fine to medium SAND (SM), Loose
Trace Clay from 6 to 8 feet
5
20
ss
4
4
5
10
4
Boring terminated at 10 ft.
to
5
0
-
20
0
8
25
-
-5
30
10
-10
35
15
Notes: Ss = split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
indial aroundwaterin indicative or h r level WOH - Wriaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were Performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
-+-
o-nn,xa.e.d....w.r.r rm
BORING LOG
S-1 O
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: - qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL*: Q AFTER 24 HOURS: T- CAVING> -C.
m J
w m
w v
Description
E 6
Z
r�
n>
s g
rn W
n v
e
rn
3 cD
o
m n
m
z
u
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
_
o
0
2
8
g
13
14
4.4
-
2
_
—
15
—
to
—
a
—
m
6-inches of Topsoil J
_
1
_
17
_
ss
2
i
s
-
•:
-
-
—
tlil.
Light brown, moist, Poorly Graded fine to medium SAND (SP) with
trace Silt, Very Loose I
2
--
2
20
—
ss
a
4
?
—
Light gray and orangish brown, moist, Silty. Clayey fine to medium.
I SAND (SC-SM), Loose
Estimated SHWT @ 4 feet below exising site grade
lightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL)j
Stiff
3
19
ss
a
"
4
5
24
21
ss
ss
4
7
7
s
7
7
7
—
Light gray to light gray and orangish brown, moist, Silty fine to
medium SAND (SM), Medium Dense
4
Boring terminated at 10 ft.
—
s
a
—
g
Y
—
30
—
la
_
3
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
BS = Bulk Sample
P initial
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
CLIENT. Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
U•..:.,x.lr.r•.--.'.e.:miny
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 26 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
B-1
DEPTH TO WATER - INITIAL': $ 14 AFTER 24 HOURS: CAVING> S
o s
o
w
m
TEST RESULTS
Plastic Limit H Liquid Limit
m
>
o. w
v w
a m
v v
Description
n
�- o
E Z
�-
E 0
a m
E
3 tO
o y
N
w
o E
o
M
to I—
m a
z
v
Moisture Content - •
N-Value -
-
a
0
10 20 30 40 50 60 70
4-inches of Topsoil
_
_
_
u
zs
1
14
as
1
0.3
Brown, moist, Silty fine to medium SAND ISM) with Organics, Very
1
0
—
Loose
..,. _,. ..... .
—I
wou
; ;';'
2
6
ss
i
2
-
—
Yellowish brown, moist. Poorly Graded fine to medium SAND (SP-
-
SM) with trace Silt, Very Loose
1
—
3
6
ss
s
4
34.�,
•
Brown, moist, Silty fineto medium SAND (SM) with trace Clay, Very
20
2
Loose
1 e,
3
—
!
2
Yellowish brown, moist, Silty fine to medium SAND (SM), Loose to
—
q
14
ss
4
8
Medium Dense
4
5
10
as
172
19
:. .'. .:...: :. .
10
.'
lu:
_
11
15
Tan and orangish brown, moist to wet, Poorly Graded fine to medlu
ri
12
SAND (SP-SM) with trace Silt, Loose to Medium Dense
6 t i
6
20
ss
11
26
i
16
—
tall:
---
4
1 1r
7
20
ss
13
23
-
15
.':1: U
12
10
etl!
8
16
ss
°
8
5
r. r
Y ]: rrt]
---
—
rt U'
l
15
.
9
14
ss
1�
12
Boring terminated at 25 fit.
__
'
o
—
8
... .:. :...
30
10
—
—
35
10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
MTh . Inlil t O/n In W P,r ( Inb m OO heIIidIC.A(IVP. e1 theStatlf, br01/ndwaftir level. W H = WelOhl of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
PROJECT LOCATION: Camp Leleune, INC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 27 MSL
BORING LOG
B-2
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL`: V 15 AFTER 24 HOURS: o- _ CAVING> L
0`
•_
i0 N
>
lu
i�
U
d m
�' `
a E
L_ _
a
m m
o
Description
U
L
N d
E z
rn
N N
>o
inN
v
E
N
y, _
o
m a
U
z\
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
-
—➢—
a
10 20 30 40 50 60 70
2-inches of Topsoil
i
—
d�r[1r.
1
17
as
a
2
3
.. . ......... :_.
25
—
Light gray and brown, moist, Poorly Graded fine to medium SAND
(SP-SM) with trace Sill. Very Loose
—
—
2
;';'11;
2
16
as
z
a
—
Brown, moist, Poorly Graded fine to medium SAND (SP-SM) with
—
—
( trace Silt, Very Loose
8
77
—
5
3
16
ss
3
°
Gray, moist, Silty, Clayey fine to medium SAND (SC-SM), Loose
2
Light gray and orangish brown, moist, Silly, Clayey fine to medium
SAND (SC-SM), Loose
'
a
18
ss
3
n
s
8
.
20
—
-
30
13
' --
k
1-
Tan and brown, moist. Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Medium Dense
1:1 1 1 1
n n:
5
1a
as
10
15
15
10
--
L
10.
Light gray, wet, Silty fine to medium SAND (SM), Medium Dense
-
---
6
13
ss
15
0
n
_
-
a
6
3
Orangish brown to gray, wet, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt, Loose to Medium Dense
l
r*1.+.
7
11
—
Ss
2
_
_
15
10r.la
l;
f(li
U;N.
—�
—
Ill ij
. ra.t 1:
�..t`
8
15
Ss
3
3
6
...,
20
0
---
—
_
ri-'�---
.i;;
9
17
55
G
9
8
16
-
25
Boring terminated at 25 it.
-8--
0
a0
0
—
—
Notes: SS - Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
BS = Bulk Sample
n iti P n i 1' F p c pvef WOH = Weiaht of Hammel
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsrnfy Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
F
ffimmwPROJECT
LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
...,••.., .........:.....,,,,.:.nun,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-29-11
B-3
DEPTH TO WATER - INITIAL': S 10.5 AFTER 24 HOURS: r CAVING> L
o
`
.
v
v
oo
TEST RESULTS
Plastic Limit H Liquid Limit
.s
up
J
a m
m
a m
m m
Description
d
a d
E
a>
E a
E
3 iO
o
-��
#
>
w
a E
o
m
Z
rn
m a
Z\
Moisture Content -•
CO of
N-Value -
10 20 30 40 SO 60 70
0
0
4-inches of Topsoil
2
-
3.1
1
22
ss
2
2
3
-
Grayish brown. moist, Silty fine to medium SAND (SM), Very Loose
20
—
2.1
Light gray, moist, Silty fine to medium SAND (SM), Loose
---
2
3
—
2
20
ss
5
—
3
5
,1.:
Light gray and orangish brown, moist to wet, Silty fine to medum
--_
z
SAND (SM), Loose
3
18
ss
3
5
18
- •
3
2
_
an and orangish brown, moist to wet, Poorly Graded fine to media
J i
3
'
SAND (SP-SM) with trace Silt, Loose
.1:,:C,
4
19
ss
4
7
5
10-t:
....
10
-.
hitish tan, wet. Poorly Graded fine to medium SAND SP-SM with
y )
3
4
' trace Silt, Loose
tt _
• 6
12
ss
0
10
_
3
0
1
7
17
s5
3
5
—
t5
.l:rrt
3
1 tfi t:
Light gray. moist, Poorly Graded fine to medium SAND (SP-SM) with::i.
6 i
_
a
trace Silt, Very Loose to Loose
r I.. i r
8
24
ss
I
2
_
20
a:Ct r
—
t}. i':
—
u
_
25
Boring terminated at 25 ft.
e
—
—
s
30
10
-10
35
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial arorndwaterrend�ag May not �e in=atwe ofthe static groundwater level, VVOH z Weight of JaMMilij_
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
�_��•�==r�-•�_-��••�.r
BORING LOG
B-4
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 26 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL*: $ 12.5 AFTER 24 HOURS: T- CAVING> L
>
w g
a E
v
o
Description
d
E Z_
a
g
N
�-
E
3 tO
o
m a
m
z\
o
u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
--0
0
2
4
9
s
5
4
2
7
225
3.2
25
3-inches of Topsoil
—1tii,:.
rc EV
1
21
ss
'
77
1---i
.
.:
—
—
.2$
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace':;+
Silt, Very Loose
2
18
ss
2
z
—
p
_
20
—
—
15
Light gray, moist, Silty fine to medium SAND ISM) with trace Clay
Loose
3
20
ss
s
5
n
--
zo
ss
4
5
—
—
5
17
ss
2
3s.
19
n
0
Light gray and orangish brown, moist to wet, Silty, Clayey fine to
medium SAND (SC-SM), Very Loose
6
20
ss
z
2
t
_
13.
Gray, wet, Elastic SILT (MH) with Little Sand, Very Soft
7
24
ss
'
—
10
—
_
—
15
18
Light gray to gray, wet, Silty fine to medium SAND ISM), Very Loose
to Loose
8
—
15
—
ss
2
n
0
24
ss
2
0
Boring terminated at 25 ft.
—
0
—
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, INC PROJECT i JX11-111G
ai::...,M.:. r•:,...,.,:.:. r,�,,.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
B-5
DEPTH TO WATER -INITIAL': $ 8 AFTER 24 HOURS: CAVING> L
O
t N
L
-
v
N d
v
y-
w
]
o
0
TEST RESULTS
Plastic Limit H Liquid Limit
>—
>
g m
w
a
w
Description
a
E d
E
E>
E 0
O
E
o v
w�
o E
o v
2
Z
rn 0
N~
m a
z
Moisture Content - •
o
N-Value -
10 20 30 40 50 60 70
20
0
0
2
1-inches of Topsoil I
."..
1
22
ss
VJOH
2
'
.08
Grayish brown, moist, Clayey fine to medium SAND (SC), Very
Loose
2
2
18
ss
2
4
—
Grayish brown, moist, Sandy Lean CLAY (CL), Soft
—
15
5
4
Grayish brown, moist to wet, Poorly Graded fine to medium SAND
.....
14i f
t
woH
—
(SP-SM) with trace Silt, Very Loose to Loose
!:C: C.
3
17
ss
2
3
.11,.1f
a
n
_
2
]S[tl
—
7.,..
4
20
ss
8
Tan, orangish brown and gray, wet, Poorly Graded fine to medium
-
- SAND (SP-SM) with trace Silt, Loose
z
"'
S
15
ss
�
6
3'
l0
10Gray,
wet, Fat CLAY (CH) with some Sand, Soft to Medium Stiff
2
—
6
18
SS
z
4
33.4
2
—
1
—
2
—
7
17
ss
5
5
15
18
2
—I
—
Grayish brown, wet, Silty fine to medium SAND ISM) with trace Clay
1
z
—
0
and Organics. Loose
8
24
ss
a
5
. . .
J
20
0
Gray, wet. Poorly Graded fine to medium SAND (SP-SM) with trace
:� �'� �'
1
Silt, Loose
r.r.cr
9
12
ss
s
9
s
25
s
Boring terminated at 25 ft.
—
8
—
10
0
l0
-t5
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
-4
U...*,,,.I�•.;T.....LI-r„h.
BORING LOG
C BR-1
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: own
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
DEPTH TO WATER - INITIAL`: S AFTER 24 HOURS: Z- CAVING> 1
E
v v
--
Description
tj
E Z
U
E 'o
m
E
rn
o
m a
'�
Z
'o
a
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
—
0
0
3
7
10
16
12-
2
—0.1
2-inches of Topsoil
1
20
ss
2
2
2
- -
- -
. ..... . . .... ... ...... . ....
...
Tan, moist. Silty fine to medium SAND ISM), Very Loose
—
z
Orangish brown, moist, Silty fine to medium SAND ISM), Loose
2
10
ss
2 s
—
20
—
-
z
4
Tan, moist. Silty fine to medium SAND (SM), Loose
3
-
22
ss
5
5
Tan, moist. Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Medium Dense
ra: nr
I��:r �;
4
_
23
ss
8
a
e
-
—
6
Tan, moist, Silty fine to medium SAND (Si Medium Dense
5
22
ss
s
s
1
Boring terminated at 10 ft.
—
10
5
2
0
—
10
2 _
_5
15
—
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
%IP I I / I n P I I P /IP/• IP P PI - Weight of Hammer
PAGE 1 of 7 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
E--
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
..,....-.�,1. r-:,•...-,:o1. ra„
BORING LOG
CB -2
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111 G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 25 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
DEPTH TO WATER - INITIAL': _ AFTER 24 HOURS: w- CAVING> S
.m
>
w
n v
w v
o E
n'w
v
o
DESCfIphOfl
o-
�- d
E Z
rn
a >
E°
N
a °'
E
N~
N
3 `O
o
m a
w
z
oo
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
25
0
0
2
9
12
15
14
31.
—
3-inches of Topsoil
1
17
ss
1
1
•
.
.2g'
Tan, moist, Silty fine to medium SAND (SM), Very Loose
_
Orangish brown and light gray, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
4
Tan, moist, Silty fine to medium SAND (SM). Medium Dense
6
Orangish brown and tan, moist, Poorly Graded fine to medium SAN
(SP-SM) with trace Silt, Medium Dense
a r.
a.;[c
r.Lt'
u.ti.
2
3
4
22
19
23
ss
ss
ss
a
5
c
s
]
0
7
a
9
—
20
—
15
2
5
—
—
—
5
—
22
—
ss
]
]
—
10
4
Boring terminated at 10 ft.
10
—
15
20
p
0
25
—
-5
30
0
—
—
es: SS = Split Spoon Sample
ST = Shelby Tube Sample
rTohie
HA - Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed io the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
-.-.....,r....,,..,:,,.,.:..,,..>
BORING LOG
CBR-3
PROJECT LOCATION: Camp Leleune NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-26-11
DEPTH TO WATER - INITIAL`: 4 AFTER 24 HOURS: 1 _ CAVING> C
o r
> N
w g
t y
°- =
m m
0 En—
t
m`
Description
U
,�
v
E Z
rn
w
c o
N
v
E
N I-
o
m o.
m
z
o
v
TEST RESULTS
Plastic Limit H Liquid Limit
g
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
a
0
4
8
1 t
15
15
g
—
_
_
—
—
—
10
5
—
0
,15
3-inches of Topsoil
1
27
ss
1
z
1
•:
-
.2
Brown, moist. Silty fine to medium SAND (SM), Very Loose
Orangish brown and light gray, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
4
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM) with little Clay, Medium Dense
2
3
20
18
ss
ss
3
s
4
c
5
—
z
Tan, whitish tan and orangish brown to whitish tan, moist, Poorly
Graded fine to medium SAND (SP-SM) with trace Silt. , Medium
Dense
t`+ i -
_
4
24
ss
s
e
5
23
ss
N
4
Boring terminated at 10 ft.
—
6
20
25
30
0
—
35
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'n" n r i e i I n I =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
BORING LOG
CBR-4
PROJECT LOCATION: Camp Leieune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 25 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': E AFTER 24 HOURS: CAVING> -C-
o,r
t
m
lu
y
a w
o E
E
a m
o ''
Description
P
-
o
a
m
C�
a o
E
1° Z-
0
a>
E o
m
00
m
E °'
`O �
0
o `O
m a
w
—'
>
Z
oo
#
v
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
25
0
0
3
6
10
15
31i
4-inches of Topsoil
!
_
1
_
21
_
ss
I
z
1
-
- -
_ _
.
-
—
20
-
.39
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Tan and orangish brown, moist, Clayey fine to medium SAND (SC),2
Loose
Slightly mottled tan -gray, moist, Sandy Lean CLAY (CL). Stiff
B
Tan, whitish tan and orangish brown to whitish tan, moist, Poorly
Graded fine to medium SAND (SP-SM) with trace Silt, Medium
Dense
ui ri.
.cr(0
fxl;:
Gfi ii
'ril ri.
I i i r
3
4
19
17
24
ss
ss
ss
2
0
e
7
5
—
—
—
15
—
10
5
22
ss
0
n
10
a
Boring lerminoled at 10 ft.
15
5
20
a
—
8
25
5
-10
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates Inc.
�••-••+r•=.-,,.,.r:.��„
BORING LOG
CBR-5
PROJECT LOCATION: Camp Lejeune NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-29-11
DEPTH TO WATER - INITIAL': Q _ AFTER 24 HOURS: L- _ CAVING> L
o—
v N
w
,_
m m
o E
r
v w
DESCfl p110f1
o
tj
m
E z
rn
w
F o
N tr
w
E I
rn
c
m a
v
z
o
u
\
TEST RESULTS
Plastic limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
-
�—
2
6
8
15
15
7
20
—
_
—
18-inches of Topsoil
T
1
21
Ss
_
—
5
Grayish brown, moist, Clayey fine to medium SAND (SC), Very I
Loose
—
2
—
—
77
—
ss
2
3
—
—
jf
Light gray and orangish brown, moist, Clayey fine to medium SAND
(SC), Loose I
3
21
ss
3
','�
s
—�
Brownish gray, moist, Clayey fine to medium SAND (SC), Loose
—
Orangish brown and tan, moist, Silty fine to medium SAND (SM)
Medium Dense
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Medium Dense
r''l'
q
_
S
22
23
ss
ss
r
e
c
s
8
0
n
Boring terminated at 10 ft. -
o
—
—
si—
e
2U
5_
s
3
to
Notes: SS = Split Spoon Sample
ST =Shehelby Tube Sample
HA =Hand Auger Sample
-The gveal orouridwater readinct may not ie indicative BS = Bulk Sample
PAGE 1 of l Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
BORING LOG
C. BR-B
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-29-11
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: r CAVING> f-
o`
>
w
>_
E. w
v v
o E
o. v
o v
Description
o
o.
tj
N
a 6
E Z
go
m
a_
E g
N
a v
E
3 `0
o 6
m o-
w
.
z
oo
a
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
2
7
12
14
20
31.1
—
20
-
5-inches of Topsoil
- )
1
16
ss
r
1
2
: •
-
-
-'
Light gray, moist, Silty fine to medium SAND (SM), Very Loose
2
Light gray and crangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Loose
4
Light gray, moist, Silty fine to medium SAND (SM), Medium Dense
6
Tan, whitish tan and orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
a r%.
1 r
_—
2
---
3
4
5
20
17
22
23
ss
ss
ss
ss
z
3
,1
c
-5
2
e
y
j2
13
—
2
5
—
10
10
4
Boring terminated at 10 ft.
—
is
20
0
-5
-10
5
25
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
h W
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
JIM
c.:...,,a.c....... r.,.n„
BORING LOG
CBR-17
PROJECT LOCATION: Camp Leleune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: own
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: T- CAVING> L
o .K
>
w Z
L`
v v
E
L
d v
�-
Description
w
�- o
E Z
N
w
�-'
E>
N 0,
v
E>
o v
m o-
N
z\
p
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
o
3
5
7
13
9
18
18
2-inches of Topsoil
_
1
_
20
ss
1
2
2
- -
i
- -
-
20
—
01
Dark brown and tan, moist, Silty fine to medium SAND (SM), Very
Loose
2
t9
ss
3
3
Light gray, moist, Silty fine to medium SAND (SM), Loose
s
3
--
21
ss
3
3
_
_
Tan, moist, Silty fine to medium SAND (SM) with trace Clay, Mediums
Dense
4
21
ss
6
Light gray and orangish brown, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
': '
`l"
5
19
ss
5
A
n
10
4
Boring terminated at 10 If
—
5
0
—
.10
—
B
—
25
—
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1511

ETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housinq-Feasibility Study
_
-"
BORING LOG
C,13R-8
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: own
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': a AFTER 24 HOURS: `S- CAVING> -L
>
w
d
o E
ry`
o
Description
9
o.
m
m
a o
E Z
v
a �
E°
pe
w
a °'
E
N~
m-
3 `O
o
m a
m
z
oo
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
—
—
—
20
0
0
3
6
7
5
5
T3
1-inch of Topsoil
.
.I:'
{ E i
I:3:
ri:r,.
1
21
ss
2
t
2
"
_ ..
-
.0
Yellowish brown to orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Very Loose to Loose
—
2
—
19
—
ss
2
2
2
—
4.
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM), Loose
8
Grayish brown, moist, Sandy Lean CLAY (CL), Medium Stiff
---
3
16
ss
3
4
3
4
—
—
—
4
5
--
24
24
ss
ss
3
2
3
2
3
2
-
16
10
—
4
Boring terminated at 10 ft.
10
—
15
—
5
—
B
20
0
25
—
10
—
10
—
35
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
BS = Bulk Sample
`Th,, inifi I O1011n({WafP/ /PAdlnn mRv not hP. Indir.P NP of the Static arn,onrlwatP.r IBVPI Won = Weinhl of Hammer
PAGE 1 of 1 Standard Penetration Tests were perlormed in the field in general accordance with ASTM D 1586,

GETPROJECT:
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
*_�.+_•--..m=«�..,
BORING LOG
CBR-9
PROJECT LOCATION: Camp Lejeune NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER - INITIAL': -R AFTER 24 HOURS: �- _ CAVING> G
o •�
16
>
L
�- ^'
v w
t
a w
v �+
Description
u
a
0
a o
E Z❑
to
n>
o
0 0
_v
a °'
E>
y I--
3
o
m a
Z
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
g
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
—
o
- 0
3
5
7
9
12
5
9-inch of Topsoil
_
1
_
20
_
ss
z
•
-
-
- -
.,.....
—
0.7
Grayish brown, moist, Silty fine to medium SAND (SM), Very Loose
—
-
—
20
Light gray, moist, Silty, Clayey fine to medium SAND (SC-SM),
Loose
2
21
ss
2
3
3
—
2
4
Tan, moist. Poorly Graded fine to rnedium SAND (SP-SM) with trace.'::
Silt, Loose to Medium Dense
ii
..
3
19
as
3
a
4
s
17
19
ss
as
3
s
5
s
—
s
—
—
10
^
Boring terminated at 10 ft.
—
20
3
e
2,
—
—
10
30
—
0
3`
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
'The i ... BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

Strata symbols
Topsoil
INSilty Sand
Clayey Sand
® Lean Clay
Poorly graded Sand
with Silt
[, Silty Clayey Sand
K
Poorly graded Sand

2s
25
_
s-6
1 2
s-9 s-9
'NOH \ApH
5_a
1 1
2 2
NM=1J.9
S 1
1 1
1
2 2 NM=198 1 2 NM=21 8
_ 2
==202
5.5
1 1WON
3 a
2 2
NM=190
3 2 1 2
56
3a 3J
34
2 2 NM=112
J 3
1
4<
—Sd —J
20
—2-3
—5-7
20
]
<a X 3<
82
22
1 9
NM=1B.6
.I .I: 41
3
33
55
J<
55
�, :I;F I;
5d nJ
56 Ja
69
3a
99h
111'
d<
Is
_56
56
:P C :- 15 5
1.
1-.L j. 1
]6
1012
52
: L'1, C .1. f 9 6
.1 :I: f.l!
;I;I:C II
—57
56 da
a 10 a 5
15
.1XC 1,
J
a]
10 c
—3 4 _ _ —._
5 19
5
5
0
0
5
5
Strata symbols
Silty Clayey Sand
Topsoil
In Hnl
Poorly graded Sand
GET Sohrtions, Inc.
Silty Sand
GENERALIZED SOIL PROFILE
Clayey Sand
"TA DRAWN BY/APPROVED BY
scr,Le DATE DRAWN
RTI 1 Z/%/2l) 1
Lean Clay
lic'mes tArlanor 11hase 11 Section I FsmilV l'IOLISII,--
Feasibility Study
Poorly graded Sand
with Silt
FIGURE NUMBER
PROJECT N0.JX11-111G

-30
Strala symbols
Topsoil
Silty Sand
Clayey Sand
® Lean Clay
LYij Poorly graded Sand
lh Silt
21
12
NM11=Za
10
10
nroll
: t'J: f J .l
1
II
I1
NM=2l
—2;
b>
12 11
6 R
1418
j 1:r1:
910
1312
.,:lt t,
lLY_L:1:
L'J; [.3.
.1Xi t
14
4 1
1 •P 1. 41
I. J:lJ
A':I-4-YI
I d:4 Ll
35
1012
Silly Clayey Sand
Poorly graded Sand
L .. j
Elastic Silt
nJ— Fat Clay
23
rJ.
za
.1 X 1: i r
Ja
I
a5
f
HM=1 J.1
3a
5
015
1515
6]
6<
NM=166
21
2z
23
1
2J
22
33
Ntd=14 5
1'Ph I.
1 4' L.-r_t-5
5
5]
31
r l
6 3
FV-IV
I :I:C1
]3
I t L [ r
h •1� l i'I
1 JI:L1
—f-I
fi�l:l} 1-1fi2
11
a tC[r 1z
2
:r•r.i 23
d :f.Lf1
5 5
—<3
as
12
33
2
21
1 1 LL=i]
1 1 P1=39
2a
1. t
t2
22
21
=H
bl as
:.j 41
L'J: C J .
•1 :I: ': 4' 2 2
as
—M12
2
22
32
to
10
5

Strata symbols
Topsoil
Silty Sand
Clayey Sand
®
Lean Clay
Poorly graded Sand
with Silt
Silty Clayey Sand
Poorly graded Sand
Ta Elastic Sill
zFat Clay

25
CBR-9
- _
25
12
CBR-B
CBR-]
2 2
NM-196
_
12
_
1
2 2
'
NM=7.6
2 2
] 3
I
4
NM=1].]
'.
2 2
.
22h'{.ja.
as
-
20
3 3
'A 1:-[-i-1
..
3 3
20
(_
Nf.1=2+.-t _.
.- .. —5-s
F j 1
34
3 3
56
15
- 2
15
a a
W
'
°
to
o
—
5
a
o
5
s
Strata svrnbolS
Silty Clayey Sand
Topsoil
Poorly graded Sand
GET Solutions. Inc.
Silty Sand
Elastic Silt
GENERALIZED SOIL PROFILE
®
`'� DRAWN BY/APPROVED BY DATE DRAWN
Clayey Sand
v F
®SCALE
_
I
Fat Clay
scnLB. I"=s' �3ch 12/7/2ll I I
1i
Heroes Manor Phase II Section I Fsmily HOLISill -
Lean Clay
®
Feasibility Studv
Poorly graded Sand
FIGURE NUMBER
=i`
wtnSilt
I'RO.IECTNO..IX11-111G
I

AV ,g A&L Eastern Laboratories, Inc.
7621 White pine Road Richmond, Virginia 23237 [phone] Fax (804) 271E446
WWW.aICabtCM.tORI
auur7uaeo MY: ULtivly MUNIVItItK 111412011 SOIL ANALYSIS
Client:
Grower:
Report No: 11-305-0605
GET SOLUTIONS INC
HEROES MANOR
Cost No: 01257
GLENN W HOHMEIER
CAMP LE JEUNE NC
Date Printed: 11/04/2011
415-A WESTERN BLVD
JX11-111G
Date Received: 11/01/2011
JACKSONVILLE NC 28546
Date Analysis: 11/02/2011
PO:
Page: 3 of 8
Lab Number: 09621 Field Id : Sample Id : P5
Test
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
Ver Lowe Low Medium Optimum VentHigh I:
Soil pH
4.2
'
-� — --�
3.8
meg1100g
Buffer pH
6.66
Phosphorus(P)
8 ppm
Calculated Cation
Saturation
Potassium (K)
32 Pro m
Calcium (Ca)
150 ppm
%K 2.2
%Ca 197
%Mg 8.1
%H 70.2
Hmeq 2.7
Magnesium (Mg)
37 ppm
Sulfur(S)
Boron (B)
Iron (Fe)
Manganese (Mn)
Zinc (Zn)
Sodium Ilan)
K : Mg Ratio
0.27
Soluble Salts
Organic Matter
5.6 % ENR 150
Nitrate Nitrogen
Organic Matter(L01)
9,3 %
SOIL FERTILITY GUIDELINES
Crop : Berrnudagrass Lawn
Rec Units: I R/1000 SF
nbs) LIME Itana)
N
P:05
K e0
Mg
S
B
Cu
Mn
Zn
Fe
80
3.5
4,5
6.0
0.99
Crop : Red Units:
Comment
f
APR 2 0 Z01Z
P4'« in, l5f -r
Analysis prepared by: A&L Eastern Laboratories, Inc. Pauric McCreary

�AHI
H� S
_ �. d
www.aleasternxonn
Client :
GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE NC 28546
A&L Eastern Laboratories, Inc.
7621 Whirepine Road Richmond, Virginia 23237 [phone] Fax (804) 271 a446
Juunri ay: LmNiN nllnlvioizrt
Grower:
HEROES MANOR
CAMP LE JEUNE NC
JX11-111G
Do
1-I/4/LUII
JVIL FiIYALIJIJ
Report No:
11-305-0605
Cust No.
01257
Date Printed:
11 /04/201 1
Date Received
Date Analysis
Page:
Lab Number: 09621 Field Id : Sample Id : P5
11 /01 /201 1
11 /021201 1
4 of
SUGGESTED FERTILIZATION PROGRAM
First Application
Second Application
Third Application
Fourth Application
#/1000 Sq. Ft.
Fertilizer
#11000 Sq. FtT
Fertilizer
#11000 Sq. Ft.
Fertilizer
4/1000 Sq. Ft.
Fertilizer
12
10-20-15
12
10-20-15
12
10-0-20
Comments:
Bermudagrass Lawn
Limestone application is targeted to bring soil pH to 6.2.
Apply dolomitic lime to raise pH and improve the magnesium level.
If dolomitic lime is not used, apply required magnesium with magnesium oxide. Epsom Salts, K-Mag or Sul-PO-Mag.
Apply the amount of lime recommended in first page to raise pH
For existing lawns, lime applications should NOT exceed 50 pounds per 1000 sq. feet per application. Split and apply every 4 to 6
month until the recommended amount is completed.
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N:P:K ratio. The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia,
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required. This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
For more in depth explanation, go to our website www.al-labs-eastern.com and select the "Lawn and Garden" tab at the top of home
page. At the bottom of the "Lawn and Garden" page, you find information explaining a soil test report and fertilizer recommendations.
http://al-labs-eastern.com/forms/LawnGardenSoilTestExplained. pdf
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N.P:K ratio. The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia,
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
Pn�« in, 60° r
Analysis prepared by: A&L Eastern Laboratories, Inc. Pauric McGroary

.1111, N-L
www.aleastern.com
A&L Eastern Laboratories, Inc.
7621 Whitapine Road Richmond, Virginia 23237 (804)743-NOI Fax (301)271b 6
auunuueu my. ULCNIN nunrvlr=ltn 11/412011 SUIL ANALYSIS
Client: _
Grower:
Report No: 11-305-0605
GET SOLUTIONS INC
HEROES MANOR
Cust No: 01257
GLENN W HOHMEIER
CAMP LE JEUNE NC
Date Printed: 11/0412011
415-A WESTERN BLVD
JX11-111G
Date Received 11/01/2011
JACKSONVILLE NC 28546
Date Analysis: 11/02/2011
PO:
Page : 5 0f 8
Lab Number: 09622 Field Id : Sample Id: S3
Test
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
_
Ve Low Low Medium Optimum Ve High
Soil pH
45
—'^.1
. 'I
�
unect1/1 09
Buffer pH
6.82
Phosphorus(p)
5 ppm
Calculated Cation
Mated Ca
saturation
Potassium (K)
12 ppm
Calcium (Cal
113 ppm
%K 1.6
%Ca 29.7
%Mg 10.5
%H 58.0
H meq 1.1
Magnesium (Mg)
24 ppm
Sulfur(S)
Boron (B)
Copper (Cu)
Iron (Fc)
Maegonese(Mn)
Zinc (Zrd
Sodium (Na)
K : Mg Ratio
0.15
Soluble Salts
Organic Matter
1.9 % ENR 85
Nitrate Nitrogen
Organic Matter (Lot)
1 %
SOIL FERTILITY GUIDELINES
Crop : Bermudagrass Lawn
Rec Units: LB/1000 SF
(Ibs) LIME pond
N
Pz 05
Kz0
Mg
s
B
Cu
Mn
2n
Fe
40 I
3.5
5.0
6.0
1,29
Crop : Rec Units:
Comment :
Pry«
m° 6ro-r
Analysis prepared by: A&L Eastern Laboratories, Inc. PauriC McGroary

WWW.aleastern.conl
Client
GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE INC 28546
A&L Eastern Laboratories, Inc.
7621 V1hitepine Road Richmond, Virginia 23237 [phone] Fax[phone]f446
JIIDDInteO by: ULCININ YIVI-IIVILICK
Grower',
HEROES MANOR
CAMP LE JEUNE NC
JX11-111G
0
0F&I/4111I I!_lCI9 M!]N
Report No:
Cost No.
Date Printed:
Date Received
Date Analysis
Page:
Lab Number : 09622 Field Id: Sample Id : S3
T1-305-0605
01257
11/04/2011
1 1 /01 /2011
11/02/2011
6 of 6
SUGGESTED FERTILIZATION PROGRAM
First Application
Second Application
Third Application
Fourth Application
#/1000 Sq. Ft.
Fertilizer
#I1000 Sq. FL
Fertilizer
#11000 Sq. Ft.
Fertilizer
#/1000 Sq. Ft.
Fertilizer
12
10-20-15
12
10-20-15
12
10-0-20
Comments:
Bermudagrass Lawn
Limestone application is targeted to bring soil pH to 6.2.
Apply dolomitic lime to raise pH and improve the magnesium level.
If dolomitic lime is not used, apply required magnesium with magnesium oxide. Epsom Salts, K-Mag or SuTPO-Mag.
Apply the amount of lime recommended in first page to raise pH
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N:P.K ratio. The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia.
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required. This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
For more in depth explanation, go to our website www.al-labs-eastern.com and select the "Lawn and Garden" tab at the top of home
page. At the bottom of the "Lawn and Garden" page, you find information explaining a soil test report and fertilizer recommendations.
http://al-labs-eastern.com/forms/LawnGarden SoilTestExplained.pdf
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N:P:K ratio. -The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia,
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required. This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
P4,« roe 60r-r
Analysis prepared by. A&L Eastern Laboratories, Inc. Pauric McGroary

0
A I
www.aleastern.com
A&L Eastern Laboratories, Inc.
7621 Whitepine Road Richmond, Virginia 23237 [phone] Fax(904) 271b446
auunutceu ay: OLMIVIN MUMMIZIUM 11/4/Z011 SUIL ANALYSIb
Client:
Grower:
Report No. 11-305-0605
GET SOLUTIONS INC
HEROES MANOR
Cust No: 01257
GLENN W HOHMEIER
CAMP LE JEUNE NC
Date Printed: 11/04/2011
415-A WESTERN BLVD
JX11-111G
Date Received: 11/01/2011
JACKSONVILLE NC 28546
Date Analysis: 11/02/2011
PO:
Page : 7 of 8
Lab Number : 09623 Field Id : Sample Id : S8
Test
Results
SOIL TEST RATINGS
Calculated Cation
Exchange Capacity
Ve Low Low Medium Optimum Ve High
Soil pH
4.4
___ _ __
3.4
m eg1100y
Buffer pH
6.72
Phosphorus(P)
20 InformCalculated
Cation
Saturation
Potassium (K)
40 ppm
Calcium ICa)
158 ppm
%K 3.0
%Ca 23.2
%Mg 11.8
%H 62.9
Hmeq 2.1
Magnesium (Mg)
1 48 ppm
Soft., (S)
Boron (B)
C01Por(QI)
Iron (Fe)
Monganeso(Mn)
Zinc (Zn)
K : Mg Ratio
Sodium (No)
0.26
Soluble Salts
Organic Matter
5.6 % ENR 150
Nitrate Nitrogen
Organic Matter (LOI)
6.5
SOIL FERTILITY GUIDELINES
Crop : Bermudagrass Lawn
Rec Units: LB/l000 SF
nbst LIME (tons)
N
Pz Os
Kto
M9
S
B
Cu
Mn
Zn
Fe
70
'
3.5
3.0
6.0
0.73
Crop : Rec Units:
Comment
Pm` 6eo~r
�r�
Analysis prepared by: A&L Eastern Laboratories, Inc. Pauric McGroary

www.aleastern.com
Client .
GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE NC 28546
A&L Eastern Laboratories, Inc.
7621 White pine Road Richmond, Virginia 23237 1804) 743-9401 Fac (SU) 271F0d6
auurruueu my: Lovly nvnrv11=11Zrt
Grower
HEROES MANOR
CAMP LE JEUNE NC
JX11-111G
0
1114IN11
aVIL AIVAL I 010
Report No:
11-305-0605
Cust No:
01257
Date Printed:
11 M4/2011
Date Received
Date Analysis
Page:
Lab Number: 09623 Field Id : Sample Id : S8
11/01/2011
11 /02/2011
8 of
SUGGESTED FERTILIZATION PROGRAM
First Application
Second Application
Third Application
Fourth Application
#11000 Sq. Ft.
Fertilizer
#11000 5q. Ft.
Fertilizer
#/1000 Sq. Ft.
Fertilizer,
#11000 Sq. Ft.
Fertilizer
12
10-20-15
12
10-20-15
8
16-4-8
Comments.
Bermudagrass Lawn
Limestone application is targeted to bring soil pH to 6.2.
Apply dolomitic lime to raise pH and improve the magnesium level.
If dolomitic lime is not used, apply required magnesium with magnesium oxide. Epsom Salts, K-Mag or Sul-PO-Mag.
Apply the amount of lime recommended in first page to raise pH
For existing lawns, lime applications should NOT exceed 50 pounds per 1000 sq. feet per application. Split and apply every 4 to 6
month until the recommended amount is completed.
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N:P:K ratio. The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia,
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required. This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
For more in depth explanation, go to our website www.al-labs-eastern.com and select the "Lawn and Garden" tab at the top of home
page. At the bottom of the "Lawn and Garden" page, you find information explaining a soil test report and fertilizer recommendations.
http://al-labs-eastern.com/forms/LawnGardenSoilTestExplained. pdf
The above fertilizer application recommendation is a general guideline, if the specified grades can not be found, replace with
fertilizer having similar N:P:K ratio. The best time to apply fertilizer for warm season grass (bermuda, St. Augustine, zoysia, bahia,
centipede) is in the late spring and summer when grass is growing. For Mid -Atlantic region the time is from May to Mid September.
Apply with the interval of 4-6 weeks. These grades of fertilizer are the best fit for your requirements for Nitrogen and Phosphorus. It may
cause the amount of Potassium being slightly lower than the amount required. This problem should not affect the growth of your lawn
and can be easily adjusted from resubmitting soil sample same time next year.
Pam« ro° 60-i-r
Analysis prepared by: A&L Eastern Laboratories, Inc. Pauric McGroary

GET
' DCP TEST DATA
Project: Heroes Manor Phase II Section 1 Date: October 5. 2011
Location: Camp Lejeune, NC Soil Type(s): SAND (SM)
GET Project p: JX11-111G
Surficial Thickness: Test Starting Depth:
(Concrete, Asphalt.
Stone, T.,.I, etc.) Hammer
010.1 ros Test Identification:
017.1 me. CBR-1
L9111pr
O Botn nammers u. Soils
No. of
Accumulative
Type of
CBR
Blows
Penetration
Hammer
0.1
1.0
10.0
100.0
()
5
727
I
I
I
I
11
I I
0 901
I
I--
I)
I
1 256 1
-__;_.---__365 _—_-I—__-_.•_ _
10
254
-
II
I
15
_I—
—L
_ _
_ . _!
—I—I
_ _
-
—
_ _.
_I_
_
361
1 500 1
____
—____508
—_I___
.--�
2 580
--_- 2 630 1
___.
C 25
-
-
I
l�t_�
C1I
635 E
.___3__....___.___ ..__-703___.....;__�_... ,...
_
H 30
762 =
1889
3 783 1
w
~
2 840 1
i -
0 35
-
--
O
2 893 1
!I
I--
-Z950 ._�_.....
40
1016
�
.._.__
43
50
55
—
_
1397
60
1524
0.1
1.0
10.0
100.0
1
,
BEARING
CAPACITY, psf
1
.. _. 1
0 2000
4000
6000 8000 10000 12000
,
•-
0
0
1
1
5
127
—
10
254
15
381
i
- 1
20
—
I 508
635 E
25
1
F=- 30
762 H
a
__
if—_—
Q.
889 W
. --A_--
p 35
1
40
i __—I. i — 1016
. -.
45
__ __ __I - - 1143
`
50
70
1
55
97
- -
Based on approximate interrelationships
60
of CBR and Bearing values (Design of 24
_ _1 _ _
Concrete Airport Pavement, poniard
�, _-
0
14 28
Cemmn Association, Page 8, 1955)
_____ ._._.__________________;______1_____.
BE,

SiNutlurislric� '_
DCP TEST DATA
Project: Heroes Manor Phase 11 Section 1 Date: October 5, 2011
Location: Camp Lejeune NC Soil Tylel SAND (SM)
GET Project p: JX11-111G
Surficial Thickness: Test Starting Depth:
(Concrete. Asphalt
Stone. Topsoil. eta) Hammer Soil Type
olo.11os. Test Identification: OCH
0 v.5 ms CBR-2 oa
O sorb hammers use0 All other sorts
Accumulative
No. of penetration Type of
Blows Hammer 0.1
rri
0.1
0
0
5
10
15
20
25
H 30
a
p 35
40
45
50
55
60
CBR
1.0 10.0 100.0
1.0 10.0
BEARING CAPACITY, psf
2000 4000 6000 8000
0
127
254
381
508
635 E
E
762 J
F
a
889 Lid O
1016
1143
1270
1397
1524
100.0
10000 12000
F
=
W
0
2
9
6
3
0
7
9 24
0 14 28 Concrete Airport pavement, Portland
Cement Association, page 8,1955)
BE,
0
127
254
381
50E
635
76

GET
DCP TEST DATA
Project:
Heroes Manor Phase II Section 1 Date: October 5, 2011
Location:
Camp Lejeune, NC
Soil Type(s): SAND (SM)
GET Project#:
JX11-111G
Surficial Thickness:
Test Starting Depth:
(Concrete. Asphalt.
S tone Topsoil. etc.)
Hammer
Olo.tms.
Soil Type
Test Identification: OCH
0v.5 rot
CBR-3 Oa
O 6otL Hammers used
•All Omer sous
Accumulative
No. of
Type of
CBR
Penetration
Blows
Hammer
0.1
1.0
10.0
100.0
j
(60
5
0
127
_
1
1 63
2731'.___
III-
_2
'
2 333
-2
_ -1-_._
15
-
--
-
-
---
- -
-
-_
- 381
407
- --
'1"'-
20
L-_LI--
--
508
2
I-
__
-_2 _ ^556
1
C 25
- 635
E
-.-1 632
1.___-
H 30
762
X
—
- -
'
1 745
'., 1...
❑ 35
—
TI
889
❑
2 837
.1 _..
40
--
_.
Y—I-
__.
__L___
1016
2 958
1_
45
-
-i
1143
55
1270
I�
_
1397
60
1524
.. .. _.._J,_.. ..... _... _.
,
.. _..
0.1
1.0
10.0
100.0
BEARING
CAPACITY, psf
0 2000
4000
6000 8000 10000
12000
0
0
254
20
508
25
635
E
F=- 30
a
IF
762
=
H
_...._ _.__._._
._.. ....
w 35
— -�
889
w
'
40
j
- -
1016
-
45
43
11 43
-_-___•.-
50
70
- ------
Based on approximate interrelationships
_________ L_---- ----------- ,.________.___.
60
of CBR and Bearing values (Design of
24
0
14 28
Concrete Airport Pavement, Portland
------ - ------ - ------'---------
Cement Association, Page 8, 1955)
_.__-_._...
i....._._._._....._..
BE,

GET
..--
DCP TEST DATA
Project:
Heroes Manor Phase If Section 1 Date: October 5, 2011
Locafion:
Camp Lejeune, NC
Soil Type(s): SAND (SM)
GET Project It:
J%11-111G
Surficial Thickness:
Test Starting Depth:
(Concrele. As Mn,
Sore. Topsoil. em.)
Hammer
O 10.115�_
Soil Type
Test Identification: OCH
•17.511x
CBR•4 Oa
O BotM1 hammers used
All other sek
No. of
Accumulative
Type of
CBR
Blows
penetration
Hammer
0.1
1.0
10.0
(mm)
027
0 30
I
I
II100.0
210
5
J
_ _
324
__.
I
+,-
0
II
II
II
254
- 491
1 601 _,
1__.
15
381
—_--
_
1 ._r 669
�__.
20
508
___..—_I___I_4_.
--_
1 732.--1_.__
815
-_ t -
C 25
635
E
867
____30_
:- -- -'- ---
=
762
-
—
I
--
I
1 915
1 958 1
W
❑ 35
889
d
0
'
i
40
45
--
_
_.
__..
+L
__
I_
1
1016
3
y
1270
55
I
,397
I
I
60
I
I
I
I 1524
0.1
1.0
10.0
100.0
BEARING
CAPACITY, psf
-
...
0 2000
4000
6000 8000 10000 12000
0
0
5
—
- 127
10
254
15
381
20
508
c 25
I I
635
E
c
--
H 30
W
❑ 35
—---
762
889
=
a
W
—
p
40
----
1016
45
' ____-
1143
l
55
Based on approximate interrelationships
97
- --
-
60
of CBR and Bearing values (Design of
24
0 14
28
__J
-- "-'-'- '- - -'- "
Concrete Airport Pave cut, Pmt1md
Cement Association, page 8.1955)
------------- `-----------..__--:-------------
BE,

GEC
-7
DCP TEST DATA
Project:
Heroes Manor Phase 11 Section 1
Date: October 5, 2011
Location:
Camp Lejeune, NC
Soil Typhli SAND (SC)
GET Project It
JX11.111G
Surficial Thickness:
Test Starting Depth:
(Concrete. Asphalt
Slane. Topsail. etc.)
Harnuor
Olo
0175h1
Soil Type
Test Identification: OCH
CBR-5 Oct
O Both hammers usel
9 All other sots
Accumulative
No. of Penetration
Blows
Type of
Hammer
0.1
1.0
CBR
10.0
100.0
1
1
—I
127
470
.. 569 -
1 _
10
254
—
_
I
'770
-_------
1 831
1
c 25
----
--
-- 635
E
ess
1
t
I
_ - ��
958
_-___. _
1
x
30
OIL
Cl 75
762
869
F
0
i
I
-
-----_......
........_....._.
—Y-
-
---"---
—
�I
1016
50
55
I
1270
1397
I
I
I
I I
1
III
60
1524
"
0.1
1.0
10.0
100.0
BEARING
CAPACITY, psf
0 2000
4000
6000 8000 10000
12000
0
0
.
-
5
I I I
127
10
254
15
I
I I
381
20
508
-
C 25
I
635
E
ME 30
a
762
=
_._....
w 35
O
889
w
Q
40
--
---
--
- 1016
45
— ---
--
- ---
1143
50
—
70
55
97
Based on approximate interrelationships
_
60
of CBR and Bearing values (Design of
24
0 14
28
_J
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
--'-------- ------------
----------- ----
BE,

GET
EM��
DCP TEST DATA
Project: Heroes Manor Phase 11 Section 1 Date: October 5, 2011
Location: Camp Lejeune, NC Soil Type(s): SAND ISM)
GET Project p: J%11-111G
Surficial Thickness: Test Starting Depth:
(Concrete, ASphall.
Stone. Topsoil, A.) Hammer Soil Type
019. uhs. Test Identification: OCH
017.1ro Oa
O Both hammers CBR-6 ers use0 All other stills
No. of Penetration Type of
Blows Hammer 0.1
(mm)
0
0
83
5
152
1
206
1
10
262
1
333
15
465
1
—
20
1
566
622
C
25
2
701
=
._...
_- -
r-------.
30
2
789
a
W
1
I 845
1
0
35
2
925
40
1
95B
-___.--------
45
j I
50
55
60
CBR
1.0 10.0
100.0
121
254
--��j
�--
381
j—
I FIT
SOB
635
762
-
889
-—
i
-----
I
114
I.
I
-
ITT
I
127
139
-
0.1
1.0
10.0
BEARING CAPACITY, psf
0 2000 4000 6000 8000
0
5
10
15
20
25
1— 30
0-
p 35
40
45
50
55
60 J a ues I eslgn o
0 14 28 Concrete Airpon Pavement, Portland
Cement Association, page 8, 1955)
BED
10000 12000
v f
I
Based on approximate interrelationships
of CBR and Bearim I e
0
127
254
381
508
635 E
G
762 =
a
889 W
O
1016
1143
20
97
24
E
E

GET
�
DI TEST DATA
Project:
Heroes Manor Phase 11 Section I Date: October 5, 2011
Location:
Camp Lejeune, NC
Soil Type(s): SAND (SM)
GET Project N:
JX11-111G
Sudicial Thickness:
Test Starting Depth:
(Concrete. Asphalt.
Sene. Topspit, etc,)
Hammer
OtB,luos.
Sol T9pe
Test Identification: SCR
•17.5Ins.
O Both nammers used
CBR-7 On
•All Omer sous
No. of
Blows
Accumulative
Penetration
Type of
Hammer
0.1
CBR
1.0 10.0 100.0
(mm)
0
0
0 93
1
1
I
I
I
1 _ _ 223
273
1 273
_
1
254
10
-
_
2.
339 1
15
---
___
—
—'
I
-4___�_
I
_
_-
381
---
----
___
508
-__r_____--I
3 487
487
1
29
1
)
`
635
_
I
-
E
609 1. ..�..-. ._
659
2 750
... ;. ...
1
762
M
a 30
W
0 35
i
--
I
I
889
a
1 809
, 861
1
1
40
-
-----
___._---____
1016
1 904
_ 1 -
45
-
--------
-
1143
958
55
-
-
---
--r
11
1397
60 1524
0.1
1.0 10.0 100.0
BEARING CAPACITY, psf
0
2000 4000 6000 8000 10000 12000
0
0
I
I
127
5
I
I
254
10
15
381
-
-
zo
598
S
I
25
635
762
=
30
889
Q.
35
__ _
-
-
WW
Cl
40 1016
45 _—_T —�_-_ _ 1143
50
_
70
55
--
37
Based on approximate interrelationships
60
of CBR and Bearing values (Design of
24
_
- - ---- - -
--------
0
14 28 Concrete Airport Pavement. Portland
Cement Association, page 8,1955)

GET
DCP TEST DATA
Project:
Heroes Manor Phase If Section 1
Date: October 5, 2011
Location:
Camp Lejeune, NC
Soil Type(s): SAND (SP-SM).
GET Project If:
JX11-111G
Surficial Thickness:
Test Starting Depth:
(Concrete. Asphalt.
Slone. Topsoil. etc.)
Hammer
O 10.1 ies Test
Identification:
Sol Ty,
Oa
017, ms.
CBR•8 Oa
O Bom hammers used
0 All other wits
No.
Accumulative
01
Typo of
CBR
penetration
Blows
Hammer
0.1
1.0
10.0
100.0
(t90 )
0
0
1
I
7
5
27
I-
I
I
_._ 1
_ 249.
-
1 _
10
254
�_ 308
1
'____
_
.
359
_ 1_
15
381
__—_____
_—
—
____.
_
___
1
_ 415
466
1
20
I_._
508
�_--___...—
-i______
—_—
__
_ _2
550
1
C 25
635
I
r
ICI
2
690
;
F 30
762
2
W
I
�_-I-
I
_
2
2
_ 2-
754
BID
862
1
1
❑ 35
40—_-L----
t4i-
889
1016
❑
Z.
_912
j 1 __.._
45
—I__
______
_
___
N d3
2
958
1
50
55
1390
I I
�
T
IIII
60
III
1524
0.1
1.0
10.0
100.0
-
BEARING CAPACITY, psf
i
0 2000
4000 6000 8000 10000 12000
5
I
li
1127
10
254
15
l
381
..
20
508
25
-
635
.._.__
....__.._-.
i
_... ___,.._
W 30
❑ 35
i i 762
— —I 889
M
cl-
W
❑
40
45
1016
___.:_i 1143
.
50
—I--
70
55
97
Based on approximate In terrelxtionalin,
60
r
of CBR and Bearing values (Design of
24
D 14
Concrete Airport Pavement, Portland
28
'-—'-"------'-j
_'--�-----
Cement Association, page 8, 1955)
._________c________________
..____— __._.
BE.

GET
--a
DCP TEST DATA
Project:
Heroes Manor Phase It Section 1
Date: October 5, 2011
Location:
Camp Lejeune, NC
Soil Type(s): SAND (SM)
GET Project N:
JX11-111G
Surficial Thickness:
Test Starting Depth:
(Concrete. Asphalt.
Sal Topsoil, etc)
Hammer
01o.11os
Test Identification:
Soil Type
OCH
• 17.61M1s,
CBR-9
O Q
BON hammer, ps
All o1 he, soils
No. of
Accumulative
Type of
CBR
Blows
Penetration
Hammer
0.1
1.0
10.0
100.0
2 _233
1 299
i 1
10
254
�—
_
15
_
_
_ _—I_
._
_
_ _
_ . _
_I—.-
_I_._
_ 381
1 404
-
1 465
1
-,_ _
20
_—
"--__-
_.__I_
I I
508
1 535
1
- 25
_ 635
E
_
619
. ..-
=
F 30
762
=
Jill
G86
w
2L
740
1-
0 35
-
889
w
1 796.
1
I_--____-___
1
......
40
1016
____
_
_
!____I_.
___I_.
_2 935
935
.]
45
---___
—
7
_
_.
—
1143
!
60
I
II
1524
0.1
1.0
10.0
100.0
BEARING
CAPACITY, psf
... __
0 2000
4000
6000 8000 10000
12000
00
5
127
10
I
254
15
I
381
_.
i. ..._....
20
soe
..
I
E
.. __ _.._. I_-..
.._._.._..
!_- 30
C) 35
762
(389
=
WQ
40
--
1016
45
I
I .-—
1143
50
`
-
70
55
-
97
I
Based on approximate inlerrplations M1ips
— —
60
0l CBR and Bening values (Do,,,. of
24
D 14
26
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
---------- --_.__ _ __.._____..,'_ -------
BE,

APPENDIX VI
SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
APR 2 0 2012

G G T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: P-3
Date .............: 10/21/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
Q: Steady-state rate of water flow into the soil
Boring Depth.: 4 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
IWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=0lsinh-l(H/r)-(r2/H2+1).5I r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Eta sed Time
Flow Rate Q
mllmin alb
------------------- Ksat E uivalent Values ------------------
hr:min:sec
min b
cm/min
cmisec
(cm
inlhr
ft/da
20901
10:30:00 AM
I.
-
-- -
-
1 1
20801
101
10:30:16 AM
0:00161
0.27
37.50
0.0121
1.97E-04
17.11
0.2801
0.56
2070
10
10:30:33 AM
0:00:17
0.28
35.29
0.0111
1.86E-04
16.1
0.2631
0.53
2060
10
10:30. 54 AM
1 0. 00:211
0.35
28,57
0.0091
1.50E-04
13.0
0.2131
0.43
20501
101
10:31:22 AM)
0:00 281
0.47
21.43
0.0071
1.13E-04
9.71
0.1601
0.32
20401
2030
101
101
10:3152 AM
10:32:28 AM
000.30
00036
0.50
0.60
20.00
16.67
0.006
0.0051
1.05E-04
8.78E-05
9,1
7.61
0.1491
0.1241
0.30
0.25
2020
101
10:33:00 AM
0:00.32
0.53
18.751
0.006
9.87E-05
8.51
0.1401
0.28
2010
10
10:3345 AM
_ _
00:45
0,75
13,33
0.004
7.02E-05
6.1
0A00[
0,20
_
_ _0:
Natural Moisture: 17.4%
% Passing #200 : 30.8%
ESTIMATED FIELD KSAT:1
0.0081
1.26E-041
10.91
0.1791
0.36
USCS Class.: SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class = Moderately High
Structure/Fabric: NA
Slope/Landsc: Ni
Depth to Bedrock ...................: NA
Precision Permeamete/"

i
G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: P-4
Date .............: 10/21/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
O: Steady-state rate of water flow into the soil
Boring Depth.: 2.5 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q(sinh-t(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
mllmin a/b
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cmlmin
cm/sec
cm/da
in/hr
ft/da
2350
11 00:00 AM
1
23401
10
11:00:27 AM
0:00.271
0.45
22.22
0.007
1.17E-04
10.1
0.1661
0.33
23301
10
11.00:58 AM
00031
0.52
19.35
0.006
1.02E-04
8.8
0.1441
0.29
2320I
10
11:01:34 AM
0.00:36
0.50
16.67
0,005
8.78E-05
7.6
0.124
0.25
2310
10
11:02:06 AM
0:00:32
0,531
18.75
0.006
9.87E-05
8.5
0.1401
0.28
23001
10
11:02:30 AMI
000.24
0.401
25.00
0.008
1.32E-04
11.4
0.1871
0.37
22901
10
11:03: 10 AM
00040
0.67
15.00
0.005
7.90E-05
6.8
0.1121
0.22
2280
10
11:03:43 AM
00033
0.55
18.18
0.006
9.57E-05
8.3
0,1361
0.27
2270
10
11:04:17 AM
O:O o: 34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
2260
10
11:05:03 AM
000:46
0.77
13.04
0.004
6.87E-05
5.9
0.0971
0.19
2250
10
11:05:36 AM
0.00:33
0.55
18.18
0.006
9.57E-05
8.3
0,1361
0.27
I
I
�
�
I �
�
I
I
I
i
tI
Netuial Moisture: 18.6%
% Passing #200 : 53.6%
ESTIMATED FIELD KSAT:
0.006I
9.69E-05I
8.4
0.137
0.27
USCS Class.: CL
Consistency: Medium Stiff I
Depth to an Impermeable Layer: NA
=
Notes: Ksat Class Moderately Low
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision PermeametW

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: P-5
Date- ........... 10/21/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
O: Steady-state rate of water Flow into the soil
Boring Depth.: 4 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-l(H/r) - (r2/H2+1).5 - r/HI / (2pH2) (Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec
(cm/day)(in/hr
fUda
105
-
12:30:00 PM
'
-
100
51
12.32:58 PM
0:02:58
2.971
1.69
0.001
8.88E-06
0.81
0.0131
0.03
95
51
12:34:30 PM
0:01 321
1.531
3.261
0.0011
1.72E-05
1.5
0.0241
0.05
90
5I
1237:42 PM
0:03121
3.201
1.56
0.000
8.23E-06
0.7
0.0121
0.02
85
51
12:42:40 PM
00458
4,971
1.01
0.000
5.30E-06
0.5
0.0081
0.02
Natural Moisture: 25.4%
% Passing #200 : 65.8%
ESTIMATED FIELD KSAT:I
&001
I 9.89E-06
0.91
0.0141
0.03
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
I Depth to Bedrock ...................: NA
Precision PermeametW

G E T'Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No. 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-1
Date .............: 10121/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
Q: Steady-state rate of water flow into the soil
Boring Depth.: 4 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
VOLUME Volume Out TIME
ml ml a hr:min:sec al
24001 10:45:00 AM
lConst. Wtr. Ht. H: 30.2 cm
Ela sed Time Flow Rate O
hr:min:sec min b ml/min alb
_
Ksat=Ofsinh-1(H/r)-(2/H2+1).5+r/H,/(2pH2) (Glover Solution,
------------------- Ksat E uivalent Values------------------
cm/min
cm/sec
cm/da
'
in/hr
fUda
23901
10
10:45:23 AM
00023
0.38I
26.09
0.0081
1.37E-04
11.9
0.1951
0.39
2380
23701
10
10
10:45:47 AM
10:46:13 AM
0: 00:24
0:00:26
0.40
0.43
25.00
23.08
0.008
0.007
1.32E-04
1.22E-04
11.4
10.51
0.1871
0.172�
0.37
0.34
2360
23501
23401
10
10
10
10:46:41 AM
10:47, 10 AM
10:47:30 AM
0:00:28
0:00:291
00020
0.47
0.48
0.33
21,43
20.69
30.00
0.007
0.007
0.0091
1.13E-04
1.09E-041
1.58E-04
9.7
9.4
13.6
0,1601
0.154
0.2241
0.32
0.31
0.45
2330
10
10:47: 56 AM
0:00:26
0.43
0.45
23.08
22,22
0.007
0.007
1.22E-04
1.17E-04
10.5
10.1
0.1721
0,1661
0.34
0.33
2320
10
_ 10:48:23 AM
0:00:27
2310
2300
2290
10
10
10
10:48:53 AM
10:49:13 AM
10:49.32 AM
0:00:30
0.0020
0,00.19
0.50
0.33
0.32
20.00
30,00
31.58
0.006
0.009
OvO101
1.05E-04
1.58E-04
1.66E-041
9.1
13.6
14.4
0.1491
0.224�
0.2361
0.30
0.45
0.47
j
I
Natural Moisture: 17.0%
% Passing #200 : 39.3%
ESTIMATED FIELD KSAT`.I
0,0081
1.31E-04
11.31
0.1851
0.3-1
USCS Class.: SC-SM
Consistency: Very Loose IDepthi
to an Impermeable Layer: NA
Notes: Ksat Class =Moderately High
Structure/Fabric: NA
Slope/Landsc: NA IDepth
to Bedrock ...................: NA
Precision Permeamete,"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No. 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-2
Date .............: 10/21/2011
Ksat . Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
iConst. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r)- (r2/H2+1).5+ r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Ela sed Time
Flow Rate O
ml/min alb
------------------- Ksat Equivalent Values------------------
hr:min:sac
min b
cm/min
cm/sec(cm/day)
in/hr
ft1da
2000
1
11:15:00 AM
I
i
19001
100
11:15:03 AM
0:00:03
0.05
2000.00
0.6321
1.05E-02
909.91
14.9271
29.85
1800
100
11:15.06 AM
0:00:03
0.05
2000.00
0.6321
1.05E-02
909.9
14.9271
29.85
17001
100
11:15:09 AM
0.00:031
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
16001
100
11:15:12 AM
000.03
0.05
2000.00
0.6321
1.05E-02
909.9
14.9271
29.85
1500
100
11:15,15 AM
000,03
0.05
2000,00
0.632
1.05E-021
909.9
14.9271
29.85
14001
100,
11:15:19 AM
000.04
0.07
1500,00
0.4741
7.90E-03I
682.51
11.1951
22.39
13001
1200
1001
100
11:15.22 AM
11:15:25 AM
0:00:03
0.0003
0.05
0.05
2000.00
2000.00
0.6'
0.632
1.05E-02
1.05E-02
909.9
909.9
14,9271
14.9271
29.85
29.85
10001
_
2001
11:15:28 AM
_
00003
0.05
4000.00
1.2641
2.11 E-021
1819.9
29.8541
59.71
900
100
11:15:32 AM
00004
0.07
1500.00
0.474
7,90E-031
682.5
11.1951
22.39
8001
100
11:15:36 AMj
0:00:04
0.07
1500.001
O.4741
7.90E-031
682.5
11.1951
22.39
I
I
I
I
I
I
I
j
I
�
Natural Moisture: 3.8%
% Passing #200 : 1.3%
ESTIMATED FIELD KSAT:I
0.6461
1.08E-02I
930.61
15.2661
30.53
USCS Class.: SP
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very High
Structure/Fabric: NA
Slope/Landsc: NA
I Depth to Bedrock ...................: NA
Precision Permeamete/`

C/
G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase It Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-2
Date .............: 10/24/2011
Ksat : Saturated hydraulic conductivity
Investigators.: CF
File No.........: JX11-111T
0. Steady-state rate of water flow into the soil
Boring Depth.: 3 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
IWCU Susp. Ht. S: 15.2 cm
r. Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1).5 + r/HI / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate O
mllmin a/b
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cmlmin
cm/sec
cm/da
in/hr
ft/da
21001
10:30:00 AM
20001
1001
10:30:03 AM
0:00:031
0.05
2000.00
0.632
1.05E-02
909.91
14,9271
29.85
19001
1001
10.30:06 AM
0:00031
0.05
2000,00
0.6321
1 .05E-021
909.91
14.9271
29.85
18001
1001
10:30:09 AM
0.00.03
0.05
2000.00
0.632
1.05E-02
909,9
14.9271
29.85
17001
1001
10.30.12 AM
0:00 031
0,05
2000.00
0.632
1.05E-021
909.91
14.9271
29.85
16001
1001
10:30:15 AM
0.00.03
0.05
2000.00
0,632
1.05E-02
909.91
14.9271
29.85
15001
1001
10. 30:18 AM
0:00:03
0.05
2000.00
0.632
1.05E-02
909.9
14.9271
29.85
14001
1001
10:30:22 AMI
00004
_ _ - 0:00:04
0.07
0.07
0.05
1500.00
1500.00
2000.00
0.474
0.474
0.632
7.90E-03
7.90E-03
1.05E-02
6825
682.5
909.9
11.1951
11.195
14.9271
22.39
22.39
29.85
13001
100
10:30:26 AM
12001
100
10:30:29 AM
0:00:03
1100
100
10:30:33 AM
0:00:04
0.07
1500.00
0,474
7.90E-03
6825
11.1951
22.39
1000
100
10:30:37 AM
0:00:041
0.07
1500.00
0.4741
7.90E-03
682.51
11.1951
22.39
I
I
�
I
I
I
I
1
I
I
1
� �
I
I
I
I
I
I
�
I
Natural Moisture: 5.9%
%Passing #200 : 3.1%
ESTIMATED FIELD KSAT:j
0.5741
9.57E-031
827.21
13.5701
27.14
USCS Class.: SP
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
SlopelLandsc: NA IDepth
to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-3
Date .............: 10/21/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
O: Steady-state rate of water Flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H-. Constant height of water in borehole
Boring Dia..... : 8.3 cm
IWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(r2/H2+t).5+r/H]/(2pH2) [Glover Solution]
VOLUME
Volume Out
ml a
TIME
hr.min:sec a/
Elapsed Time
to
Flow Rate Q
mllmin alb
----- ---------- •--- Ksat E uivalent Values ------------------
hrmin:sec)
min b _
cm/min
cm/sec
(cm/day)
in/hr
ft/da
1400I
11:30:00 AM
I
- -
1300
100
11:30:03 AM
0:00.03I
OAST
2000.00I
0.6321
1.05E-02
909.91
14.9271
29.85
1200
100I
1130:07 AM
000041
0.07
1500.001
0,474I
7.90E-03
682.51
11.1951
22.39
1 lool
1001
11.30:11 AM
0:00:04
0.07
1500.00
0.474I
7.90E-03
682.5
11.195
22.39
1000
100I
11:30:15 AM
0:00:041
0.07
1500.00
0.474I
7.90E-03
682.51
11.1951
22.39
900
100
11.30:19 AMI
0 00:041
0,07
1500.00
0.474
7.90E-03
682.5
11.195
22.39
800
1001
11:30:21 AM
0:00:021
0.03
3000.00
0,948
1.58E-021
1364.91
22.3901
44.78
700
600
500
100
100
1001
1130:24 AM
11:30:28 AM
113032 AM
0:00-03
00004
0:00:041
0.05
0.07
0.07
2000.00
1500.00
1500.00
0.632
0.474
0.4741
1.05E-02
7.90E-03
7.90E-031
909,9
682.5
682.5
14.9271
11.195
11.1951
29.85
22.39
22.39
400
100I
11:30:36 AM
0:00:04
0.07
1500.00
0.474
7.90E-03
682.5
11.1951
22.39
306
100
11:30:40 AM
1 00004
0.07
1500.001
0.474I
7.90E-031
682.51
11.1951
22.39
I
Natural Moisture: 4.4%
% Passing #200 : 1.8%
ESTIMATED FIELD KSAT:j
O.5461
9.10E-03I
785.91
12.8911
25.78
USCS Class.: SP
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
I Depth to Bedrock ...................: NA
Precision Permeamet0'"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No. 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-3
Date .............: 10/24/2011
Ksat : Saturated hydraulic conductivity
Investigators.: CF
File No.........: JX11-111T
O: Steady-state rate of water flow into the soil
Boring Depth.: 4 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : - 8.3 cm
lWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
I Const. Wtr. Ht. H: 30.2 cm
Ksat = Glsinh-1(H/r) - (r2/H2+1).5 t r/HI / (2pH2) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Ela sed Time
Flow Rate O
ml/min alb
---
-•-------------- Ksat E uivalent Values------------------
hr:min:sec
min b
cm/min
cmisec
em/da
in/hr
ft/da
31001
10.45:00 AM
30901
10
10:45:23 AM
00023
0,381
26.091
0.0081
1.37E-04
11.91
a1951
0.39
30801
10
10,45:46 AM
0:00:23
0.38
2 3.09
0,008
1.37E-04
11.91
0.1951
0.39
3070
10
10:46:09 AM
00023
0,38
26.09
0.008
1.37E-04
11.91
0.1951
0.39
30601
10
10.46:31 AM
0 0022
0,37
27.271
0.009
1.44E-04
12.4
0.2041
0.41
3050
1 10
10A6:53 AM
0:00:22
0.37
27.27
0.009
1.44E-04
12AJ
O.2041
0.41
30401
10
10:47:16 AM
00023
0.381
26.091
0.008
1.37E-04
11.91
0.1951
0.39
3030
10
10:47:39 AM
0:00:23
0.38
26.09
0.008
1.37E-04
11.91
0.195
0.39
3020
10
10.48:02 AM
00023
0.38
26.09
0.008
1.37E-04
11.9
0.195
0.39
3010
10
10:48:26 AM
0,0024
0.40
25,00
0.008
1.32E-04
11.4
0.187
0.37
3000
10
10 48:50 AM
0:00.24
0.40
25,00
0.008
1.32E-04
11.4
0.187
0.37
2990
10
10.49. 14 AM
0:00. 24
0.40
25.00
0.008
1.32E-04
11.4
0.1871
0.37
I
I
I
I
I
Natural Moisture: 17.3%
% Passing #200 : 31.9%
ESTIMATED FIELD KSAT:I
0.0081
1.37E-04I
11.81
0.194I
0.39
USCS Class.: SC-SM I
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately High
Structure/Fabric: NA
Slope/Landsc: NA IDepth
to Bedrock ...................: NA
Precision PermeameteT"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-4
Date .............: 10/21/2011
Ksat: Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111 T
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm 1WCU
Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.1 4.15 cm
IConst. Wtr. Ht. H: 30.2 cm
Ksat=0[sinh-1(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
------------------- Ksat E uivalent Val �Ls
hr:min:sec
min b
cm/min
cm/sec
cm/da
in/hr
ft/da
1870
12:00:00 PM
I
I I
-
I
I-
1860
10
12.00:19 PM
1 0:00:191
0.321
31.58
0.0101
1.66E-04
14.41
0.2361
0.47
1850
10
12:00:44 PM
1 0:00 251
0.421
24.001
0.008
1.26E-04
10.91
0.1791
0.36
1840
10
12:01 11 PMJ
000.27
0.45
22.221
0,0071
1.171
10.11
0.1661
0.33
1830
10
12:01:41 PM
000.30
a50
20.001
0.0061
1.05E-04
9.1
F 0.1491
0.30
1820
10
12.02:11 PM
0.0030
0.50
20.00
0.0061
1.05E-04
9.11
0.1491
0-30
18101
10
12:02:39 PM
000281
0.471
21.431
0.0071
1.131
9.71
0.1601
0.32
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Natural Moisture: 20.2%
% Passing #200 : 47.5%
1 ESTIMATED FIELD 1
0.0071
1.221
10.61
0.1731
0.35
USCS Class.: SC
Consistency: Very Loose
I Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately High
Structure/Fabric: NAI
Slope/Landsc: NA
I Depth to Bedrock ...................: NA
Precision Permeamete/m

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-5
Date .............: 10/20/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H:_ Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r. Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat =0lsinh-1(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
rnl�
Volume Out
u a
TIME
hr:min:sec a/
Ela sed Time
Flow Rate O
ml/inin a/b
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec
(cm/day)in/hr
ftlda
22901
I 4:00:00 PM
I
I_
1
22801
10
4:00: 15 PM
0:00:151
0.25
40.001
0.0131
2.11E-04
18.21
0.2991
0.60
2270
101
40028 PM
00013
0.22
46.15
0.015
2.43E-04
21.01
0.3441
0.69
22601
101
4:00,40 PM
0.00:121
0.20
50.00
0.016
2.63E-04
22.7
0.3731
0.75
22501
101
4,0051 PM
I 0:00:111
0.18
54.551
0.017
2.87E-04
24.8
0.4071
0.81
22401
10
4:01:04 PM
I 0:00:131
0.22
46.15
0,0151
2.43E-04
21.0
0.3441
0.69
2230
101
4:01:18 PM
0:00:141
0.23
42.861
0.0141
2.26E-04
19.5
0.3201
0.64
2220
2210
2200
10
10
10
4:01:32 PM
4:01:45 PM
402:04 PM
00014
0. 00, 13
0:00:191
0.23
0.22
0.321
42.86
46.15
31.58
0.014
0.015
0.010
2.26E-04
2.43E-04
1.66E-041
19.5
21.0
14.4
0.3201
0.344
0.2361
0.64
0.69
0.47
21901
101
4:02:19 PM
0:00:151
0.251
40.00
0.013
2.11E-04
18.2
0.2991
0.60
2180
101
4.02,28 PM
0:00:09
0.15
66.67
0.021
3.51E-04
30.31
0.4981
1.00
Natural Moisture: 18.2%
% Passing #200 : 32.1%
ESTIMATED FIELD KSAT:I
0.015I
2.43E-04I
21.01
0.3441
0.69
USCS Class.: SM
Consistency: Very Loose
Depth to an Impermeable Layer: NA
=
Notes: Ksat Class Moderately High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-6
Date .............: 10/20/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
IWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
IConst. Wtr. Ht. H: 30.2 cm
Ksat=C[sinh-l(H/r)-(r2/H2i1).5+r/H]/(2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Ela sed Time
Flow Rate Q
mllmin a/b
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cmlmin
cm/sec
cm/da
in/hr
ft/da
22401
1 2:00.00 PM
-
I -- -
I -
I
#
t
22301
101
2:00:16 PM
0:00:161
0.27
37.50
0.0121
1.97E-04
17A
0.2801
0.56
22201
10
2:00:35 PM
I 0 00:191
0.321
31.58
0.010
1.66E-04
14.4
0.2361
0,47
22101
101
2:01.06 PM
F 0:00:31
I 0.521
19.351
0.0061
1.02E-04
8.8
0.1441
0.29
22001
101
2:01:36 PM
1 0:00:301
0.501
20.00
0.0061
1.05E-04
9.1
0,1491
0.30
2190
10
2:02:12 PM
0. 00:36
0.So
16.67
0.005
8.78E-05
7.6
0.1241
0.25
21801
10
2:02:47 PM
0:00:351
0.581
17.14
0.0051
9.03E-05
7.8
0.1281
0.26
2170
2160
2150
101
10
10
2:03 23 PM
2.03,57 PM
2:04: 31 PM
0:00:36
0:00:34
0 00:341
0.60
0.57
0.57
16.67
17.65
17.65
0.005
0,006
0.006
8.78E-05
9.29E-05
9.29E-05
7.6
&0
8.0
0.1241
0.1321
0.1321
0.25
0.26
0.26
2140
10
205.12 PMJ
0 00:411
0.68
14.63
0.0051
7.71 E-05
6.7
0.1091
0.22
- 2130
10
2:06.00 PM
0:00:48
0.80
12.501
0.0041
6.58E-05
5.7
0.0931
0.19
I
I
I
I
I
I
I
I
I
Natural Moisture: 13.9%
% Passing #200 : 29.1%
ESTIMATED FIELD KSAT:I
0.0061
1.06E-041
9.21
0.1501
0.30
USCS Class.: SM
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-7
Date .............: 10/20/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
0: Steady-state rate of water Flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
VOLUME Volume Out TIME
ml ml a hr:min:sec a/
Const. Wit. Ht. H: 30.2 cm
Elapsed Time Flow Rate O
hr:min:sec) min b mi/min alb
Ksat =0[sinh-t(H/r)-(r2/H2+1).5+r/HI/(2pH2) [Glover -- Solution]
------------------- Ksat E uivalent Values----------------
cm/min
cm/sec
cm/da
in/hr
ft/da
1790
1:30,00 PM
1780
17701
17601
17501
17401
10
10
10
10
10
1:30:57 PM
1:32.03 PM
1:33:32 PM
1:34:46 PM
1:35:50 PM
0:00:571
0:01:061
001:29
I 001:14
0:01:04
0.951
1.10
1.481
1.23I
1,07
10.53
9.09
6.74
8.11
9.38
0.003
0.0031
0.002
0.003
0.0031
5.54E-05
479E-OSI
3.55E-05I
4.27E-OS
4.94E-05
4.8
4.1
3.1
3.7
4.3
0.0791
0.0681
0.0501
0.0611
0.070l
0.16
0.14
0.10
0.12
0.14
I
Natural Moisture: 19.0%
USCS Class.: CL
% Passing #200 : 52.5%
Consistency: Soft
ESTIMATED FIELD KSAT:1 0.0031
Depth to an Impermeable Layer: NA
4.62E-051 4.01 0.0651 0.13
Notes: Ksat Class =Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision PermeametW

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-8
Date .............: 10/21/2011
Ksat. Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
0: Steady-state rate of water flow into the soil
Boring Depth.: 4 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia.....: 8.3 cm
IWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat - Qlsinh-t(H/r) - (0H211).5 + r/H) / (2pH2) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elased Time
Flow Rate Q
ml/min alb
------- ------------- Ksat Equivalent Values------------------
hr:min:sec
min b
(cm
(cm/sec)(cm/day)
in/hr
fUda
22001
1 10:00:00 AM
I
I
-
-
-
21901
10
10.01 05 AM
1 0:01 051
1.08
9.23
0.0031
4.86E-05
4.2
0.069
0.14
21801
10
10:01:55 AMI
0:00 501
0.831
12.00
0.0041
6.32E-05
5.5
0.0901
0.18
2170
101
10.02 50 AM
1 0.00.55
0.921
10.911
0.0031
5.74E-05
5.0
0,0811
0,16
21601
101
10:0149 AM
1 000.59
0.981
10,171
0,0031
5.36E-05
4.6j
0.0761
0.15
2150
10
10:04:48 AMI
00059
0.98
10,17
0.0031
5.36E-05I
4.6
0.0761
0.15
2140
10
10:05:49 AM
00101
1.021
9.84
0.0031
5.18E-05
4.51
0.0731
0.15
2130
10
1006:28 AM
0:00:39
0.65
15.38
0,005
8.10E-05
TO
0,1151
0,23
2120
10
10.07:08 AM
0:0040
0.67
15.00
0.005
7.90E-05
6.8
0.1121
0.22
2110
10
_
10:07:55 AM
00047
0.78
12.77
0.0041
6.72E-05
5.8
0.0951
0.19
2100
10
10:08:42 AM
0:00:47
0.78
12.77
0.0041
6.72E-05
5.8
0.0951
0.19
20901
10
10:09:36 AM
00054
ago
11.11
0.004
5.85E-05
5.1
0.0831
0.17
I
I
I
I
I
I
I
I
I
I
I
�
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Natural Moisture: 19.8%
% Passing #200 :47.9%
1 ESTIMATED FIELD KSAT:I
0.0041
6.19E-05I
5.31
0.0881
0.18
USCS Class.: SC
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately High
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No. 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-9
Date .............: 10/20/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CF
File No.........: JX11-111T
O: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r. Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Qlsinh-t(H/r) - (r2/H2+1).5 - r/H) / (2pH2) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:mm:sec a/
Ela sed Time
Flow Rate O
mllmin alb
------------------- Ksat E uivalent Values------------------
hr:min:sec
min b
cm/min
cm/sec
cmlda
in/hr
ft/da
19001
2:45:00 PM
1890I
10
24525 PMI
00025
0.42
24.00
0.008
1.26E-04
10.91
0.1791
0.36
1880I
10
2.45:48 PM
00023
0,38
26.09
0.008
1.37E-04
11,9
0.1951
0.39
18701
:00 231
0.38
26.09
0.008
1.37E-04
11.91
0.1951
0.39
1860
10
2:46:36 PM
0:00251
0.42
24.00
0,008
1.26E-04
10.9
0,1791
0.36
18501
10
2:46:59 PM
0:00:231
0.381
26.09
0.008
1.37E-04
11.9
0.1951
0.39
18401
10
247:31 PM
0:00:321
0.53
18.75
0.006
9.87E-05
8.5
O. 1401
0.28
1830
10
2.48.09 PM
0:00:381
0.63
15.79
0.005
8.31E-05
7.2
0.1181
0.24
1820
10
24852 PM
_
00043
0.72
13.95
0.004
7.35E-05
6.3
0.1041
0.21
1810
10
2.4928 PM
0:00:36
0.60
16.67
0.005
8.78E-05
7.6
0.1241
0.25
1800
10
2:5009 PM
00041
0.68
14.63
0.005
7.71 E-05
6.7
0.1091
0.22
1790
10
2:50.47 PM
0:00:38
0.63
15.79
0.005
8.31 E-05
7.2
0.118
0.24
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Natural Moisture: 21.8%
% Passing #200 : 43.7%
ESTIMATED FIELD KSAT:I
0.0061
1.06E-04I
9.21
0.1511
0.30
USCS Class.: SM
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class Moderately High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision PermeametW

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Heroes Manor Phase II Section 1
Location.......: Camp Lejeune, NC
Terminology and Solution
Boring No......: S-10
Date .............: 10/20/2011
Ksat : Saturated hydraulic conductivity
Investigators.: BC/CP
File No.........: JX11-111T
O: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat =Q(sinh-1(H/r)-(r2/H2+1).5+r/H)/(2pH2) (Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Ela sed Time
Flow Rate Q
mllmin alb
--------------- ---- Ksat E uivalent Values ------------------
hr:min:sec
min b
cri
cm/sec
cm/da
in/hr
fVda
160ol
3:1500 PMj
I
I
t
1500
100
3:15.08 PM
0:00,081
0.13
750.00
0.2371
3.95E-03
341.21
5.5981
11.20
14001
100
3:15:19 PM
0:00.11
I 0.18
545.45
0.172
2.87E-03
248.2
4.0711
8.14
1300
100
3:15.29 PM
0:00.10
1 0.17
600.00
0.190
3.16E-03
273.0
4.4781
8.96
12001
100
3:15:39 PM
000.10
0.17
600.00
0.190
3.16E-03
273.01
4.4781
8.96
1100I
100
3:15:49 PM
0:00.101
0.17
600.00
0.190
3.161
273.01
4.4781
8.96
10001
1001
3:16:00 PM
0:00:11
I 0.18
545.451
0.172
2.87E-03
248.2
4.0711
8.14
900
800
700
100
100
100
3:16: 11 PM
3:16:22 PM
3:16:33 PM
0:00:11
0:00.11
0:00:11
0.18
0.18
0.18
545.45
545.45
545.45
0.172
0.172
0.172
2.87E-03
2.87E-03
2.87E-03
248.2
248.2
248.2
4.0711
4.0711
4.0711
8.14
8.14
8.14
6001
100
3:16:45 PM
0:00: 12
0.20
500.00
0.158
2.63E-03I
22T5
3.7321
7.46
500
100
3.16.57 PM
0.00: 12
0.20
500.00
0, 158
2.63E-03I
227.5
3.732
7.46
I
I
I
Natural Moisture: 7.4%
% Passing #200 : 4.4%
ESTIMATED FIELD KSAT:
0.1801
3.01 E-03I
259.61
4.2591
8.52
USCS Class.: SP
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei"

Solutions Irtc:r v;`-=' .�?.
Virginia Beach Office
204 Grayson Read
Virginia Beach, VA 23462
(757) 5 18-1703
Williamsburg Office
1592 Penniman Rd. Suite li
Williamsburg, Virginia 23195
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration 'Pests (SPY) were performed in the field in general accordance with ASTNI D 1586. The soil samples were obtained with a
standard 1.4" ID_ 2" CLD.. 30" long split -spoon sampler. The sampler was driven with blows of a 140 Ib, hammer falling 30 inches. l'he number of
blows required I drive the sa inIII er each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
baring logs. 'Phesoin of 1)le Second and third Penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT. SAND. GRAVII1. rain Combinations)
Relative Density
Very Loose
4 blows/ft. or less
Loose
5 to 10 blows/ft.
ledium Dense
I to 30 bb:ovs/ft.
Dense
31 to 50 blows/h.
Very Dense
51 bloi or more
Particle Size Identification
Boulders
8lnch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse I to 3 inch diameter
Medium IA to I inch diameter
fine 11, to'/2 inch diameter
Sand
Coarse 2,00 min 10 t/, inch
(diameter of pencil I.od)
Medium OA2 to 2.00 ram
(diameter of broon, sra w)
Pine 0074 to 0. 421m1,
(diameter of hommn hair)
Silt
O.(102 to 1) 074 rant
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
Mole than 50"i, r,,ai l,d on Na. 2(Kl si.ve
GW - AVeil-graded Gravel
GP- Poorly graded Gravel
GW-GM - \Nell -graded G.avd w/Silt
GW-GC- Well-gtnded Crawl w/Clay
GP -GM - Poorly graded Gravel w/Sih
GP -GC - Poorly graded Gravel w/Clay
GM -Sih. Gravel
GC - Clavey Gravel
GC -GM Silty. Clavey Gavel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM-\\'.II-graded Sand w/Silt
SW -SC - bvell-graded Sand w/Clay
SP-SM -Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clavey Sand
SC-SM -Silty, Clavey Sand
Fine -Grained Soils
5090 m mole passes the A'o. 200 1,,,
CL - Lean Clay
CL-ML -Sihv Clay
ML - Silt
OL- Organic Clay/Silt
Liquid A it 5(or greutcr
CH - Pat Clay
MH - Elastic Silt
OH - Organic Clay'/Silt
Highly Organic Soils
PT - Peat
w
a
COHESIVE SOILS
(CLAP, SICf and Combinations)
Consistency
Very Soh
2 blows/G. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5to8 blows/ft.
Stiff
9 to 15 blow/
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft.., more
Relative Proportions
Descriptive
Term Percent
'fate.
0-5
Pew
5-10
Little
15-25
Some
30 45
Mostly
50-100
Strata Changes
In the colunn, "newt iption" on the boring leg, the I.... zonIII
lines represent approsinune strata changes.
Groundwater Readings
Groundwater conditions will vary with enei ron mental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
luau -made influences, such as existing s vales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on [......III,µ, oI lines (lostion smaller than No.
200 sieve size), coarse -grained soils ore classihed us follows:
Less than S Percent C, W, GP. S\V,SP
More than 12 [..neat G1\I. GC, SM. SC
5 to 12 percent Borderline cases requiring dual
symbols
W
Plasticity Chart
cH
Page t of 1 - 0 10 $D 10 d'J 5J W 7D BD DD 1 W
GET Revision 12112107 LIQUID LRd IT (LL) (%)

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. Lewis@ncdenrgov. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time:
Project Name: Heroes Manor at Carolina Sands Phase II Section I
County: Onslow County
Street Address: Cates Way
Directions from the nearest intersection of two major roads: From the
intersection of Cates Way and Brewster Blvd., drive south on Cates Way
approximately one-half a mile. The proposed site will be at the end of Cates Way
straight ahead.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? DYES ®NO
Consultant Name: Thomas Sauro Phone: [phone]
Consultant Firm Name: Kimley-Horn and Associates
Bore Number
P3
P4
P5
S10
a Existing Ground Elevation
23
22.5
22
22
b Proposed Bottom Elevation
7
7
14
22
c Difference a minus b
16
15.5
8
0
d Add 2 ft. Min. Bore Depth)
18
17.5
10
2
e Hardpan Depth?
N/A
N/A
N/A
N/A
Approx. Elev. Of SHWT
17
17
19
18
Max. lowest bottom elev.
6
6
13
21
h Infiltration Rate OK?
i Confirmation of SHWT *
18.5
20
21
21
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable
of breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit r-----Revised,3/08
APR. 2 0 ZU1Z
L

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action I0.2008 2570 County: Onslow U.S G.S. Quad' Camp Leieune
NO"IIFICATION OF.JURISDICIIONAL DETERMINATION
Property OwnerlAgent USNIC—Cangt Leleunc Consultant: Geo-Marine Incorporated
A(fdress: attn: Mary horenek attn: Jef DeBerry
PSC Box 20004 2713 Magruder Blvd, Suite D
Camp Leieune. NC 28542 Hampton. VA 23666
Property description
Size (acres) + 2000 acres Nearest Town Camp Leiemte
Nearest Waterway Northeast and New River Watersheds River Basin White Oak
USGS HUC 03030001 Coordinates N 34.7247 W 77.3770
Location description The review area is located within Camp Leieune specifically within Camp Johnson and a
project area known as the PPV 1-4 on the opposite banks of the Northeast Creek from Camp Johnson, Onslow Countv.
Indicate Which of the Following? Applv:
A. Preliminarv, Determination
_ Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA)jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CPR Part 331 ).
13. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act ((:WA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must he verified by the Corps.
The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion. this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
live years.
The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on 3/16/2009. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of [his notification.
There are no «aters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations. this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property, is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CA:tilr\), You should contact thr Division of Coastal Management in bVa;hingtun, i C t-f 52- �)4(i-G4S.1_tolleterm ne
their requirements.
1;, e I of 2 APR 2 0 Z012

Action ID:
Placement of dredued or till material within waters of the US and: or wetlands without a Department of' tile Arm', permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Iryou have any questionb regarding if ]is
determination and/or the Corps regulatory program, please contact Brad Shaver at 910-251 4611.
C. Basis For Determination
The subject area exhibits wetland criteria as described in the 1987 Corns Delineation Manual and is abutting or
represented by relatively permanent xvaterbodies which uitiniately Ilow into the Northeast Creek and New River, both
traditional navigable waters of the US.
D. Remarks
The site was field verified by Emily Hughes anti Brad Shaver on 5/27108. 6/24!08. 7/29/08, 8/12i08, 8/19108.8/26108,
9/9/08, and 9116/08.
E. Appeals Infortltation (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitute; an approved jurisdictional determination for the above described site. if you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address
District Engineer. Wilmington Regulatory Division
Attn: Brad Shaver. Project Manager,
Wilmington Regulatory Field Office
69 Darlington Ave
Wilmington. North Carolina 28402-1890
In order for an RFA to be accepted by the Corps. the Corps must determine that it is complete. that it meets the criteria for
appeal under 33 C'FR part 331.5, and that it has been received by the District Office within 60 days of the date or the NAP.
Should you decide to submit an IZ17A form. it must be received at the above address by 5116/2009.
"It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence.""
Corps Regulatory Official:
Date 3/16/2009
Expiration Date 3/16/2014
The Wilmington District is committed to providing the highest level ofsupport to the public. To help us ensure we continue to
do so, please complete the attached customer Satisfaction Survey or visit
h�i: 'www.can.usage.arnrv.mil!WE'II.A\'DSlindcv.htnil to complete the survey online
Copy furnished:
Charles F. Rigg & Associates, Inc. aun: Charles Riggs, P.L.S P.O. Box 1571) Jacksonville. NC 28i-t I
APR 2 0 Z01Z
Pare 2 of 2

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AiND
REQUEST FOR APPEAL.
Applicant: USMC - Camp Le eune
File Number: 2008 2570
Date: 3/16/2009
Attached is:D
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of
permission
A
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
PRFIAMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above
decision. Additional information may be found at http://www.usace.anny.mil/ineUfunctions/cw/cecwo/re? or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain tennis and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns. (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. Ater evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. Ifyou received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terns and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section 11 of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: I f you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section 11 of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 clays of the date of this notice. ---
APR 2 0 lull

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However; you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision
If you only have questions regarding the appeal process you
and/or the appeal process you may contact:
may also contact:
Project Manager
Mr. Mike Bell, Administrative Appeal Review Officer
Brad Shaver
CESAD-ET-CO-R
69 Darlington Ave
U.S. Army Corps of Engineers, South Atlantic Division
Wilmington, NC 28402-1890
60 Forsyth Street, Room 9M15
Atlanta, Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date:
Telephone number:
Si nature of a ellant or a ent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this
form to:
District Engineer, Wilmington Regulatory Division, Attn: Brad Shaver, Project Manager,
Wilmington Regulatory Field Office, P.O. Box 1890, Wilmington, North Carolina 28402-1890
For Permit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Nlike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 91V115, Atlanta,
Georgia 30303-8801

N
I Yj
Lu Q
ow
~w
J u)
J ll.l
W U SCALE:
U Q 1' = 100'
EXISTING
RESIDENTIAL / TEMPORARY
DEVELOPMENT - HAUL ROAD
(PHASE 1) \
\ TEMPORARY
WETLANDS
+ IMPACT (0.25 AC)
+Q t \
d +++ EXISTING
WETLANDS
F180 +�
i
81 V
CAMPLEJEUNE _
UNITEOSTATES
MARINE CORPS BASE
+ PROPOSED ` \
++ RESIDENTIAL
+ DEVELOPMENT
\ J ++ (PHASE II) .
17 ++
FIGURE 4
PROPOSED TEMPORARY WETLANDS IMPACT
HEROES MANOR PHASE 11 AT CAMP LEJEUNE, ONSLOW COUNTY, NORTH CAROLINA
April.l9; 2012
n n) M V I IGmIe -Hom o
— I ��� and Associates, Inc.

Nelson, Christine
From:
[e-mail]
Sent:
Wednesday, April 25, 2012 12:54 PM
To:
Nelson, Christine; [e-mail]
Cc:
[e-mail]; Russell, Janet
Subject:
RE: ownership for Hero's Manor
Thanks Christine.
Tom Sauro
Kimley-Horn and Associates, Inc.
Dir: 757-355-6640
Cell: 757-343-3307
From: Nelson, Christine [mailto:[e-mail]]
Sent:, Wednesday, April 25, 2012 12:34 PM
To: Sauro, Tom; Burdick, Erin
Cc: [e-mail]; Russell, Janet
Subject: RE: ownership for Hero's Manor
Thank you, that was what I was looking for. I can now process the transfer and pass it along for signature. As soon as
that is accomplished, the modification will be logged in.
Thanks again,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: [e-mail] fmailto:[e-mail]1
Sent: Wednesday, April 25, 2012 11:40 AM
To: Nelson, Christine; Erin. [e-mail]
Cc: [e-mail]
Subject: RE: ownership for Hero's Manor
Christine,
I have attached a resolution from 2010, that lists R. Jarl Bliss as an Officer of MAMFC and can act on behalf of the
Company (Lincoln No. 2073). This should be sufficient I would think for you to accept. Please let us know.
Tom Sauro
Kimley-Horn and Associates, Inc.
Dir: 757-355-6640
Cell: 757-343-3307
From: Nelson, Christine[mailto:christine.nelsoncd)ncdenr.aov]
Sent: Wednesday, April 25, 2012 8:31 AM
To: Burdick, Erin
Cc: Sauro, Tom; [e-mail]
Subject: RE: ownership for Hero's Manor
Erin,
That's a good start, but it doesn't tell me who is responsible for each of those entities. Documentation is needed to
identify the responsible party for each entity. For instance, the NC Secretary of State website identifies that Lincoln

Family Communities, LLC is a member of Mid -Atlantic Military Family Communities, LLC. Meeting minutes, Articles of
Incorporation (or the Organization), or some other official documentation is needed to support who the responsible
party is for Lincoln No. 2073 LP and Lincoln No. 2073, Inc.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Erin. Burdick(aikimley-horn.com fmailto:Erin.Burdick(alkimley-horn.com]
Sent: Tuesday, April 24, 2012 5:19 PM
To: Nelson, Christine
Cc: Tom. Sauro(a)kimley-horn.com; [e-mail]
Subject: RE: ownership for Hero's Manor
Christine;
Attached are the certificates of good standing from TX for Lincoln Property Company NO. 2073 LP and Lincoln No. 2073.
Please let us know if you need any additional information.
Thanks,
Erin Burdick, EIT
Kimley-Horn and Associates, Inc.
Direct: 757.355.6645
From: Nelson, Christine fmailto:christine.nelson(c ncdenr.aovI
Sent: Friday, April 20, 2012 9:36 AM
To: Sauro, Tom; Burdick, Erin; gscola(a)Ipsi.com
Subject: RE: ownership for Hero's Manor
Not all of the organizations need to be registered with North Carolina, just the one to be listed on the permit. However,
I do need to be able to connect the dots, so to speak. If these organizations aren't registered in NC, I will need official
documentation demonstrating that they are registered somewhere and who the responsible party is (could be an LLC,
could be Mr. Bliss).
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Tom. Sauro(alkimlev-horn.com Finailto:Tom.Sauro(alkimley-horn.coml
Sent: Friday, April 20, 2012 9:30 AM
To: Nelson, Christine; Erin. Burdick(alkimley-horn.com; gscolaalpsi.com
Subject: RE: ownership for Hero's Manor
Christine, help us to understand what needs to be registered in North Carolina please. We know the first two are
registered, do all need to be registered?
Gary, perhaps you can shed some light on this as well.
Tom Sauro
Kimley-Horn and Associates, Inc.
Dir: 757-355-6640

Cell: 757-343-3307
From: Nelson, Christine rmailto:christine.nelson(a)ncdenr.gov]
Sent: Friday, April 20, 2012 9:07 AM
To: Sauro, Tom; Burdick, Erin
Subject: ownership for Hero's Manor
Todd/Erin,
I'm trying to process the transfer request so the modification to SW8 090819 can be logged in today. However, I'm
having trouble working through the company list to get to the VP. The owner information provided with the application
showing the connections is helpful, but I'm having trouble getting the documentation to support the corporations are
registered and in good standing. Looking at the NC Secretary of State, I get the following connections (working
backwards):
Mid -Atlantic Military Family Communities, LLC
Lincoln Family Communities, LLC, member
Lincoln No 2073 LP, Member
This last one is where the trail runs cold since this one isn't registered with NC but appears to be registered in TX. I don't
have access to TX records. This is also a different organization than listed on the provided owner sheet. Can you please
help me by providing the supporting information? This information is required per Section 111.5 of the transfer form.
Thank you,
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone:[phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

North Carolina Secretary of State
Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT OFTFIE
Secretary SECRETARYOFS' TATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 4/20/2012
Click here to:
View Document Filings I File an Annual Report
©J Print a Pre -populated Annual Report Fillable PDF Form I Amended A Previous Annual Report
Corporation Names
Name
Name Type
INC MID -ATLANTIC MILITARY
LEGAL
FAMILY COMMUNITIES LLC
Limited Liability Company Information
SOSID:
1087723
Status:
Current -Active
Effective Date:
3/6/2009
Annual Report Due Date:
Citizenship:
FOREIGN
State of Inc.:
DE
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
CT CORPORATION SYSTEM
Office Address:
150 FAYETTEVILLE ST., BOX 1011
RALEIGH NC 27601
Mailing Address:
150 FAYETTEVILLE ST., BOX 1011
RALEIGH NC 27601
Principal Office
Office Address:
2000 MCKINNEY AVE. #1000
DALLAS TX 75201
Mailing Address:
P.O. BOX 1920
DALLAS TX 75221
Officers
Title:
MEMBER
Name:
LINCOLN FAMILY COMMUNITIES LLC
Business Address:
PO BOX 1920
DALLAS TX 75221
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2594
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=9069961 4/20/2012

OWNER:
MID -ATLANTIC MILITARY FAMILY COMMUNITIES LLC, a
Delaware limited liability company
By: Lincoln Family Communities, LLC, a Delaware limited liability company,
its Managing Member
By: Lincoln Property Company No. 2073 Limited Partnership, a Texas
limited partnership, its Managing Member
By: Lincoln No. 2073, Inc., a Texas corporation, its Managing
General Partner
By.
Name: R. Jai Bli s Y)
Title: Vice President
;APR 'L 0 ZUIZ

LINCOLN
PROPERTY
COMPANY
March 28, 2012
Christine Nelson
NCDENR
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Subject: Transfer of Stormwater Permit SW8 090815
Dear Ms, Nelson:
As you know, Mid -Atlantic Military Family Communities, LLC (MAMFC) is the
lessee of approximately 221± acres of property within the Marine Corps Base
Camp Lejeune limits. As the lessee, MAMFC has been solely responsible for the
construction of the project known as "Lincoln Park Residential Development"
since its inception and accepts the project as -is.
It is MAMFC's desire to transfer Stormwater Permit SW8 090815 from the
current Permit Holder; MCB Camp Lejeune to MAMFC, LLC as soon as practical.
If you have any questions, please do not hesitate to contact Gary Scola of my
office at [phone].
Sincerely,
Mid -Atlantic Military Family Communities, LLC
x,
R. Jarl Blis
Vice President
LINCOIN PPOPF.IiIY CONIMNY
200 FAIRIIROOK DRIVE
Sum. 101
tlncru,ON, VA 20170
(703) 83G-1900
IVED
APR 1 J 2012

EXECUTION COPY
THIRD AMENDED AND RESTATED
LIMITED LIABILITY COMPANY OPERATING AGREEMENT
OF
MID -ATLANTIC MILITARY FAMILY COMMUNITIES LLC
PLEASE DO NOT RELEASE and DO NOT DISTRIBUTE
THE INFORMATION INCLUDED IN THIS TRANSMITTAL SHALL NOT BE
RELEASED BY ANY PARTY OUTSIDE OF THE U.S. GOVERNMENT WITHOUT
THE WRITTEN PERMISSION OF THE DEPARTMENT OF THE NAVY AND ALL
INFORMATION SHOULD BE TREATED AS CONFIDENTIAL PROPRIETARY
INFORMATION PURSUANT TO FEDERAL LAW INCLUDING 10 U.S.C. §2306A
AND 48 CFR PART 24.
EFFECTIVE AS OF SEPTEMBER 30, 2010
ppR
402268998

THIRD AMENDED AND RESTATED
LIMITED LIABILITY COMPANY OPERATING AGREEMENT
OF
MID -ATLANTIC MILITARY FAMILY COMMUNITIES LLC
THIS THIRD AMENDED AND RESTATED LIMITED LIABILITY COMPANY
OPERATING AGREEMENT (this "Agreement') for MID -ATLANTIC MILITARY FAMILY
COMMUNITIES LLC (the "Company") is made as of this 29th day of September, 2010, and
effective September 30, 2010 (the "Third A&R Effective Date"), by and between LINCOLN
FAMILY COMMUNITIES, LLC, a Delaware limited liability company ("LFC"), as the
managing member (the "Managing Member"), and the UNITED STATES OF AMERICA,
Department of the Navy (the "DoN"), as the non -managing member (the "Navy Member").
WITNESSETH:
WHEREAS, the United States Congress, through Subtitle A - Military Housing
Privatization Initiative of the 1996 Defense Authorization Act, P.L. 104-106 110 Stat. 186, has
provided alternative authorities for acquisition and construction of military housing;
WHEREAS, pursuant to such authorization, the DoN issued a Request for Qualification
and Request for Proposals N62470-04-RP-0014, including amendments (as amended, the
"Original Mid -Atlantic RFP"), for creation of a company for the development and operation of
housing in support of DoN operations in the Navy Region Mid -Atlantic;
WHEREAS, LFC responded to the Original Mid -Atlantic RFP, and submitted its final
offer dated August 13, 2004, as amended September 28, 2004, to design, finance, demolish,
construct, renovate, own, manage, acquire, lease, operate and maintain the Original Mid -Atlantic
Project;
WHEREAS, with respect to the Original Lejeune Project, the DoN issued an Invitation
for Proposal for Mid -Atlantic Region Housing Privatization Phase III MCB Camp Lejeune
(Jacksonville, NC) Solicitation No. N62470-08-RP-00027 dated February 15, 2008 (the
"Original Lejeune IFP"), for the development and operation of housing in support of DoN
operations at Marine Corps Base (MCB) Camp Lejeune, North Carolina, and the Company
responded to the Original Lejeune IFP;
WHEREAS, the Company responded to the Original Lejeune IFP, and submitted its final
offer in response thereto dated May 17, 2008 (including any amendments and/or supplements
thereto), for the development of certain housing units and construction of a school at Camp
Lejeune Marine Corps Base, Jacksonville, North Carolina;
WHEREAS, with respect to the Additional Mid -Atlantic Project, the DoN issued an
Invitation for Proposal Solicitation No. N62470-08-RP-00035 dated September 4, 2008 and
amendments thereto (the "Additional Mid -Atlantic IFP");
WHEREAS, the Company responded to the Additional Mid -Atlantic IFP, and submitted
its final offer dated October 6, 2008, including, without limitation, the appendices, to design,
401340402

ARTICLE IV: MANAGEMENT OF THE COMPANY
Section 4.01 Commitment of the Managing Member
The Managing Member shall devote its full time and effort exclusively to the business of the
Company; discharge its duties in good faith; perform all duties and responsibilities with skill and
care; and in all endeavors, perform in a commercially reasonable manner to effectuate the
purposes of the Company and the Managing Member's covenants herein. The Managing
Member shall have responsibility for the safekeeping and use of all funds and assets of the
Company, whether or not in its immediate possession and control. The Managing Member shall
not employ, or permit any other to employ such funds or assets in any manner except for the
exclusive benefit of the Company, or otherwise, in accordance with this Agreement and the Loan
Documents.
Section 4.02 Rights and Responsibilities of the Managing Member
(a) General Conditions. Save and except for the obligations and responsibilities of
the Navy Member specifically set forth in this Agreement, the Managing Member shall be
responsible for the management of the Company with the goal of accomplishing the Purposes of
the Company as more particularly described throughout this Agreement, including attachments.
Subject to the terms and conditions of this Agreement, the Managing Member shall maintain
high quality operations, management and maintenance of the Project over the Term of this
Agreement. The Managing Member shall use commercially reasonable efforts to cause the
Project to be developed, constructed, renovated, maintained, leased, operated and managed in a
first-class manner, employing the standard of care rendered by companies performing similar
services for market rate residential rental property similar to the Project. The Managing Member
shall be responsible for enforcing the terms and provisions of all agreements entered into by the
Company, or for the Company's benefit, for accomplishing the Purposes of the Company, as
described above, including, but not limited to, the Guaranty and contracts for completion of the
Project in accordance with the Project Completion Schedules. Notwithstanding any other
provision in this Agreement, the Managing Member's delegation of its obligations to a third
party or Affiliate will not operate to relieve the Managing Member of any obligations arising
under this Agreement.
(b) Management and Control. Subject to any other provisions of this Agreement
regarding the specific obligations of the Managing Member, the Managing Member shall have
sole and exclusive management and control of the business of the Company. The Managing
Member shall make all decisions regarding the affairs of the Company. The Managing Member
shall have all the rights, powers and authority of a managing member not prohibited by the Act
or applicable law. The signature or other action of the Managing Member acting as such shall be
the signature or other action of the Company. Except as otherwise expressly provided in this
Agreement, the Managing Member is granted the right, power and authority to do, on behalf of
the Company, either directly or through an Affiliate, all things which are necessary, proper or
desirable, in the Managing Member's sole but reasonable discretion, to carry out its duties and
responsibilities and accomplish the Company's Purposes, including, but not limited to, the
following:
402268998 17

(i) To repay, satisfy and discharge debts, liabilities and other
obligations of the Company not prohibited by the Act for a limited liability
company;
(ii) To expend the capital and revenues of the Company in the
furtherance of the Purposes of the Company and in accordance with this
Agreement;
(iii) To employ, and dismiss from employment, any and all employees,
agents, independent contractors, attorneys, property managers and accountants,
including Affiliates of the Managing Member;
(iv) To purchase, at the expense of the Company, such liability,
casualty, property, renter's and other insurance in such amounts as the Ground
Leases, the Loan Documents, Project Lender or federal, state or local governments
may require, or if greater, as the Managing Member deems advisable, in its
reasonable business judgment, to protect the Company Assets against loss or
claims of any nature. The Managing Member shall provide the Navy Member with
copies of all insurance renewals or cancellations. All insurance policies
maintained by the Company shall name the Managing Member and the Navy
Member and such other parties as required under the Loan Documents as an
additional insured, mortgagee and/or loss payee, as the case may be, and provide,
further, that they may not be cancelled except upon at least thirty (30) days' prior
written notice to the Navy Member. Any significant change in coverage, as
determined by the Managing Member in its reasonable discretion, shall require the
written Approval of the Navy Member, which shall not be unreasonably withheld
or delayed;
(v) To deposit the funds of the Company as required by the Loan
Documents and otherwise to deposit funds of the Company in interest -bearing or
non -interest -bearing accounts at federally insured institutions. The Company
funds shall not be commingled with the funds of any other Person. Withdrawals
shall be made upon such signatures as the Managing Member shall designate, or as
further described in this Agreement;
(vi) To sue and be sued, complain, defend, arbitrate, settle or
compromise with respect to any claim in favor of or against the Company, in the
name and on behalf of the Company, or resort to legal action on, or otherwise
adjust, claims or demands of or against the Project or the Company;
(vii) To determine that any cash receipts of the Company shall be added
to the Gross Operating Revenue, and subject to the requirements of the Loan
Documents, to distribute the Gross Operating Revenue of the Company to the
Managing Member and Navy Member in accordance with Section 5.03;
(viii) To determine that any proceeds from Capital Transactions,
including refinancing or sale of Company Assets, or any other cash proceeds of the
402268998 18

Company, shall, subject to the requirements of the Loan Documents, be distributed
to the Managing Member and Navy Member in accordance with Article V;
(ix) To keep, or cause to be kept, the books and records required by this
Agreement and the Loan Documents;
(x) To prepare and deliver, or cause to be prepared and delivered, the
reports required by this Agreement and the Loan Documents;
(xi) To lease the Housing Units in compliance with the provisions of
Section 4.020);
(xii) To execute promissory notes, mortgages, deeds of trust,
assignments of the Company Assets, and such other security instruments and other
agreements and documents as the Project Lender may require to evidence, govem
or secure payment of Project Debt for the purposes of development, construction,
ownership and operation of the Project, which may contain provisions for consent
to judgment, waiver of appraisal, consent to executory process, and other
provisions customarily found in security devices under applicable law;
(xiii) To acquire, at the expense of the Company, the Fee Properties and
the Divestiture Properties, to encumber the Fee Properties with the Land Use
Restriction Agreement, and to execute, acknowledge and deliver such documents
as may be required or as the Managing Member deems advisable, in its reasonable
business judgment, to acquire the Fee Properties and the Divestiture Properties;
and
(xiv) To sell, at the expense of the Company, the Divestiture Properties,
and to execute, acknowledge and deliver such documents as may be required or as
the Managing Member deems advisable, in its reasonable business judgment, to
sell the Divestiture Properties.
(c) Ground Leases. The Managing Member, on behalf of the Company, has executed
(i) the Mid -Atlantic Ground Lease, the executed form of which is attached hereto as Exhibit E-I
and (ii) the Lejeune Ground Lease, the executed form of which is attached hereto as Exhibit E-2.
(d) Divestiture Properties. The Managing Member shall, upon written request of the
Navy Member, use commercially reasonable efforts to sell the Divestiture Properties. If the
Managing Member identifies a purchaser, the applicable Divestiture Property will be released
from the Mid -Atlantic Ground Lease and the Navy Member will convey such Divestiture
Property to the Company pursuant to a quitclaim deed in the form attached hereto as Exhibit D,
and the Company will then sell such Divestiture Property to the purchaser identified by the
Managing Member. The Net Sales Proceeds from the sale of any Divestiture Property will be
deposited in the ORA or in the PRA as directed by the Navy Member.
(e) Assignment. The Managing Member in its individual capacity and in its capacity
as the Managing Member of the Company has executed the Assignment Agreement.
402268998 19

. i ... .. - IN WITNESS WHEREOF, the parties -hereto have executed this Agreement as of theday
and year first above written.
MANAGING MEMBER:
Lincoln Family Communities, LLC, a Delaware
limited liability company
By: Lincoln Property Company No. *2073 Limited
Partnership, a Texas limited partnership, its
Managing Member
By: Lincoln No. 2073, Inc., a Texas
corporation, its Mara ' eral Partner
By:
Name: R Jar liss
Title: Vice President
NAVY MEMBER
The United States of America
By:
Karen P. Ayers, Acting Director
Special Venture Acquisition
Naval Facilities Engineering Command
Department of the Navy
(Signature Page to Third Amended and Restated Limited Liability Company Operating Agreement]
I

IN WITNESS WHEREOF, the parties hereto have executed this Agreement as of the day
andyear fast above written.
MANAGING MEMBER:
Lincoln Family Communities, LLC, a Delaware
limited liability company
By: Lincoln Property Company No. 2073 Limited
Partnership, a Texas limited partnership, its
Managing Member
By: Lincoln No. 2073, Inc., a Texas
corporation, its Managing General Partner
By:
Name: R. Jarl Bliss
Title: Vice President
NAVY MEMBER:
The United States of America
By:—\
Karen P. Ayers, A ' ector
Special Venture Acquisition
Naval Facilities Engineering Command
Department of the Navy
[Signature Page to Third Amended and Restated Limited Liability Company Operating Agreement]

EXECUTION COPY
AMENDED AND RESTATED REAL ESTATE
GROUND�LEASfAND
CONVEYANCE OF FACILITIES
United States of America,
Department of the Navy,
As the Government
And
Mid -Atlantic Military Family Communities LLC,
As the Lessee
PLEASE DO NOT RELEASE and DO NOT DISTRIBUTE
The information included in this transmittal shall not be released by any party outside of the
U.S. Government without the written permission of the Department of the Navy and all
information should be treated as confidential proprietary information pursuant to federal law
including 10 U.S.C. §2306a and 48 CFR Part 24.
Hr� y 'j 2012
#402270935

AMENDED AND RESTATED REAL ESTATE GROUND LEASE AND CONVEYANCE
OF FACILITIES
This Amended and Restated Real Estate Ground Lease and Conveyance of Facilities (this
"Lease"), made as of this 30`s day of September, 2010 (the "Effective Date"), by and between
the United States of America, Department of the Navy (the "Government" or "DON") and
Mid -Atlantic Military Family Communities LLC, a Delaware limited liability company (the
"Lessee").
This Lease amends and restates, in full, as of the Effective Date, that certain Real Estate
Ground Lease and Conveyance of Facilities dated as of December 22, 2009 (the "Original
Lease") between the Government and Lessee. It is understood and agreed by the parties hereto
that any rights or obligations that accrued under or in connection with the Original Lease prior to
the Effective Date shall be governed by the Original Lease, and any rights or obligations that
accrue under or in connection with this Lease from and after the Effective Date shall be governed
by this Lease. Capitalized terms used herein have the meaning set forth in Article 29.
WITNESSETH
WHEREAS, Lincoln Family Communities, LLC ("LFC" or, in its capacity as the
manager and a member under the Operating Agreement referred to below, the "Managing
Member") and the Government, as a member, formed Mid -Atlantic Military Family
Communities LLC (the "Company") and entered into that certain Limited Liability Company
Operating Agreement of Mid -Atlantic Military Family Communities LLC dated as of August 1,
2005, as amended (i) pursuant to that certain First Amendment to Limited Liability Company
Operating Agreement of Mid -Atlantic Military Family Communities LLC dated as of September
20, 2007, and (ii) pursuant to that certain Second Amendment to Limited Liability Company
Operating Agreement of Mid -Atlantic Military Family Communities LLC dated as of March 3,
2008, and as amended and restated pursuant to that certain Amended and Restated Limited
Liability Company Operating Agreement of Mid -Atlantic Military Housing Family Communities
LLC dated as of December 22, 2009, as further amended and restated pursuant to that certain
Second Amended and Restated Limited Liability Company Operating Agreement of Mid -
Atlantic Military Housing Family Communities LLC dated as of February 1, 2010, and as further
amended and restated pursuant to that certain Third Amended and Restated Limited Liability
Company Operating Agreement of Mid -Atlantic Military Housing Family Communities LLC
dated as of September 30, 2010 (the "Operating Agreement", as may be further amended);
WHEREAS, LFC, as the Managing Member, executed that certain Real Estate Ground
Lease and Conveyance of Facilities dated August 1, 2005 ("Original Mid -Atlantic Ground
Lease") and assigned LFC's leasehold interest, rights, liabilities and obligations under the
Original Mid -Atlantic Ground Lease to the Lessee pursuant to that certain Omnibus Assignment,
Assumption, Consent and Release Agreement effective as of August 1, 2005 (the
"Assignment");
WHEREAS, the Government and the Lessee amended the Original Mid -Atlantic Ground
Lease pursuant to that certain First Amendment to Real Estate Ground Lease and Conveyance of
#402270935

WHEREAS, the Government and the Lessee acknowledge that the Original Indenture
was amended by that certain Amended and Restated Indenture of Trust dated as of December 22,
2009 (the "Amended Indenture"), to reflect the addition of the Lejeune Project to the
Development;
WHEREAS, the Government and the Lessee acknowledge that the Amended Indenture
was amended by that Second Amended and Restated Indenture of Trust dated as of February 1,
2010 (the "Second Amended Indenture"), to reflect the addition of the Additional Mid -Atlantic
Project to the Development;
WHEREAS, the Government and the Lessee acknowledge that the Second Amended
Indenture shall be further amended by that certain Third Amended and Restated Indenture of
Trust dated as of the Effective Date in connection with the Lessee's acquisition of an interest in
the Additional Lejeune (2010) Leased Premises (as further supplemented, the "Indenture");
WHEREAS, pursuant to this Lease and the Operating Agreement, the Company will,
among other things, lease, acquire, design, finance, demolish, construct, renovate, own, develop,
manage, operate and maintain residential units and related improvements comprising one or
more housing projects in support of DON operations, including the design, development and
construction of an elementary school, on the Leased Premises (as defined below) and perform
any activities that are related to or incidental to that business; and
WHEREAS, the Government and the Lessee may be referred to jointly as the "Parties"
and each separately as a "Party."
NOW, THEREFORE, for the consideration set forth below and subject to the terms,
conditions, covenants and agreements set forth in this Lease, the Parties, intending to be legally
bound, agree as follows:
1. LEASE OF LAND AND CONVEYANCE OF EXISTING IMPROVEMENTS
1.1 Land and Appurtenances. The Government hereby leases exclusively to the Lessee,
and the Lessee hereby leases from the Government, on the terms and conditions set
forth herein, certain land, as more particularly described in Exhibit A-1 and depicted
upon the survey attached at Exhibit B-1 (the "Original Lejeune Land") and Exhibit A-
2 and depicted upon the survey attached at Exhibit B-2 (the "Additional Lejeune
(2010) Land"). Exhibits A-1 and A=2 and Exhibits B-1 and B=2 are attached hereto and
made a part hereof and the land described therein is referred to herein collectively as the
"Land". The Government leases the Land to Lessee together with all and singular
appurtenances, rights, privileges and easements unto the Land belonging or in any way
thereto appertaining including, but not limited to, the right to all merchantable timber
(subject to the terms of Section 7.4 of this Lease) and the right of access to and use of
the streets, roads, electric, gas, telephone, water and sewer and other utility facilities
now or in the future appurtenant to, serving or benefiting the Original Lejeune Land
(collectively, the "Original Lejeune Appurtenances") and the Additional Lejeune
(2010) Land (collectively, the "Additional Lejeune (2010) Appurtenances", and
3
4402270935

together with the Original Lejeune Appurtenances, the "Appurtenances"). Fee title to
the Land shall continue to vest with the Government.
1.2 Improvements. The Government hereby grants, sells, transfers and conveys to the
Lessee all facilities and improvements, including the existing residential units and any
equipment, alterations, additions, utilities, infrastructure and attached fixtures:
1.2.1 located in, on and under the Original Lejeune Land on December 22, 2009
other than (x) electric, gas, water, sewer and other utility facilities for which
the Government has retained any ownership interest and maintenance
responsibility pursuant to Article 19, (y) the Excluded Equipment and, (z) all
Existing Environmental Equipment (the "Original Lejeune Existing
Improvements"); and
1.2.2 located in, on and under the Additional Lejeune (2010) Land on the Effective
Date other than (x) electric, gas, water, sewer and other utility facilities for
which the Government has retained any ownership interest and maintenance
responsibility pursuant to Article 19, (y) the Excluded Equipment and, (z) all
Existing Environmental Equipment (the "Additional Lejeune (2010)
Existing Improvements", and together with the Original Lejeune Existing
Improvements, the "Existing Improvements").
1.2.3 Title to the Existing Improvements and all improvements constructed by or at
the request of the Lessee, except as otherwise set forth in Article 19, that are
located in, on or under the Original Lejeune Land (the "Original Lejeune
Additional Improvements") and the Additional Lejeune (2010) Land (the
"Additional Lejeune (2010) Additional Improvements", and together with
the Original Lejeune Additional Improvements, the "Additional
Improvements"), and the Personal Property shall vest in and belong to the
Lessee subject to the terms of this Lease.
1.2.4 Upon the Term Expiration Date all Improvements and Personal Property
located thereon shall be abandoned in place by the Lessee and become the
property of the then -fee owner of the Land. The Original Lejeune Existing
Improvements and the Original Lejeune Additional Improvements shall be
referred to herein as the "Original Lejeune Improvements" and the
Additional Lejeune (2010) Existing Improvements and the Additional Lejeune
(2010) Additional Improvements shall be referred to herein as the
"Additional Lejeune (2010) Improvements". Collectively, the Original
Lejeune Improvements and Additional Lejeune (2010) Improvements shall be
referred to herein as the "Improvements".
1.3 Leased Premises. The Original Lejeune Land, the Original Lejeune Improvements and
the Original Lejeune Appurtenances may be referred to herein as the "Original
Lejeune Leased Premises", and the Additional Lejeune (2010) Land, the Additional
Lejeune (2010) Improvements and the Additional Lejeune (2010) Appurtenances may
be referred to herein as the "Additional Lejeune (2010) Leased Premises".
4
#402270935

Collectively, the Original Lejeune Leased Premises and the Additional Lejeune (2010)
Leased Premises may be referred to herein as the "Leased Premises".
1.4 Personal Property: The Government:
1.4.1 as of the Original Lejeune Leased Premises Term Beginning Date, sold,
transferred and conveyed to the Lessee all of the Government's right, title and
interest in and to all existing equipment, appliances, furnishings, and other
movables appurtenant to the Original Lejeune Leased Premises, including those
listed on Exhibit D attached hereto (the "Original Lejeune Personal
Property"); and
1.4.2 as of the Effective Date, further hereby sells, transfers and conveys to the Lessee
all of the Government's right, title and interest in and to all existing equipment,
appliances, furnishings, and other movables appurtenant to the Additional
Lejeune (2010) Leased Premises, including those listed on Exhibit D attached
hereto (the "Additional Lejeune (2010) Personal Property", and together with
the Original Lejeune Personal Property, the "Personal Property") for the
consideration set forth in this Lease, the sufficiency and adequacy of which are
hereby acknowledged by the Government.
1.5 This Lease, the Leased Premises and the Personal Property are subject to those
encumbrances disclosed on Exhibit C attached hereto and all matters in land records
existing as of the date hereof (collectively, the "Existing Encumbrances"). The
Government has no knowledge of any encumbrances other than Existing
Encumbrances.
1.6 A portion of Lessee's Construction Obligations involves the construction of an
elementary school (the "School") on a portion of the Land generally known as the
"School Construction Area" and described on the site plan attached hereto as Exhibit G
(the "School Construction Area"). Upon Lessee and the Government's agreement in
writing that the School Work to be performed on the School Construction Area has
achieved Final Completion, and provided the Lessee has caused to be performed a
survey, acceptable to the Government, of such School Construction Area (as surveyed,
such area being known as the "School Release Parcel"), this Lease shall terminate with
respect to such School Release Parcel (the "School Parcel Termination Date"). Upon
the School Parcel Termination Date, all Improvements and personal property located on
the School Release Parcel shall be abandoned in place by Lessee and become the
property of the then fee owner of the School Release Parcel. Following the School
Parcel Termination Date, all references to the Leased Premises, Land, Improvements
and the Appurtenances shall be deemed to exclude the School Release Parcel, any
Improvement in, on and under the School Release Parcel and any personal property
located therein. With respect to the School Release Parcel, the Lessee and Government
shall execute an amendment to this Lease terminating this Lease as to the School
Release Parcel, and neither party shall have any further obligation under this Lease with
respect to such School Release Parcel (other than any obligation which would otherwise
survive termination of this Lease). With respect to the School Release Parcel, upon the
5
9402270935

Government prior to such plan being implemented by the Lessee. If the Government
does not respond to such request within fifteen (15) business days then such amended
environmental plan shall be deemed approved by the Government.
13. OPERATION AND MAINTENANCE OF LEASED PREMISES
13.1 The Lessee shall operate and maintain the Leased Premises in conformance with the
Development/Management Obligations and this Lease. Except for the Government
Matters and those matters and conditions that the Lessee is not responsible for
addressing pursuant to Articles 12, 15 and 16, the Lessee shall, at all times and at no
expense to the Government, protect, preserve, maintain and repair the Leased Premises,
and keep them in good order and condition (reasonable wear and tear and damage by
casualty excepted, except as provided herein). The Lessee shall at all times exercise
due diligence in protecting the Leased Premises, including Improvements, against
damage or destruction other than the Existing Improvements which are to be
demolished as part of the Development.
13.2 The Lessee shall pay or cause to be paid, the bills and obligations of the Leased
Premises, prior to the same becoming delinquent, so as to keep the Leased Premises free
from liens other than those permitted by this Lease; however, if the Lessee in good faith
desires to contest the same, the Lessee shall be privileged to do so, but in such case the
Lessee hereby agrees to indemnify and save the Government harmless from all liability
for damages occasioned thereby and shall, in the event of a judgment of foreclosure on
said lien, cause the same to be discharged and released prior to the execution of such
judgment. In the event the Government reasonably should consider its interest
endangered by any such liens and should so notify the Lessee and if the Lessee should
fail to provide adequate security for the payment of such liens, in the form of a surety
bond, cash deposit or cash equivalent, or indemnity agreement reasonably satisfactory
to the Government within thirty (30) days after such notice, then the Government, at the
Government's sole discretion, may discharge such liens and recover from the Lessee as
additional rent under this Lease the amounts paid, with interest thereon from the date
paid by the Government until repaid by the Lessee at the rate of ten percent (10%) per
annum.
13.3 The Lessee shall at all times maintain or cause to be maintained in good and serviceable
condition all roads and streets that are located on the Land and not being managed by
the Government as set forth in Article 19, all curbing, sidewalks, parking areas and
access drives located on and exclusively serving the Land, provided that if any portion
of the foregoing are not in good and serviceable condition on the Term Beginning Date,
the Lessee shall not be obligated to bring same into such condition except to the extent
expressly contemplated by the Development/Management Obligations.
13.4 Unless Article 17 applies or expressly contemplated by the Development/Management
Obligations, (a) any Government owned real or personal property damaged or destroyed
by the Lessee incident to the Lessee's use and occupation of the Leased Premises shall
be promptly repaired or replaced by the Lessee to the reasonable satisfaction of the
Government; or (b) in lieu of such repair or replacement, the Lessee shall, if so required
35
#402270935

by the Government, pay to the Government an amount sufficient to compensate for the
actual reasonable costs incurred by the Government by reason of damage or destruction
of such Government property.
13.5 The Lessee shall obtain, to the extent required by Applicable Laws, all federal, state and
local permits required in connection with the Development of the Leased Premises, and
any other approvals required for the Permitted Uses of the Leased Premises.
Notwithstanding the foregoing, Lessee shall not be required to obtain any permits or
approvals that the Government, under Applicable Laws, (i) has agreed to provide or
maintain under the terms of this Lease, (ii) is responsible as the fee owner of the Leased
Premises for obtaining and/or maintaining, and/or (iii) has authorized the Lessee to
perform Lessee's activities under a permit maintained by the Government.
13.6 The Government, from time to time, will be represented at the Leased Premises in
connection with construction that will occur thereon pursuant to this Lease and the
Operating Agreement by the Resident Officer in Charge of Construction ("ROICC"),
or its successor. Subject to the limitations set forth in the ROICC Policy (as defined
below) the ROICC's responsibilities consist of the following, on behalf of the
Government: (i) providing limited initial construction start up assistance, as needed (and
provided to any new contractor); (ii) visiting the construction site, as appropriate, to
gain a perspective for the safety practices being performed; (iii) providing reasonable
assurance to the Government that the safety codes and standards required in this Lease
and the Operating Agreement are being followed based on inspections and, to the extent
applicable, copies of relevant reports from the Construction Consultant (as defined in
the Operating Agreement); (iv) providing support in obtaining wage determinations as
necessary for compliance with the Davis Bacon Act; (v) coordination and interface with
other contracts, if any, being administered by the Government on the Leased Premises;
(vi) providing information on procedures for personnel and vehicle passes, utility
outages/tie-ins to station utilities, environmental issues, traffic control/haul routes,
digging, hot work, permits, point of contact for emergencies and security issues and
regulations.of the Government applicable to the Leased Premises; and (vii) advising the
Government with respect to safety and fire protection matters. A copy of the Public
Works Department (PWD)/Resident Officer in Charge of Construction (ROICC)
Involvement with Public Private Ventures (PPV) dated June 4, 2008 (the "ROICC
Policy") has been delivered to Lessee. To the extent the Lessee has concerns regarding
the ROiCC's acts or omissions relating to the Lejeune Project, then the Lessee and the
Government shall promptly meet to discuss and address such concerns (which may
include, without limitation, Government meetings with the ROICC or the execution of
an amendment to account for any agreed upon change in the then current business
terms). The Government will incur no liability or responsibility to Lessee, its successors
or assigns with respect to the design, renovation or construction of the improvements to
be constructed on the Leased Premises on account of any inspection or oversight
exercised by the Government pursuant to such ROICC Policy. However, the
Government shall ensure that the ROICC is aware of, and complies with, the terms and
conditions of this Lease, the Operating Agreement and the Project Documents, to the
extent such terms and conditions are applicable to the Government. Notwithstanding
any provisions contained herein to the contrary, the parties agree and acknowledge that
36
9402270935

neither Lessee nor any of its contractors shall be required to adhere to the applicable
safety standards and safety procedures outlined by the Corps of Engineers Safety and
Health Manual EM385-1-1. The parties agree and acknowledge that the Lessee shall
cause the General Contractors and their contractor(s) to adhere to the safety standards
and safety guidelines as outlined by the U.S. Department of Labor Occupational Safety
and Health Administration.
14. COMPLIANCE WITH APPLICABLE LAWS
14.1 The Lessee shall at all times during the Term of this Lease faithfully observe and
comply with, at its sole cost and expense, the provisions of all federal, state and local
laws, rules, regulations, orders, ordinances, and other governmental standards and
requirements which are applicable to the Leased Premises, including the Development,
including (as and to the extent provided in Article 12) Environmental Laws and
occupational safety and health provisions, whether such provisions are now in force or
may, at any time during the Term, be enacted or directed and, by law, become
applicable to and enforceable against the Leased Premises and/or the Lessee's activities
and operations thereon (the "Applicable Laws").
14.2 Notwithstanding Section 14.1, Lessee shall not be required to make any improvements
or alterations to Existing Improvements, including to Existing Improvements qualifying
as legal nonconforming uses under Applicable Laws, and further, the Lessee shall not
be required or obligated to renovate or alter any Existing Improvements which are in
existence as of the Term Beginning Date unless otherwise expressly set forth in the
Scope of Work, the Management Obligations or agreed to by the Lessee in writing.
14.3 The Parties acknowledge and agree that any noncompliance of any portion of the
Leased Premises with the terms of this Lease as of the Term Beginning Date shall not
be deemed to constitute, and shall not give rise to, a breach or default by Lessee
hereunder except to the extent that such noncompliance is scheduled to be remedied as
provided in the Scope of Work or the Management Obligations and is not remedied as
required thereby.
14.4 The Lessee shall have the right to contest, by appropriate proceedings in the name of the
Lessee or the Government, or in the names of both Parties, without cost or expense to
the Government, the validity or application of any Applicable Laws, provided that the
delay in conformance to, compliance with, observance of, or avoidance or elimination
of violation of the same, attendant upon and pending the prosecution of such
proceedings, shall not subject the Government to any fine, penalty or civil or criminal
liability. If any lien, charge or civil liability, but not criminal liability, is incurred by
reason of non-compliance, the Lessee may nevertheless make the contest aforesaid and
delay compliance as aforesaid, provided that the Lessee furnishes to the Government,
security reasonably satisfactory to the Government against any loss or injury by reason
of such non-compliance or delay therein and prosecutes the contest aforesaid with due
diligence and dispatch. Upon request by the Lessee, the Government shall execute and
deliver any and all such documents or instruments and shall take any and all such other
action as shall be necessary or proper to permit the Lessee to so contest the validity or
37
#402270935

IN WITNESS WHEREOF, the Government and the Lessee have executed this Lease as
of the day and year first above written.
GOVERNMENT:
THE UNITED STATES OF AMERICA
By:�
Karen P. Ayers, AcdiVg Director
Special Venture Acquisition Program
Naval Facilities Engineering Command
Department of the Navy
LESSEE:
MID -ATLANTIC MILITARY FAMILY
COMMUNITIES LLC, a Delaware limited liability
company
By: Lincoln Family Communities, LLC, a Delaware
limited liability company, its Managing Member
By. Lincoln Property Company No. 2073 Limited
Partnership, a Texas limited partnership, its
Managing Member
By: Lincoln No. 2073, Inc., a Texas
corporation, its Managing General
Partner
By:
Name:
Title:
R. Jarl Bliss
Vice President
[signature Page to Amended and Restated Real Estate (around Lease and Deed of Conveyance (MCB Camp Lejeune)1

IN WITNESS WHBREOF, the Government and the Lessee have executed this Lease as
of the day and year first above written.
GOVERNMENT:
THE UNITED STATES OF AMERICA
TO
Karen P. Ayers, Acting Director
Special Venture Acquisition
Naval Facilities Engineering Command
Department of the Navy
LESSEE:
MID -ATLANTIC MILITARY FAMILY
COMMUNITIES LLC, a Delaware limited liability
company
By: Lincoln Family Communities, LLC, a Delaware
limited liability company, its Managing Member
By: Lincoln Property Company No. 2073 Limited
Partnership, a Texas limited partnership, its
Managing Member
By: Lincoln No. 2073, Inc., a Texas
corporation, its Managing General
Partner
By.
Title: Vice President
(Signature Page to Amended and Restated Real Estate Caound Lease and Deed of Conveyance (MCB Camp Leleune))

E-Filed Annual Report
9069961
' y LIMITED LIABILITY COMPANY
i� ANNUAL REPORT Do not data enter manually.
NAML' OI' LIMITED LIA131LI1Y COMPANY: MID-A"1'LANTIC.MILI'IARYEAMILY-CO.WNMUNITIES.LLCJ
REPORT FOR THE YEAR: 2011 STATE OF INCORPORATION: DE
SECRETARY OF STATE L.L.C. ID NUMBER: 1087723
NATURE OF BUSINESS: REAL ES7A7E MGMT
REGISTERED AGENT: CT Corporation System
REGISTERED OI'FICE MAILING ADDRESS: 150 Fayetteville St., Box Mil
Raleigh, NC 27601
REGIS'FI?RED OFFICE S'TRi?E'T ADDRESS: 150 Fayetteville St., Box 1011
Raleigh, NC 27601 Wake County
PRINCIPAL OFFICE TELEPHONE. NUMBER: 2147404440
PRINCIPAL OFFICE MAILING ADDRESS: P.O. Box 1920
Dallas, TX75221
PRINCIPAL OFFICE SIREI f ADDRESS: 2000 MCKINNEYAVE. 91000
Dallas, TX75201
MANAGERS/M L'M 13ERS/ORGANIZERS:
Name: LINCOLN FArb1ILY COMMUNITIES LLC
Title: Member
Address:
110BOX 1920
DALLAS 7X75221
CERTIFICATION OI' ANNUAL REPORT MUST 13E COMPLETED BY ALL LIMITED LIABILITY COMPANIES
LINCOLN FAMILY COMMUNITIES LLC 4/12/2012
FORM MUST B17 SIGNED BY A MANAGER/MEMBER DATE
LINCOLN-FAMILY-COMMUNI"TIES.LLC `-Member
'IYPE OR PRINT' NAME TYPE OR PRIN'F'I ffLE
ANNUAL REPORT FEE: E-Paid MAIL TO: Secretary of Stale • Coitiorations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

V —t 8 t l For DENR Use ONLY
Reviewer: G�
es, North Carolina Department of Environment and �t1-4 Natural Resources Submit:
36
NCDENR Request for Express Permit Review Time: ti11'' --/
Confirm: li
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (Pi rile) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(&ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncdenr.gov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235.2107 or patrick.grogan(p?ncdenr.qoy
• Washington Region -Lyn Hardison 252-948.3842 or Ivn.hardison0ricdenr.gov
• Wilmington Region -Janet Russell 910-796.7302 or ianet.russell(rDncdenr.00v
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver(dncdenrgov
NOTE: Project application received after 12 noon will be stamped in the following work day.
SW _
SW
SW_
SW _
SW
�1
Project Name: HEROES MANOR AT CAMP LEJEUNE County: ONSLOW
Applicant: JARL BLISS Company: MID -ATLANTIC MILITARY FAMILY COMMUNITIES, LLC
Address: 200 FAIRBROOK DRIVE SUITE 101 City: HERNDON, State: VA Zip: 20170-_
Phone: [phone], Fax: [phone], Email: [e-mail] O C'i is
Physical Location:LATITUDE : 34e 42' 41" LONGITUDE : -77e 21' 58"
Project Drains into TIDAL waters - Water classification SC (for classification see-http://h2o.enr.state.nc.uslbims/reports/reportsWB.htmll
Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? N, within % mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N r
Engineer/Consultant TOM SAURO Company: KIMLEY-HORN AND ASSOCIATES -';'^ (J P. (VED
Address: 4500 MAIN STREET SUITE 500 City: VIRGINIA BEACH, State: VA Zip: 23462-_ I MAR 2 7 LUt'L
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING SCOPING MEETING ONLY
r3Y:
❑ Scoping Meeting ONLY ❑ DWO, ❑ 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: _ # 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 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 2 # Treatment Systems ❑ High Density -Infiltration _ #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 090815 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
For DENR use
Fee Split for multiplepermits: Check #
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Total Fee Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
i
$
Stream Deter,_
$
NCDENR EXPRESS June 2011

S.O.P. Army Corps of Engineers: Wilmington Dist. Stream Mitigation Guidelines Page 2 of 57
5 / 91
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r
OVERVIEW
Background
This report contains the approach for a stormwater impact analysis conducted for the proposed Heroes
Manor Residential Development. The project site is located at Marine Corps Base (MCB) Camp Lejeune
in Onslow County, North Carolina. The project site is bounded by Brewster Boulevard to the North,
Paradise Point Golf Course to the west, Stone Street to the east and undeveloped land to the south as
shown in the Vicinity Map (Appendix A). The proposed project includes the development of a residential
community which is divided into two pieces, Phase 1 and Phase IL Phase I is currently under construction
and Phase It is currently in the design phase. The stormwater impact analysis took into consideration the
full build out of both the Phase 1 and Phase II developments. It is important to note, the Phase I
development is under an existing permit (SW08 090815) which is being modified to include the Phase II
development.
The residential development makes up two portions of six proposed phases of development at Camp
Lejetme. An Environmental Assessment (EA) of the master development was completed by the United
States Marine Corps in accordance with the National Environmental Policy Act (NEPA). Pursuant to this
report, A Finding Of No Significant Impact (FONSI) was issued in August 2008.
II. Existing Conditions
The Phase 1 project site is currently under construction while the proposed Phase 11 project site is
currently an undeveloped, wooded area. A review of the topographic survey shows grades on the site
ranging from elevation 14 to elevation 30. Geotechnical investigations of Phase 1 and Phase 11 were
completed in September 2009 and December 2011, respectively. The result of the geotechnical
investigation for Phase lI has been submitted with this package in Appendix C.
111. Wetlands and Waters of the United States
A wetland delineation of the entire project area was confirmed by the United States Army Corps of
Engineers on March 2009. The Notification of Jurisdictional Determination is attached in Appendix D.
A construction access road will be constructed and result in temporary impacts to 0.25 ac of forested
wetlands. Upon construction completion the temporary impacts will be restored to pre -construction
conditions. See Appendix E for temporary impact figures.
IV. Proposed Development
The entire project (Phase I and Phase 11) includes the development of 560 family housing units for
enlisted military personnel, one community center and connecting right-of-ways. The stormwater impact
analysis took into consideration the full build out of both the Phase I and Phase II developments.
The entire development encompasses approximately 180 acres of drainage area which will be collected
and treated in two wet ponds. Three interconnected basins will serve the Phase I development. Two of the
basins will act as forebays and one will act as a wet pond. That wet pond, "BMP 1" will be expanded to
also treat runoff from a portion of Phase 11. A second wet pond, `BMP 2" will be constructed to treat the
remainder of the Phase 11 development. The post -development impervious area of the drainage area for
BMP 1 is approximately 32.4% or 52.1 acres. The drainage area of BMP 2 has an impervious area of 6.52
acres or 31.6%. The post -development impervious area of both Phase I and Phase 11 is approximately
32.4% or 58.6 acres.
i V IED
MAR 2 7 LU11

S.O.P. Army Corps of Engineers: Wilmington Dist. Stream Mitigation Guidelines Page 3 of 57r,
APPENDIX
I. [WRODUMON
This guidance has ban prepared by a wo&group consisting ofrc,m scnutivcs from
APPENDIX
APPENDIX
APPENDIX
5 / 91
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V. Stormwater Analvsis
Onslow County is a coastal county located within the White Oak River Basin. Thus, Stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-211. The proposed project area drains to the Morgan Bay, Index Number: 19-18. According to
North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SC waters. The built upon area is greater than 24%; therefore, the
proposed project is considered High -Density.
Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the 1-year 24-hour storm. Additionally, discharge directed to flow through wetlands
must do so at a non -erosive velocity, which is defined as less than 2 ft/sec. The calculations and
supplemental forms submitted with this narrative demonstrate that the proposed project meets all
requirements of the Coastal Stormwater Rules Session Law 2008-211.
VI. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic information further revealed three main stormwater
egress points, each of which has a significant drainage area composed of lands that are both a part of and
separate from the proposed project site. According to Table 3-4 in the North Carolina Department of
Environment and Natural Resources (NCDENR) Stormwater BMP Manual, the near surface soils in
Onslow County are classified as Hydrologic Group B.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the Heroes Manor Residential Development.
Runoff from rainfall events will be controlled by a series of drainage inlets and be conveyed using
underground piping networks. Each of these networks will empty directly into one of the on -site basins.
Two basins (BMP 1 and 2) have been designed to control and treat Stormwater runoff from the residential
development. The Stormwater networks and basins will treat runoff from the entire built upon area.
BMP I has an existing outfall that will remain as designed in Phase 1. BMP 2 will have a single outfall
into an unnamed ditch on the southern border of the site. This unnamed ditch flows to an existing culvert
under Eden Street and outfalls into Morgan Bay, an arm of the New River.
The existing and proposed drainage systems have been evaluated for peak flow rates using ICPR
software. ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method
(Q=CIA), Manning's Equation, and StortnCAD software have been used in the design of the proposed
stormwater system.
IVTFD
MAR 2 7 LU1"l

S.O.P. Army Corps of Engineers: Wilmington Dist. Stream Mitigation Guidelines Page 4 of 57
avoidanm nnJ minimir iion of impacts associated with the propo,W p.j.t has
5 / 91
Seamh within tlowment!
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KVildhfk
Cregulata$
AreWW
APPENDIX
* t: 4 ib
• S, Id i � � 1 i I.
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L't \ co lir v p r- l2C s'I Ca C44i A 1
ocw S ks, For DENR Use ONLY
al
Rubmit: r. _ARA North Carolina Department of Environment and `J—.W�tq� Natural Resources Submit:
NCDENR Request for Express Permit Review Time:
Confirm: a-aa c-on�rfrmt d
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(dncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919.791.4203; david.lee(cbncdenrgov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235.2107 or patrick.grogan(rDncdenr.gov
• Washington Region -Lyn Hardison 252-948.3842 or lyn.hardison(afncdenrgov
• Wilmington Region -Janet Russell 910-796-7302or ianet.russell0nedenrgov
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weave0-ricdenrpov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of Request
SW
SW
SW —
SW _
SW
Project Name:. HEROES MANOR AT CAMP LEJEUNE County: ONSLOW
Applicant: JARL BLISS Company, MID -ATLANTIC MILITARY FAMILY COMMUNITIES LLC
Address: 200 FAIRBROOK DRIVE SUITE 101 City: HERNDON, State: VA Zip: 20170
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:LATITUDE : 34e 42' 41" LONGITUDE : -77e 21' 58"
Project Drains into TIDAL waters -Water classification SC (for classification see-http://h2o.enr.state.nc.ustbims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within''/x mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: TOM SAURO Company: KIMLEY-HORN AND ASSOCIATES t �C�����
Address: 4500 MAIN STREET SUITE 500 City: VIRGINIA BEACH, State: VA Zip: 23462-_
Phone:[phone], Fax:[phone], Email: [e-mail] FEB 1 6 2012
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWO, ❑ DCM, ❑ DLR, ❑ OTHER: BY:
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: _ # 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 Valiance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ It Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention " - # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 090815 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
For DENR use
Fee Split for multiple Dermits: (Check # 1
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
Los
$
Stream Deter,_
$
!!(,
NCDENR EXPRESS June 2011 O U ' `-�- SU 1 " �� v��,,
Lev c� s p h l -�� Sk-�-, 0 Y) 3 ', , i s w a- l�

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET Project No: JX11-111G
3.3 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table encountered at the boring locations was measured to occur at a depth ranging from
about 8 to 15 feet below current grades which corresponds to an elevation ranging from
about 11 to 13.5 feet MSL. The groundwater level encountered at the location of boring B-4
(13.5 feet MSL) may be perched water as a result of a restrictive SILT (MH) layer. The
variation in groundwater depths are anticipated to have been contributed by the variations
in existing site grade elevations, restrictive soil layers and the associated distance between
boring locations. The boreholes were backfilled upon completion for safety considerations,
thus these readings may not be indicative of the static groundwater level.
The groundwater level was not encountered at the location of borings S-2, S-3, S-5 through
S-10, and CBR-1 through CBR-9 at the time of drilling to depths explored.
Also, the soils recovered from boring P-3 through P-5, S-1 through S-10 locations were
visually classified to identify color changes to aid in indicating the normal estimated
Seasonal High Water Table (SHWT). It is noted that soil morphology may not be a reliable
indicator of the SHWT. However, color distinctions (from tan or brown to light gray;
orangish brown to light gray, brown to slightly mottled light gray-orangish brown etc.) were
generally observed within the soil profile of soil samples collected at the location of borings
P-3 through P-5, S-1 through S-10. As such, the normal SHWT depth was estimated to
occur at a depth of about 6 feet (boring P-3), 5.5 feet (boring P-4), 3 feet (borings P-5, and
S-5), 5 feet (boring S-1), 8 feet (borings S-2 and S-3), 4 feet (borings S-4, S-7, S-8, S-9,
and S-10) and 4.5 feet (boring S-6) below the existing site grades. These depths
correspond to an elevation ranging from about 17 to 20 feet MSL. The estimated SHWT
depths are included on the "Boring Log" sheets (Appendix II) for boring P-3 through P-5, S-
1 through S-10 locations.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface cohesive soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of±2 feet (or more) are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
Solutions, Inc.

OVERVIEW
Backeround
This report contains the approach for a stormwater impact analysis conducted for the proposed Heroes
Manor Residential Development Phase 11. The project site is located at Marine Corps Base (MCB) Camp
Lejeune in Onslow County, North Carolina. The project site is bounded by Heroes Manor Phase I to the
North, Paradise Point Golf Course to the west, Stone Street to the east and undeveloped land to the south
as shown in the Vicinity Map. The proposed project includes the development of a residential
community. This community is an addition to Phase I of Heroes Manor which is currently under
construction. The stormwater impact analysis took into consideration the full build out of both the
proposed Phase 11 residential development and the existing Phase 1 residential development.
The residential development makes up two portions of six proposed phases of development at Camp
Lejeune. An Environmental Assessment (EA) of the master development was completed by the United
States Marine Corps in accordance with the National Environmental Policy Act (NEPA). Pursuant to this
report, A Finding Of No Significant Impact (FONSI) was issued in August 2008.
11. Existing Conditions
The proposed Phase 11 project site is currently an 84t acre, undeveloped, wooded area. A review of the
topographic survey shows grades on the site ranging from elevation 14 to elevation 30. A geotechnical
investigation was completed in December 2011. The results of the geotechnical investigation have been
submitted with this package.
111. Wetlands and Waters of the United States
A wetland delineation of the proposed Phase II project area was confirmed by the United States Army
Corps of Engineers on March 2009. The Notification of Jurisdictional Determination is attached in
Appendix F. The proposed Phase II project will result in permanent impacts to 54 linear feet of stream
bank from the installation of an outfall and ditch from the stormwater management pond.
'An outfall and ditch from the temporary sediment basin will result in temporary impacts to 15 linear feet
of stream bank. In addition, a construction access road will be constricted and result in temporary
impacts to 0.25 ac of forested wetlands. Upon constriction completion the temporary impacts will be
restored to pre -construction conditions.
IV. Proposed Development
The proposed Phase 11 project includes the development of 220 family housing units for enlisted military
personnel and connecting right-of-ways. The stormwater impact analysis took into consideration the full
build out of both the proposed Phase 11 residential development and the existing Phase I residential
development.
Phase 1 encompassed approximately 120 acres of drainage area collected and treated in the wet pond,
while Phase 11 will have approximately 64 acres of drainage area collected and treated. The post-'
development impervious area of the proposed Phase 11 development was calculated to be approximately
`34.3% or 20.5 acres..- The post -development impervious area of both Phase I and Phase II was calculated
to be approximately 32.4% or 58.6 acres. The existing wet pond `BMP I", under construction in Phase 1,
FEB 1 6 Z01Z
I

will be expanded to treat runoff from a portion of Phase 10A new wet pond `BMP 2" will be constructed
to treat the remainder of the proposed Phase II development.
V. Stormwater Analysis
Onslow County is a coastal county located within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-211. The proposed project area drains to the Morgan Bay, Index Number: 19-18. According to
North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SC waters. .The build upon area is greater than 24%; therefore, the
proposed project is considered High -Density.
Per the Stormwater quality requirements, the first 1.5" of lain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the 1-year 24-hour storm. Additionally, discharge directed to Flow through wetlands
must do so at a non -erosive velocity, which is defined as less than 2 ft/sec. The calculations and
supplemental forms submitted with this narrative demonstrate that the proposed project meets all
requirements of the Coastal Stormwater Rules Session Law 2008-211.
VI. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic information further revealed three main stormwater
egress points, each of which has a significant drainage area composed of lands that are both a part of and
separate from the proposed project site. According to Table 3-4 in the North Carolina Department of
Environment and Natural Resources (NCDENR) Stormwater BMP Manual, the near surface soils in
Onslow County are classified as Hydrologic Group B.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the Heroes Manor Residential Development.
Runoff from rainfall events will be controlled by a series of drainage inlets and be conveyed using
underground piping networks. Each of these networks will empty directly into one of the on -site basins.
Two basins (BMP 1 and 2) have been designed to control and treat stormwater runoff from the residential
development. The stormwater networks and basins will treat runoff from the entire built upon area.
BMP I has an existing outfall that will remain as designed in Phase LfBMP 2 will have a single outfall )
into an unnamed ditch on the southern border of the site. This unnamed ditch flows to an existing culvert j
under Eden Street and outfalls into Morgan Bay, an arm of the New River. "
The existing and proposed drainage systems have been evaluated for peak flow rates using ICPR
software. ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method
(Q=CIA), Manning's Equation, and StormCAD software have been used in the design of the proposed
stormwater system.
i , , ,VED
FEB 1 6 Z01Z
.. ".

I Heroes Manor at Camp Lejeune
Jacksonville, North Carolina
Ind(Data Source: USA Topo Maps, Copyright 2011 Scale:
National Geographic Society, !-cubed 1 inch = 1,500
Vicinity
Map

Russell, Janet
From:
[e-mail]
Sent:
Thursday, February 16, 2012 3:09 PM
To:
Russell, Janet
Cc:
[e-mail]
Subject:
Heroes Manor Express Request
Attachments:
Express Request_020712.pdf
Janet,
I have attached the express request package of information for the Heroes Manor at Camp Lejeune residential project.
We would like to schedule the meeting on one of the following days: March 6-8 or March 13-15. Please let me know
when the meeting is scheduled and if you need any additional information.
Thank you,
Erin Burdick, EIT
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, VA 23462
Office: 757.213.8600
Direct: 757.355.6645
Erin. Bu rd ickCa.Kimley-Horn.com
RECEIVED
FEB 1 6 ZU1Z
BY:

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS Am\'D PROCESS AND
REQUEST FOR APPEAL
Applicant: USNIC - Camp Le'eune
File Number: 2008 2570
Date: 3/16/2009
Attached is:D
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of
permission
A
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
_
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above
decision. Additional information may be found at http://www.usace.armv.mil/inct/ftinctions/cxv/ceewo/ref or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object m file Permit.
ACCEPT: Ifyou received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received it Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terns and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to file permit (Standard or LOP) because of eenain teas and conditions therein, you may request that the
permit be modified accordingly. You must complete Section 11 of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the furore. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that Ilia permit should be issued as previously written. After evaluating your objections, ilia district engineer
will scud you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Pertnil, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Pernit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline ilia proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of permit under the Corms of Engineers Administrative Appeal Process by
completing Section II of this forum and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to tiotil'y'tile Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept time approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with ilia approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section 11 of this form and sending the form to the district engineer. This fa�rm-m-rausl_hc-1 Leec�ceyivvedd bGe�
the division engineer within 60 days of ilia date of this notice. RE
IL:rA N
FEB 1 6 L012
BY:_________

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f Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, January 04, 2012 9:02 AM
To: '[e-mail]'; '[e-mail]'
Subject: RE: Heroes Manor SHWT in ponds
I talked to Vincent this morning about his visit to this site a few weeks ago. He verified that the SHWT identified below is
correct and thus the proposed permanent pool elevation (PPE) is set more than 6" below the (average) SHWT for the
two ponds. Please refer to Section 10.3.2 of the NC BMP manual to seethe necessary information that must be
provided with the submittal (if the PPE is more than 6" below the SHWT) to demonstrate that the temporary storage
volume will not be impacted by the SHWT or that the pond will not affect the surrounding wetlands.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Nelson, Christine
Sent: Tuesday, January 03, 2012 3:24 PM
To: '[e-mail]'; [e-mail]
Subject: RE: Heroes Manor SHWT in ponds
Erin/Tom,
Thanks for your patience. I hope you both had a wonderful holiday and new years. I have had a chance to look over the
information you provided and have a few questions.
I overlooked in your first e-mail that you are proposing a bioretention cell in S10, which has only a 1 ft depth to SHWT.
How are you looking to make this work when bioretention cells are required to have at least 2 ft of separation plus 2 to
3 ft of soil media?
From the map you provided, it's hard to tell, but are those existing ditches behind the ponds? Are there any surface
waters or wetlands in the area?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Erin. [e-mail] [mailto:Erin. [e-mail]]
Sent: Wednesday, December 21, 2011 4:24 PM
To: [e-mail]; Nelson, Christine
Subject: RE: Heroes Manor SHWT in ponds
Christine,
Soil boring logs are attached.
Thanks,
Erin Burdick, EIT
Kimley-Horn and Associates, Inc.
Direct: 757.355.6645

Nelson, Christine
From: [e-mail]
Sent: Wednesday, December 21, 2011 4:24 PM
To: [e-mail]; Nelson, Christine
Subject: RE: Heroes Manor SHWT in ponds
Attachments: soil borings.pdf
Christine,
Soil boring logs are attached.
Thanks,
Erin Burdick, EIT
Kimley-Horn and Associates, Inc.
Direct: 757.355.6645
From: Sauro, Tom
Sent: Wednesday, December 21, 2011 4:16 PM
To: Burdick, Erin; Nelson, Christine
Subject: RE: Heroes Manor SHWT in ponds
Erin, can you also include the individual soil boring logs for P3, P4, PS and S10. Thanks.
Tom Sauro
Kimley-Horn and Associates, Inc.
Dir: 757-355-6640
Cell: 757-343-3307
From: Burdick, Erin
Sent: Wednesday, December 21, 2011 4:13 PM
To: Nelson, Christine
Cc: Sauro, Tom
Subject: RE: Heroes Manor SHWT in ponds
Christine,
Attached are the soil profiles taken from the full geotech report.
Let me know if you need any additional information.
Thanks,
Erin Burdick, EIT
Kimley-Horn,and Associates, Inc.
Direct: 757.355.6645
From: Nelson, Christinefmailto:christine.nelson(o)ncdenr.gov]
Sent: Wednesday, December 21, 2011 4:02 PM
To: Burdick, Erin

Cc: Sauro, Tom
Subject: RE: Heroes Manor SHWT in ponds
Erin,
Without the soil profiles, it will be hard for me to respond. Do you have those soil profiles?
Also, the Division's soil scientist, Vincent Lewis, is out of the office until after the New Year so I will not be able to obtain
his opinion if something does look funny on the soil profiles as you suggest. I will also be out of the office starting Friday
Dec 23 and will return on Tues, Jan 3.
If you can get me those profiles, I will look at them when I have a free moment, but it may have to be in January.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Erin.Burdick(a)kimley-horn.com [mailto:Erin. BurdickCalkimley-horn.coml
Sent: Wednesday, December 21, 2011 3:42 PM
To: Nelson, Christine
Cc: Tom. SauroCalkimley-horn.com
Subject: Heroes Manor SHWT in ponds
Christine,
We received SHWT confirmation from the soil scientist this morning. The attached pdf shows the location of borings P3,
P4, P5 and 510. P3 and P4 are within our "Pond 2", P5 is within "Pond 3" and S10 is within our proposed bioretention
cell. The depth to SHWT and elevations are as follows:
Location
Existing Ground Elev.
Depth to SHWT
Resulting Elev.
Proposed NWSE
P3
23.0±
4.5'
18.5'
18.0'
P4
22.5±
2.5'
20.0'
P5
22.0±
1.0'
21.0'
20.0'
S10
22.0±
1.0'
21.0'
N/A
At this point, we feel that a NWSE for Pond 2 of 18.0 is acceptable given the data. We find it a little strange that the
SHWT could be higher in P4 especially since the ground elevation is lower and feel this could be a perched water
condition given the soil nature. We also feel the same perched water condition is occurring within the area of Pond 3
and are proposing a NWSE of 20.0. Before we proceed with calculations, we would appreciate your feedback on our
proposal. If you wish to speak with me directly I can be reached at my number below.
Thanks,
Erin Burdick, EIT
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, VA 23462
Office: 757.213.8600
Direct: 757.355.6645
Erin. Burd ickCcDKimley-Horn.com

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. Lewis@ncdenrgov. If there are more than 7 areas to be tested,
attach a second sheet. q
State Soil Scientist Confirmation Visit date/time: mz /h a!y 6 •��
Project Name: Heroes Manor at Carolina Sands Phase II Section I
County: Onslow County
Street Address: Cates Way
Directions from the nearest intersection of two major roads: From the
intersection of Cates Way and Brewster Blvd., drive south on Cates Way
a6proximately one-half a mile. The proposed site will be at the end of Cates Way
straight ahead.
>1 acre being disturbed? ®YES []NO CAMA Major required? []YES ®NO
Consultant Name: Thomas Sauro Phone: [phone]
Consultant Firm Name: Kimley-Horn and Associates
Bore Number
P3
P4
P5
S10
a Existing Ground Elevation
23
22.5
22
22
b Proposed Bottom Elevation
7
7
14
22
c Difference a minus b
16
15.5
8
0
d Add 2 ft. Min. Bore Depth)
18
17.5
10
2
e Hardpan Depth?
N/A
N/A
N/A
N/A
Approx. Elev. Of SHWT
17
17
19
18
Max. lowest bottom elev.
6
6
13
21
h Infiltration Rate OK? *
i Confirmation of SHWT
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable
of breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

J0"
ey-Horn
Associates, Inc.
Heroes Manor at Camp Lejeune
Jacksonville, North Carolina
Source: USA Topo Maps, Copyright 2011 Scale:
nal Geographic Society, i-cubed 1 inch = 1,500
Vicinity
Map

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BORING

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GETProjectNo: JX11-111G
3.3 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table encountered at the boring locations was measured to occur at a depth ranging from
about 8 to 15 feet below current grades which corresponds to an elevation ranging from
about 11 to 13.5 feet MSL. The groundwater level encountered at the location of boring B-4
(13.5 feet MSL) may be perched water as a result of a restrictive SILT (MH) layer. The
variation in groundwater depths are anticipated to have been contributed by the variations
in existing site grade elevations, restrictive soil layers and the associated distance between
boring locations. The boreholes were backfilled upon completion for safety considerations,
thus these readings may not be indicative of the static groundwater level.
The groundwater level was not encountered at the location of borings S-2, S-3, S-5 through
S-10, and CBR-1 through CBR-9 at the time of drilling to depths explored.
Also, the soils recovered from boring P-3 through P-5, S-1 through S-10 locations were
visually classified to identify color changes to aid in indicating the normal estimated
Seasonal High Water Table (SHWT). It is noted that soil morphology may not be a reliable
indicator of the SHWT. However, color distinctions (from tan or brown to light gray;
orangish brown to light gray, brown to slightly mottled light gray-orangish brown etc.) were
generally observed within the soil profile of soil samples collected at the location of borings
P-3 through P-5, S-1 through S-10. As such, the normal SHWT depth was estimated to
occur at a depth of about 6 feet (boring P-3), 5.5 feet (boring P-4), 3 feet (borings P-5, and
S-5), 5 feet (boring S-1), 8 feet (borings S-2 and S-3), 4 feet (borings S-4, S-7, S-8, S-9,
and S-10) and 4.5 feet (boring S-6) below the existing site grades. These depths
correspond to an elevation ranging from about 17 to 20 feet MSL. The estimated SHWT
depths are included on the "Boring Log" sheets (Appendix ll) for boring P-3 through P-5, S-
1 through S-10 locations.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface cohesive soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of± 2 feet (or more) are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GETProjectNo: JX11-111G
4.11 Storm Water Design Parameters
Fifteen (15) infiltration tests were performed at the location of borings P-3 through P-5 and
S-1 through S-10. The tests were performed at depths ranging from about 2 to 4 feet
below current grades, respectively. The boreholes were prepared utilizing an auger to
remove soil clippings from the base. Infiltration testing was then conducted within the
vadose zone utilizing a Precision Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (200 ml or 2000 ml) and a cable used to raise and lower the water
control unit (WCU). The WCU establishes a constant water head within the borehole
during testing by use of a precision valve and float assembly. The WCU was attached to
the flow reservoir with a 4-meter (approximately 13-foot) braided PVC hose and then
lowered by cable into the borehole to the test depth elevation. As required by the Glover
solution, the WCU was suspended above the bottom of the borehole at an elevation of
approximately 5 times the borehole diameter. The shut-off valve was then opened allowing
water to pass through the WCU to fill the borehole to the constant water level elevation.
The absorption rate slowed as the soil voids became filled and an equilibrium developed as
a wetting bulb developed around the borehole. Water was continuously added until the
flow rate stabilized. The reservoir was then re -filled in order to begin testing. During
testing, as the water drained into the borehole and surrounding soils, the water level within
the calibrated reservoir was recorded as well as the elapsed time during each interval. The
test was continued until relatively consistent flow rates were documented. During testing
the quick release connections and shutoff valve were monitored to ensure that no leakage
occurred. The flow rate (Q), height of the constant water level (H), and borehole diameter
(D) were used to calculate Ks utilizing the Glover Solution. Based on the field testing and
corroborated with laboratory testing results (published values compared to classification
tests), the hydraulic conductivity of the shallow soils is tabulated in the following table
(Table IV) and is presented on the "Hydraulic Conductivity Worksheet" reports (Appendix
VI), included with this report.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GETProjectNo: JX11-111G
Table IV - Saturated Hydraulic Conductivity Test Results
Test No.
Test
Depth (ft)
4200 sieve
%)
Soil
Classification
(USCS)
Average Infiltration Test .
Results (Ksat Values), .
cm/sec
cm/day
'in/hour
P-3
3.5-4.0
30.8
SM
1.26E-04
10.9
0.179
P-4
2.0-2.5
53.6
CL
9.69E-05
8.4
0.137
P-5
3.5-4.0
65.8
CL
9.89E-06
0.9
0.014
S-1
3.5-4.0
39.3
SC-SM
1.31 E-04
11.3
0.185
S-2
1.5-2.0
1.3
SP
1.08E-02
930.6
15.266
S-2
2.5-3.0
3.1
SP
9.57E-03
827.2
13.570
S-3
1.5-2.0
1.8
SP
9.10E-03
785.9
12.891
S-3
3.5-4.0
31.9
SC-SM
1.37E-04
11.8
0.194
S-4
1.5-2.0
47.5
SC
1.22E-04
11
0.173
S-5
1.5-2.0
32.1
SM
2.43E-04
21.0
0.344
S-6
1.5-2.0
29.1
SM
1.06E-04
9.2
0.150
S-7
1.5-2.0
52.5
CL
4.62E-05
4.0
0.065
S-8
3.5-4.0
47.9
SC
6.19E-05
5.3
0.088
S-9
1.5-2.0
43.7
SM
1.06E-04
9.2
0.151
S-10
1.5-2.0
4.4
SP
3.01 E-03
259.6
4.259
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
may require well pointing.
If water collects in foundation excavations, it will be necessary to remove the water form the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface
soils to support the design bearing pressure prior to concrete placement.
Perched water table conditions within the select fill materials and/or shallow subsurface
soils may be encountered throughout the project site during periods of heavy precipitation
and/or during the "wet' season. This is expected to occur as a result of the surficial and/or
shallow subsurface restrictive soil layers generally encountered throughout the project site.
Solurions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services December 7, 2011
Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
Camp Lejeune, North Carolina
GET ProjectNo: JX11-111G
Accordingly, some undercut and backfill with suitable structural fill materials and/or de -
watering of the structural fill materials and/or shallow subsurface soils may be required
during the subgrade preparation and/or foundation construction procedures. Alternatively,
an under drain system may be used in order to aid in alleviating the potential for saturated
bearing soil conditions and/or to aid in minimizing foundation undercutting procedures.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
If water collects in foundation excavations, it will be necessary to remove water from the
excavations, remove saturated soils, and re -test the adequacy of the bearing surface soils
to support the design bearing pressure prior to concrete placement.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placements to verify the suitability of the bearing soils. If unstable bearing
soils are encountered. during installation some form of stabilization may be required to
provide suitable bedding. This stabilization is typically accomplished by providing additional
bedding materials (NCDOT No. 57 stone). In addition, depending on the depth of the utility
trench excavation, some means of dewatering may be required to facilitate the utility
installation and associated backfilling.
All utility excavations should be backfilled with structural fill, as described in Section 4.3 of
this report.
The subsurface CLAY (CL, and CH), SILT (MH), and/or SAND (SC and SC-SM) soils
encountered at the boring locations do not appear to meet the criteria recommended in this
report for reuse as structural fill, but may be used as fill within green areas. However, the
SAND (SM, SP-SM, and SP) soils may be suitable for reuse as structural fill. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to substantiate the suitability of
excavated soils for reuse as fill within construction areas.
5.3 Additional Geotechnical Investigation
A comprehensive geotechnical investigation is recommended once the final layout
(structure footprint and design grades), structural characteristics, and the structural loads
are determined. The subsurface data documented during this feasibility study can be
incorporated within the final geotechnical investigation. Specifically, it is recommended to
perform additional SPT borings within the limits of the proposed building areas along with a
comprehensive laboratory testing program to finalize the foundation design
recommendations.
Solutions, Inc

GET
—
r-ud,...awameq
BORING LOG
P-3
PROJECT: Heroes Manor Phase II Section 1 Family Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
DEPTH TO WATER - INITIAL': :ij, 12 AFTER 24 HOURS: - CAVING> S
c
m
w0
n d
E°`
n m
Description
La
o
z
a
W°u�
a °1
y~
1p
m a
A`
Z
o
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
a
0
a
9
14
7
7
7
11
9
a
0.
2-inches of Topsoil
"
1
10
ss
1
2
3
- .
j •. : : ' ' '
� '
. .. ............ ....c....... ...
.1
Tan, moist, Silty fine to medium SAND (SM) with trace Organics,
Very Loose to Loose
Tan, whitish tan and orangish brown, moist, Silty fine to medium
SAND (SM), Loose to Medium Dense
Estimated SHWT @ 6 feet below existing site grade
10
Light gray and orangish brown, wet, Silty fine to medium SAND (SM)
with trace Clay, Loose
20
2
3
24
23
ss
ss
3
6
e
a
2
a
a
22
ss
e
a
5
15
!
5
s
13
7
ss
ss
3
o
6
3
n
10
A
10
13
Gray, wet, Silty fine to medium SAND (SM), Loose to Medium Dens
7
22
ss
z
s
12
15
6
5
8
20
as
2
6
7
20
0
6
9
12
ss
3
6
25
Boring terminated at 25 ft.
5
30
10
10
35
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
P-4
PROJECT: Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Leleune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-27-11
DEPTH TO WATER - INITIAL': S 11 AFTER 24 HOURS: 3 _ CAVING> S
D
.Z
wo
y
n m
E
V
a m
o m
DBSCfIptlOfl
D
n
c�
w
a o
a1Oi z
UI N
n 0
to
n 01
cn ~
N _
m a
J
Z\
oo
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
3
5
11
8
11
3
5
7
3.
6-inches of Topsoil
20
ss
1
z
i--�--- ---:-
j
% ...:...:.. .:
j
... :...:. .:.. :.. :...:...:...
-
IN'
Brownish gray, moist, Clayey fine to medium SAND (SC) with trace
Organics, Very Loose
2D
z
14
as
1
3
3
2
Brownish gray,moist, Sandy Lean CLAY(CL), Medium Stiff
5
Tan, moist, Silty fine to medium SAND (SM), Medium Dense
Estimated SHWi @ 5.5 feet below existing site grade
5.
3
22
Sa
e
6
6
4
18
as
4
a
s
15
Light gray, moist to wet, Silty fine to medium SAND (SM) with trace
Clay, Loose to Medium Dense
5
14
as
2
j
5
10
4
6
14
ss
2
6
10
13
Dark brown, wet, Silty fine to medium SAND (SM) with trace
organics, Very Loose
7
22
ss
2
1
3
5
;....
5
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Loose
1':�f ! f
:..:
a:ct r
i:Gfj'
d:rr.
R6ti
fjtll:
a 1
8
17
ss
2
3
2
20
0
a
g
11
ss
3
a
5
25
Boring terminated at 25 ft.
5
30
10
0
35
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
rr.e.mw.wuq
BORING LOG
P—rJ
Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Lejeune, NC PROJECT NO.: JX11-111G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling DATE: 9-28-11
DEPTH TO WATER -INITIAL*: 4W- 11 AFTER 24 HOURS: 3 CAVING> L
cc c
*6a
0> in20
t w
d
E°`
a m
Description
n
7
a o
n Z
a
0Vi
a m
m~
3 m
m n
y
m
Z\
oo
`
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
1
6
a
a
10
8
7
6-inches of Topsoil
1
22
as
1
a
3
.:...:...:.. .:...:...:.
/
............ ...................
..
..:..;.._
20
Brownish gray, moist, Clayey fine to medium SAND (SC) with trace
Organics, Very Loose
Estimated SHWT @ 3 feet
2
16
ss
2
2
3
2
5
Slightly mottled light gray and orangish brown, moist, Sandy Lean
CLAY(CL), Medium Stiff
5.
3
23
as
3
4
6
15
Light gray and orangish brown to light gray, moist to wet, Silty fine to
medium SAND (SM), Loose
Trace Clay from 6 to 9 feet
i s
4
21
ss
4
4
5
i?!!
5
24
ss
3
4
4
10
Light gray, tan and orangish brown, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
_;'.; � ,'
i:nt1
t4.if
ii
!:e[r
d
6
20
as
3
5
5
10
--
7
22
as
3
j
4
15
Boring terminated at 15 ft.
5
6
20
0
e
25
5
30
10
0
35
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA =Hand Auger Sample
as =Bulk Sample
WC
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: Heroes Manor Phase II Section 1 Fsmily Housing -Feasibility Study
CLIENT: Kimley-Horn and Associates, Inc.
PROJECT LOCATION: Camp Leleune, NC
PROJECT NO.: JX11-111G
cA.enr•um,®,W mree
BORING LOCATION: See Attached Boring
Location Plan
SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc.
LOGGED BY: gwh
DRILL METHOD: Rotary Wash Mud Drilling
DATE: 9-28-11
S-1 O
DEPTH TO WATER -INITIAL*: 8 AFTER 24 HOURS: T
_ CAVING> _1
u
m
y
o
TEST RESULTS
Plastic Limit H Liquid Limit
a
n d
Description
a
�- o
a
n 01
3 m
m
wo
E
o
n Z
n n
Z
Moisture Content- •
N-Value -
6-inches of Topsoil
Light brown, moist, Poorly Graded fine to medium SAND (SP) with
trace Silt, Very Loose
Light gray and orangish brown, moist, Silty, Clayey fine to medium
SAND (SC-SM), Loose
Estimated SHWT @ 4 feet below exising site grade
;lightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL',
Stiff
Light gray to light gray and orangish brown, moist, Silty fine to
medium SAND (SM), Medium Dense
Bonno terminated at 10 ft
1 117I ss I ; I2
jFjog
1
OR
0, 0.
0,
•:
s ...i...:..i
3 1 19 I as s l 9 l 1%�...:...:... �...:... �...:. _I
4 24 ss 7 I13 j
5 21 55 7 14 ( j
7
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
Dtae indicative of the static aroundwaterlevel. WOH = Weioht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,