SW8080813_HISTORICAL FILE_20130227

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 U k 0 81
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
February 27, 2013
Commanding Officer
USMCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28542
Subject: State Stormwater Management Permit No. SW8 080813
Camp Devil Dog SOI
Overall Low Density Project with Areas of High Density
Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete, modified State Stormwater Management
Permit Application for Camp Devil Dog SOI on February 26, 2013. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2008-211, Session Law 2006-246, and Title 15A NCAC
2H.1000. We are forwarding modified Permit No. SW8 080813 dated February 27, 2013, for the
construction, operation and maintenance of the built -upon areas and BMP's associated with the
subject project.
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 is set to
expire during this time frame to three (3) years from its current expiration date. On August 2,
2010, the Governor signed Session Law 2010-177 which grants an extra year for a total of four
(4) years extension.
Accordingly, this permit, which was set to expire on September 25, 2018, shall now be effective
from the date of issuance until March 20, 2019, which includes all available extensions. This
permit shall be subject to the conditions and limitations as specified therein. Please pay special
attention to the conditions listed in this permit regarding the Operation and Maintenance of the
BMP(s), recordation of deed restrictions, procedures for changes of ownership, and transferring
the permit. Failure to establish an adequate system for operation and maintenance of the
stormwater management system, to record deed restrictions, or to transfer the permit, will result
in future compliance problems.
The modifications covered by this permit include:
1. Expanding the project area to include the entire Camp Devil Dog area and to create an
overall low density project with areas of high density.
2. Removing three (3) previously permitted sand filters (2, 3, and 4). The runoff associated
with sand filters 2 and 3 are will now be directed to wet detention pond DA 3. The runoff
associated with sand filter 4 will now be directed to wet detention pond DA 1: The
remaining two previously permitted sand filters (DA 5 and 6) are still covered by this
permit.
3. Modifying and expanding the wet detention pond associated with drainage area 1 (DA 1)
in order to handle the increase in runoff from the additional drainage area and
impervious area.
4. Adding a new wet detention pond associated with drainage area 3 (DA 3) in order to
handle the runoff associated with the previously approved sand filters 2 and 3 that will bE
removed.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 one
Phone: [phone] FAX: [phone] DENR Assistance: "77-623-6748 NorthCarolina
Internet: v .nmalerquality.org i��n {�Nn//'/
An Fri al Onnndanilv l Affirmative Action Emolover (/ ►'Kb rail' /

State Stormwater Management Systems
Permit No. SW8 080813
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, or need additional information concerning this matter, please contact
Christine Nelson at [phone].
Sincerely, c�
9m Charles Wakild, P.E., Director
Division of Water Quality
GDS/arl: S:\WQS\Stormwater\Permits & Projects\2008\080813 HD\2013 02 permit 080813
cc: Melissa Pritchard, Parsons Brinckerhoff
Wilmington Regional Office Stormwater File
Page 2 of 11

State Stormwater Management Systems
Permit No. SW8 080813
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT WITH AREAS OF HIGH DENSITY
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
Camp Devil Dog
Perimeter Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of a 24% low density development as well as
three (3) wet detention ponds and two (2) sand filters in compliance with the provisions
of Session Law 2008-211, Session Law 2006-246, and 15A NCAC 2H .1000 (hereafter
referred to singly and collectively as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until March 20, 2019, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
The overall tract built -upon area percentage for the project must be maintained
at no more than 24%, as required by the stormwater rules.
This permit covers the construction of a total of 1,473,500 square feet of built -
upon area, which includes 615,216 square feet of proposed BUA, 784,066
square feet of future BUA allocation and 74,218 square feet of existing BUA.
4. Within the approved areas of high density, the stormwater systems have been
approved for the management of stormwater runoff as described in Sections 1.14
and 1.15 of this permit. The wet detention pond stormwater controls labeled DA1,
DA 2, and DA 3 have been designed to handle the runoff from 133,781, 170,860,
and 36,924 square feet of impervious area, respectively. The sand filter
stormwater controls labeled DA 5 and DA 6, have been designed to handle the
runoff from 6,600 and 6,600 square feet of impervious area, respectively.
Page 3 of 11

State Stormwater Management Systems
Permit No. SW8 080813
5. The amount of built -upon area available for the future development within the
high density drainage areas DA 1 and DA 2 are limited to 30,000 and 21,000
square feet, respectively. The amount of built -upon area available future for
future development within the remaining low density area is 733,066 square feet.
6. Within the low density portion of his project, the only runoff conveyance systems
allowed will be vegetated conveyances such as swales with minimum side
slopes of 3:1 (H:V) as defined in the stormwater rules and approved by the
Division.
7. No piping is allowed within the low density portion of this project except that
minimum amount necessary to direct runoff beneath an impervious surface such
as a road or to provide access.
The sand filters have been approved to operate with a 30' level spreader and
vegetated filter strip. A level spreader and vegetated filter strip system are not
needed for wet detention ponds as they have been designed to remove 90% of
the total suspended solids (TSS).
The runoff from all built -upon area within the permitted drainage areas of the
BMPs for this project must be directed into the appropriate permitted stormwater
control system.
10. A 50' wide vegetative buffer must be provided adjacent surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers and the mean high
water line of tidal waters.
11. All runoff directed into and through the vegetative buffer must flow through the
buffer in a diffuse manner.
12. All runoff directed into wetlands shall flow into and through the wetlands at a
non -erosive velocity of 2 feet per second or less.
13. Roof drains must terminate at the outer edge of the buffer.
Page 4 of 11

State Stormwater Management Systems
Permit No. SW8 080813
14. The following design criteria have been provided in the wet detention ponds to
meet SL 2008-211, and must be maintained at design condition:
Design Criteria
DA9
DA2
DA 3
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
10.15
442,038
0
7.63
332,363
0
2.55
111,115
0
b.Total Impervious Surfaces, ft :
Onsite, ft2:
Offsite, ft2:
133,781
133,781
0
170,860
170,860
0
36,924
36,924
0
d. Design Storm, in:
1.5
1.5
1.5
e. Average Design Depth, ft:
3.0
4.0
3.0
f. TSS removal efficiency:
90%
90%
90%
g. Permanent Pool Elev., FMSL:
18.5
20.5
19.5
h. Perm. Pool Surface Area, ft2:
15,505
19,041
9,024
i. Permitted Storage Volume, ft :
18,015
21,562
10,260
. Temporary Storage Elev., FMSL:
19.5
21.5
20.5
k. Pre-dev. Discharge rate, cfs:
0.63
8.5
0.16
I. Controlling Orifice , 0 Inches:
2.5
2.5
1.0
m. Orifice flow rate, cfs:
0.09
0.09
0.02
n. Permitted Forebay Volume, ft3:
7,509
12,784
4,998
o. Max. Fountain HP:
1/8
1/6
N/A
. Receiving Stream/River Basin
Southwest Creek / White Oak
q. Stream Index Number
19-17- 0.5
r. Classification of Water Body
C NSW
15. The following design criteria have been provided in the sand filters to meet SL
2006-246, and must be maintained at design condition:
Design Criteria
DA5
DA6
a. Drainage Area, acres:
Onsite, ft:
Offsite, ft2:
0.15
6,600
0
0.15
6,600
0
b. Total Impervious Surfaces, ft :
Onsite, ftZ:
Offsite, ft2:
6,600
6,600
0
6,600
6,600
0
C. Design Storm, in.
1.5
1 1.5
d. Sediment Chamber Surface Area:
70
70
e. Sand Chamber Surface area:
70
70
f. Media Depth, ft:
1.5
1.5
. Maximum Head, ft:
4.5
4.5
h. Permitted Storage Volume, ft3:
630
630
i. Drawdown orifice, inches:
4
4
'. Draw Down Time, hrs:
31
31
k. Receiving Stream / River Basin:
Southwest Creek / White Oak
I. Stream Index Number:
19-17- 0.5
m. Classification of the Water Body:
C, NSW
II. SCHEDULE OF COMPLIANCE
The permittee shall not allow any person, including the permittee, to alter any
part of the approved stormwater management system or fill in, alter, or pipe any
of the vegetated conveyances shown on the approved plans, except for
minimum driveway crossings, unless and until the permittee shall have submitted
a modification to the permit and received approval from the Division of Water
Quality.
Page 5 of 11

State Stormwater Management Systems
Permit No. SW8 080813
2. The permittee is responsible for monitoring the project on a routine basis and
verifying that the proposed built -upon area does not exceed the allowable built -
upon area.
3. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
4. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
5. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc,
regardless of size.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. Construction of any designated future development areas.
7. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of wet detention pond slopes and the vegetated
filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of the inlet/outlet/bypass structures, sand
filter media, level spreader, catch basins, piping and vegetated filter.
g. A clear access path to the outlet/bypass structure must be available at all
times.
8. Records of maintenance activities must be kept for each permitted BMP and
made available upon request to authorized personnel of DWQ. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
Page 6 of 11

State Stormwater Management Systems
Permit No. SW8 080813
9. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
10. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the wet detention pond.
c. The falling water from the fountain must be centered in the wet detention
pond, away from the shoreline.
d. The maximum horsepower for a fountain in wet detention pond DA 1 and
DA 2 is 1/8 and 1/6 horsepower, respectively. A fountain is not permitted
in wet detention pond DA 3 as the permanent pool volume is too small.
11. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
12. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
13. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
14. Access to the stormwater facilities shall be available at all times.
15. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
16. A copy of this permit and the approved plans and specifications shall be
maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other
requirements as may be necessary. At least 30 days prior to an ownership
change, or a name change of the permittee or of the project, or a mailing
address change, the permittee shall submit a completed and signed
Name/Ownership Change form to the Division of Water Quality accompanied by
appropriate documentation as listed on the form. The approval of this request
will be considered on its merits, and may or may not be approved.
Page 7 of 11

State Stormwater Management Systems
Permit No. SW8 080813
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
area in whole or in part, nor the conveyance of common area to a third party
shall be considered an approved permit transfer request.
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
and obtaining any and all permits or approvals as required by any statutes, rules,
regulations, or ordinances, which may be imposed by any other Local, State or
Federal government agency having jurisdiction. Any activities undertaken at this
site prior to receipt of the necessary permits or approvals to do so is considered
a violation of NCGS 143-215.1, and subject to enforcement procedures pursuant
to NCGS 143-215.6.
In the event that the facilities fail to perform satisfactorily the Permittee shall take
immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management
systems.
Any individual or entity found to be in noncompliance with the provisions of this
stormwater permit or the requirements of the stormwater rules under 15A NCAC
02H.1000 as amended under Session Law 2008-211, is subject to enforcement
procedures as set forth in N.C.G.S. 143, Article 21.
The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
8. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. Approved plans, application, supplements, and specifications for the project
covered by this permit are incorporated by reference and are enforceable parts
of the permit.
11. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
Page 8 of 11

State Stormwater Management Systems
Permit No. SW8 080813
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and reissued this the 27th day of February 2013.
ANO CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
W kild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 9 of 11

State Stormwater Management Systems
Permit No. SW8 080813
Camp Devil Dog
Stormwater Permit No. SW8 080813
Onslow Countv
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 10 of 11

State Stormwater Management Systems
Permit No. SW8 080813
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet/bypass structure is located per the approved plans.
7. The orifice for the wet detention pond is correctly sized and is at the
proper elevation. ,
8. A Trash Rack is provided on the outlet/bypass structure.
9. All slopes are grassed with permanent vegetation.
10. Vegetated slopes are no steeper than 3:1.
11. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
12. The permitted amounts of surface area and/or volume have been
provided.
13. All required design depths are provided.
14. All required parts of the system are provided such as a forebay, vegetated
shelf, etc.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 11 of 11

'
DWQUSE ONLY '
Date Received
Fee Paid
P rmit Number
Applicable Rules:
(select all that apply)
❑ Coastal SW - 1995 'Coastal SW - 2008 ❑ Ph II - Post Construction
❑ Non -Coastal SW- HQW/O W Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
P1269 Camp Devil Dog SC[
2. Location of Project (street address):
City:CAMPLEIEUNE County:ONSLOW Zip:28547-2539
3. Directions to project (from nearest major intersection): .
Approximately 5.3 miles south of the intersection of US 17 and NC 24 if traveling north on US 17, right onto
Verona Loop Rd. Travel 0.2 miles turn left onto Town Point Rd. Travel 1.3 miles turn left onto Perimeter Rd..'
Site located 0.15 miles up on both sides of the road.
4. Latitude:34° 4"1' i6" N Longitude:77° 27' 28" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): []New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 080813 , its issue date (if known)luly 8, 2011 , and the status of
construction: Not Started ❑Partially Completed* ® Completed* *provide a designer's
certification
2. Specify the type of project (check one):
®Low Density AHigh Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DWQ requesting a state stormwater management permit application, list the stormwater project number,
if assigned, N/A and the previous name of the project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑ Sedimentation/ Erosion Control:
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:
Form SWU-101 Version 07Jun2010 Pagel of
JAN 3 12013
BY:

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/ Organization: M CB CAMP LEIEUNE
Signing Official & Tltle:NEAL PAUL - DEPUTY PUBLIC WORKS OFFICER
b.Contact information for person listed in item la above
Street Address:BLDG 1005 MICHAEL ROAD
City:MCB CAMP LEIEUNE State:NC Zip:28542
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a
and 2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the "property that the project is located on):
Property Owner/i
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State,
Phone: ( 1 Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone:
4. Local jurisdiction for building permits:
Point of Contact:
Fax:
Phone #:
Form SWU-101 Version 071un2010 Page 2 of 7
--CEIVE
JAN 3 12013
L'Y:

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
High density pocket areas will be treated by existing and proposed BMPs. Density controls will be used on
the low desity areas of Camp Devil Dog
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
® Other: EX. SW PERMIT Date: 7-8-2011
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph I I - Post Construction
3. ' Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 140.95 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:140.95 acres
' Total project area shall be calculated to exclude the followingg the normal pool of impounded structures, the area
between the area
of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHIA9 line, and coastal wetlands landward front the NHW (or MH➢) line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands landward of the NHW (or MHW) lute ntay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 24 %
9. How many drainage areas does the project have?l (For high density, count 1 for each proposed engineered
stormwater BMP. For low densihj and other projects, use 1 for the whole properhj area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each
area provided in the same format as below.
Basin Information
Drainage Area
Drainage Area
Drainage Area
Drainage Area
Receiving Stream Name
Stream Class *
Stream Index Number
Total Drainage Area (sf)
SEE
NEXT
PAGE
On -site Drainage Area (sf)
Off -site Drainage Area (so
Proposed Impervious Area
s
°6 Impervious Area** total
Impervious- Surface Area
Drainage Area _
Drainage Area _
Drainage Area _.
Drainage Area _
On -site Buildings/Lots (so
On -site Streets (so
On -site Parking (sf)
On -site Sidewalks (so
Other on -site (so
SEE
NEXT
PAGE .
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
Stream Class and Index Number can be determined at: htto:*ortal.ncdenr.oWzvebhuq[ps/csu7classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc. �_ E U � s E
Form SWU-101 Version 07Jun2010 Page 3 of 7 JAN 3 12013
BY:_---_-

Drainage Area 1
Drainage Area 2
Drainage Area 3.
.Drainage Area 5
Drainage Area 6
Basin Information
Low Density
(P1269)
(P1269)
(P1269)
(TECOM)
(TECOM)
Receiving Stream Name
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek
Southwest Creek
Stream Class & Index Number
C; NSW 19-17-(0.5)
C; NSW 19-17-(0.5)
C; NSW 19-17-(0.5)
C; NSW 19-17-(0.5)
C; NSW 19-17-(0.5)
C; NSW 19-17-(0.5)
Total Drainage Area
6139856
442038
332363
111115
6600
6600
On -site Drainage Area
6139856
442038
332363
111115
6600
6600
Off -site Drainage Area
0
0
0
0
0
0
Total Impervious Area
1473500
133781
170860
36924
6600
6600
Total %Impervious Area
24%
30%
51%
33%
100%
100%
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 5
Drainage Area 6
Impervious Surface Area
Low Density
(P3269)
(133269)
(P1269)
(TECOM)
(TECOM)
On -site Buildings/Lots
126198
26910
25331
19147
6600
6600
On -site Streets
237820
15934
0
5731
0
0
On -site Parking
100215
50060
0
2016
0
0
On -site Sidewalks
42049
4037
38012
0
0
0
Other on -site
108934
6840
12299
10030
0
0
Future
784066
30000
21000
0
0
0
Off -site
0
0
0
0
0
0
Existing BUA
74218
0
74218
0
0
0
TotalImpervious Area
1473500
133781
170860
36924
6600
6600

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11: How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DWO Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and'maintemnce (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). A complete package includes all of the items listed below. A detailed application instruction sheet
and BMP checklists are available from http://12ortal.ncdenr.org/web/wq/ws/su/statesw/forms does. The
complete application package should be submitted to the appropriate DWQ Office. (The appropriate office
may be found by locating project on the interactive online map at
httl2://12ortal.ncdenr.org/web/wq/ws/su/mal2s.)
Please indicate that the following required information have been provided by initialing in the space
provided for each item. All original documents MUST be signed and initialed in blue ink. Download the latest
versions for each submitted application package from
httl?://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
Initial
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part Vll below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
htto://wsvw.envhelp.org/12ages/onestolexl2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for n
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the _
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2 ^
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5 x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend..
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
ECEIVE
Form SWU-101 Version 07Jun2010 Page 4 of 7 JAN 3 12013
BY:�

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the detern-nation on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit far DWQ to verify the SHWT prior
to submittal, e m t current
10: A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC _
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretarv.state.nc.us/Corl2orations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http:////12ortal.ncdenr.org/web/wq/ws/su/statesw/forms does. Download the latest versions for each
submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:MELISSA PRITCHARD
Consulting Firm: PARSONS BRINCKERHOFF
Mailing Address:999 THIRD AVENUE SUITE 3200
City:SEATTLE State:WA Zip:98104
Phone: [phone] Fax: ( )
Email: PRITC HARDM I®PB WORLD.COM
w ECEIVE
Form SWU-101 Version 071un2010 Pane 5 of )AN 3 12013
BY:

IX. PROPERTY OWNER AUTHORIZATION (if Contact Inforniah'on, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Inforniation, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item la) with (print or hjpe name of organization listed in
Contact Infornmtion, item la) to develop the project as currently proposed. A copy
of the lease agreement or pending property sales contract has been provided with the submittal, which indicates
the party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my
designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or
defaults on their lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater
permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DWQ
immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be
operating a stormwater treatment facility without a valid permit. I understand that the operation of a
stormwater treatment facility without a valid perm t is a violation of NC General Statue 143-215.1 and may
result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day,
pursuant to NCGS 143-215.6.
a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My comnussion
Form SWU-101 Version 07Jun2010 Page 6 of 7
ECEIVE
JAN 3 12013
BY;

X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item la) NEAL PAUL
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable storrpvater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. 11-Post Construction) or SL 2008-211.
Signature: �Daatee: 73(A I)
I, t i �i a Ntary, Public for the State of tires VI �l jCounty of
do hereby certf y that^�n�`^tyr ��y U personally appeared
before me this day of ( uA W�� and ac wle e due execr
a stormwater permit. Witness my hand and official se ,
KELLEY VANDECOEVERIN
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA
commission expires
`ECEIVE
JAN 3 1 20B
Form SWU-101 Version 071un2010 Page 7 of 7
BY:

i-J

Nelson, Christine
From: Pritchard, Melissa J. [[e-mail]]
Sent: Tuesday, February 26, 2013 2:32 PM
To: Nelson, Christine
Subject: RE: Camp Devil Dog request for additional info
Christine —
I'm fine with leaving it the way it is.
Thanks —
Melissa
Melissa J. Pritchard, PE
Senior Water Resources Engineer
Parsons Brinckerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.pbworld.com
From: Nelson, Christine (mailto:[e-mail]]
Sent: Tuesday, February 26, 2013 8:08 AM
To: Pritchard, Melissa J.
Subject: RE: Camp Devil Dog request for additional info
Melissa,
Technically, the intermittent stream is the point that the stormwater group is most interested in as that is the extent to
which the 50' buffer can be applied. There appeared to be a second point on the wetland map that listed the
intermittent strip. I can run with what you have sent as it is more conservative, but if you wish to change it to the
intermittent point, that is fine too.
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: Pritchard, Melissa J.(mailto:[e-mail]]
Sent: Monday, February 25, 2013 8:22 PM
To: Nelson, Christine
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Christine —
I've changed intermittent to ephemeral. The request for additional information stated intermittent and I assumed that's
what it was. No change was made from 2009. I've also fixed the scale on CS 101 and the depth on page 3 of Pond 3
O&M. I've attached both of those and CS 100 which also showed intermittent stream. Also, it was brought to my
attention by NAVFAC the riser elevation in the table on sheet CS 131 didn't match the cross section's elevation. I've
attached that updated sheet as well.
Thank you —

Nelson, Christine
From:
Pritchard, Melissa J. [[e-mail]]
Sent:
Monday, February 25, 2013 8:22 PM
To:
Nelson, Christine
Cc:
Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject:
RE: Camp Devil Dog request for additional info
Attachments:
BMPMan-OMA-WetDetention-BMP3 Page 3.pdf, P1269 CS 100.pdf; P1269 CS 101.pdf;
P1269 CS-131.pdf
Christine —
I've changed intermittent to ephemeral. The request for additional information stated intermittent and I assumed that's
what it was. No change was made from 2009. I've also fixed the scale on CS 101 and the depth on page 3 of Pond 3
O&M. I've attached both of those and CS 100 which also showed intermittent stream. Also, it was brought to my
attention by NAVFAC the riser elevation in the table on sheet CS 131 didn't match the cross section's elevation. I've
attached that updated sheet as well.
Thank you —
Mclissa
Melissa J. Pritchard, PE
Senior Water Resources Engineer
Parsons Brinkerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.pbworld.com
From: Nelson, Christine [mailto:christine.nelson(o)ncdenr.gov]
Sent: Monday, February 25, 2013 9:38 AM
To: Pritchard, Melissa J.
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Melissa,
I have reviewed the additional items received on February 191h. I had a few questions / comments:
Where did the intermittent stream call come from? The wetland map (dated 6/16/2009) and provided with the
submittal is blurry but seems to indicate this spot is the start of the ephemeral stream. Has a more recent call
been made?
• The scale on CS101 appears to be off. Can you please double check the scale is correct?
• Page 3 of the updated O&M form doesn't seem to have the depth listed correctly. (19.5-15 = 4.5)
If changes are necessary, feel free to e-mail them. Since the latest sets of plans are 11 x 17, 1 can print off the updated
sheets.
Thanks,
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: Pritchard, Melissa J. rmailto:oritchardmi(a i)bworld.com]
Sent: Monday, February 18, 2013 7:26 PM

To: Nelson, Christine; Bradshaw CIV Thomas C
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Christine —
I have sent the updated plan set and supplemental documents out Priority FEDEX and you should received them no later
than loam Wednesday February 20, 2013. 1 have attached the letter with my responses and also included one in the
package. I've also attached page 4 of the application because I'm not sure if it was in the package.
Thank you —
Mclissa
Melissa J. Pritchard, PE
Senior Water Resources Engineer
Parsons Brinkerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.pbworld.com
From: Nelson, Christine rmailto:christine.nelson(la ncdenr.gov]
Sent: Wednesday, February 13, 2013 2:06 PM
To: Pritchard, Melissa J.; Bradshaw CIV Thomas C
Cc: Russell, Janet
Subject: Camp Devil Dog request for additional info
Melissa,
A pdf of the request for additional information on the modification to Camp Devil Dog, SW8 080813, is attached. Copies
of this letter will also be sent in the mail. Please let me know if you have any questions.
Thanks,
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.
NOTICE: This communication and any attachments ("this message") may contain confidential information for
the sole use of the intended recipient(s). Any unauthorized use, disclosure, viewing, copying, alteration,
dissemination or distribution of, or reliance on this message is strictly prohibited. If you have received this
message in error, or you are not an authorized recipient, please notify the sender immediately by replying to this
message, delete this message and all copies from your e-mail system and destroy any printed copies.

NOTICE: This communication and any attachments ('this message") may contain confidential information for
the sole use of the intended recipient(s). Any unauthorized use, disclosure, viewing, copying, alteration,
dissemination or distribution of, or reliance on this message is strictly prohibited. If you have received this
message in error, or you are not an authorized recipient, please notify the sender immediately by replying to this
message, delete this message and all copies from your e-mail system and destroy any printed copies.

Nelson, Christine
From: Nelson, Christine
Sent: Tuesday, February 26, 2013 11:08 AM
To: 'Pritchard, Melissa J.'
Subject: RE: Camp Devil Dog request for additional info
Melissa,
Technically, the intermittent stream is the point that the stormwater group is most interested in as that is the extent to
which the 50' buffer can be applied. There appeared to be a second point on the wetland map that listed the
intermittent strip. I can run with what you have sent as it is more conservative, but if you wish to change it to the
intermittent point, that is fine too.
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: Pritchard, Melissa J. [mailto:[e-mail]]
Sent: Monday, February 25, 2013 8:22 PM
To: Nelson, Christine
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Christine —
I've changed intermittent to ephemeral. The request for additional information stated intermittent and I assumed that's
what it was. No change was made from 2009. I've also fixed the scale on CS 101 and the depth on page 3 of Pond 3
O&M. I've attached both of those and CS 100 which also showed intermittent stream. Also, it was brought to my
attention by NAVFAC the riser elevation in the table on sheet CS 131 didn't match the cross section's elevation. I've
attached that updated sheet as well.
Thank you -
Mclissa
Melissa J. Pritchard, PE
Senior Water Resources Engineer
Parsons Brinckerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.obworld.com
From: Nelson, Christine rmailto:christine.nelson(alncdenr.aov]
Sent: Monday, February 25, 2013 9:38 AM
To: Pritchard, Melissa J.
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Melissa,
I have reviewed the additional items received on February 191". I had a few questions / comments:

Nelson, Christine
From: Nelson, Christine
Sent: Tuesday, February 19, 2013 8:15 AM
To: 'Pritchard, Melissa J.'
Subject: RE: Camp Devil Dog request for additional info
Thanks for the heads up. I will keep an eye out for it and if necessary, add the updated page of the application.
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: Pritchard, Melissa J. fmailto:pritchardmiCa)pbworld.com]
Sent: Monday, February 18, 2013 7:26 PM
To: Nelson, Christine; Bradshaw CIV Thomas C
Cc: Russell, Janet; Hallinan, Tyler; Smith, Charles (Norfolk); White, Lewis
Subject: RE: Camp Devil Dog request for additional info
Christine —
I have sent the updated plan set and supplemental documents out Priority FEDEX and you should received them no later
than loam Wednesday February 20, 2013. 1 have attached the letter with my responses and also included one in the
package. I've also attached page 4 of the application because I'm not sure if it was in the package.
Thank you —
Mclissa
Melissa J. Pritchard, PE
Senior Water Resources Engineer
Parsons Brinkerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.pbworld.com
From: Nelson, Christine fmailto:christine.nelsonCabncdenr.aov]
Sent: Wednesday, February 13, 2013 2:06 PM
To: Pritchard, Melissa I.; Bradshaw CIV Thomas C
Cc: Russell, Janet
Subject: Camp Devil Dog request for additional info
Melissa,
A pdf of the request for additional information on the modification to Camp Devil Dog, SW8 080813, is attached. Copies
of this letter will also be sent in the mail. Please let me know if you have any questions.
Thanks,
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.
NOTICE: This communication and any attachments ("this message") may contain confidential information for
the sole use of the intended recipient(s). Any unauthorized use, disclosure, viewing, copying, alteration,
dissemination or distribution of, or reliance on this message is strictly prohibited. If you have received this
message in error, or you are not an authorized recipient, please notify the sender immediately by replying to this
message, delete this message and all copies from your e-mail system and destroy any printed copies.

February 18, 2013
North Carolina Department of Natural Resources
Wilmington Regional Office
Attn: Christine Nelson, Environmental Engineer
127 Cardinal Drive Extension
Wilmington, NC 28405
Subject: Request for Additional Information
Stormwater Project No. SW8080813
Camp Devil Dog S01
Onslow County
Ms. Nelson —
PARSONS
y= BRINCKERHOFF
�u
Parsons Brinckerhoff has updated the enclosed plans and supporting documents for the Camp Devil Dog
SOI stormwater permit modification per your request for additional information on February 13, 2013.
The following responses coordinate with your request:
1. The amount of future impervious has been reduced so that the percent impervious is 24.0%.
This change is reflected in the basin breakdown (page 4 of application) and sheet CS-100.
2. a. Bottom elevation of BMP 3 has been updated to 15' with a sediment cleanout bottom of 14'.
This change is reflected on sheets CS-111, CS-121 and CS-131 as well as in the supplemental
spreadsheet and stage -storage table.
b. Surface areas and volumes were checked and updated accordingly.
c. Orifice changed to 1" to achieve an adequate drawdown time of 2-5 days.
.3. Identified the intermittent stream starting point and stormwater buffer area on sheets CS-100
and CS-101.
4. BUA remaining removed. BUA future and other updated in tables on sheet CS-100 and page 4 of
application.
5. Planting density has been added to sheets CS-130 and CS-131 under the wetland vegetation
notes.
Please let me know if you require any additional information.
Thank you —
Melissa Pritchard, PE
ECEIVE
FEB 19 2013
BY:

_^-.-�'
MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
February 13, 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 080813
Camp Devil Dog SOI
Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for Camp Devil Dog on January 31, 2013. A preliminary review of that information
has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. The percent of impervious area to drainage area appears to be 24.3%, which is greater
than the low density development limits. Please reduce the amount of future impervious
area allocated to the project such that the impervious area for the total project is 24.0%
or less.
2. For Pond 3, please confirm the following:
a. That the elevation for the bottom of the pond (at the top of the sediment storage)
is consistently presented. For instance, the calculations appear to use a bottom
elevation of 15 for the main pool however the cross section of the pond on the
plans and other documents appear to indicate the bottom elevation is set an
elevation of 16. Also, please double check the depths presented on page 3 of the
operation and maintenance agreement are correct.
b. That the surface areas and volumes of the pond presented in the supplement,
calculations, and plans are consistent and accurate.
c. Based on the provided design parameters, it appears that pond 3 will drawdown
faster than 2 days. Please double check the drawdown calculations for the pond.
Please remember that the required storage volume and the provided head are
used to determine the drawdown time.
3. According to the provided wetland map, it appears that the interment stream starts within
the low density boundary. Please identify the starting point of the intermittent stream on
plan sheet CS100, the approximate top of bank, and delineate the required stormwater
buffer.
4. On plan sheet CS100, please clarify that the "BUA remaining" is the amount of future
BUA available. Also, in table summarizing the BUA of the various BMPs and low density
portions of this project, you should consider separating the future BUA from the other
BUA. These are two very different categories and it is helpful to separate the two for
future file reviews.
5. Please include the planting density proposed for the vegetated shelf.
The top of page
10-17 of the NC BMP manual lists the recommenced planting density.
Wilmington Regional Office
One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
NorthCarolina
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
Internet mws.ncwateryuality.org
Naturally
lly

Neal Paul
February 13, 2013
Stormwater Application No. SW8 080813
6. Due to the potentially minor nature of these comments, the express additional
information fee has been waived for this request for additional information
Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to February 21, 2013, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2008\080813 HD\2013 02 addinfo 080813
cc: Melissa Pritchard, Parsons Brinckerhoff
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Wednesday, February 13, 2013 5:06 PM
To:
'Pritchard, Melissa J.'; Bradshaw CIV Thomas C
Cc:
Subject:
Russell,.Janet—,,,_
Camp_Qevil.Dog.request.for_additional in o�
Attachments:
2013 02 addinfo 080813:pdf
Melissa,
A pdf of the request for additional information on the modification to Camp Devil Dog, SW8 080813, is attache57-Copies
of'this leette� will also be sent in°the mail. Please let me know if you have any questions.
Thanks,
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.

IE
PARSONS
BRINCKERHOFF
February 11, 2013
6161 Kempsville Circle
Suite 110
Norfolk, VA 23502
Main: 757-466-1732
Fax:[phone]
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Janet Russell
RE: P1269 — Camp Devil Dog Stormwater Permit No. SW8 08813
Onslow County
Transmitted herewith is the certification for Pond 1 for the Camp Devil Dog SOI Interim
Facilities and Field Training Facility. If you have any questions regarding this
certification please contact Ms Melissa Pritchard at 1-206-382-6325 or me at 757-466-
9603.
Sincerely,
Parsons Brinckerhoff
Lewls R. White, P. E.
Project Manager
Enclosure
V(cf-lve
FEB 14 2013
Over a Century of
Engineering Excellence

Y25
YEARS
Stormwater Management
Narrative and. Calculations
P1269 Devil Dog SOI
Stormwater Enhancements
Camp Lejeune, North Carolina
January 18, 2013
Prepared by:
Parsons Brinckerhoff
6151 Kempsville Circle, Suite 110
Norfolk, Virginia 23502
ECEIVF-
JAN 3 12013

Table of Contents
I. Introduction..............................................................................................................
ProjectDescription...................................................................................................
Existing Site Conditions............................................................................................
II. Hydrology................................................................................................................................
III. Pre- and Post Development Conditions...................................................................
IV. Water Quality Analysis............................................................................................
BM P-1......................................................................................................................
BM P-3......................................................................................................................
V. Drainage Design.......................................................................................................
AppendixA Mapping....................................................................................................
Appendix B BMP Analysis.............................................................................................
p�
.co �)JN3
...................................................................
Appendix D Culvert Calculations...................................................................................
Appendix E Ditch Calculations......................................................................................
............3
............3
............3
............3
............4
............4
............4
............4
............5
............6
............8
..........65
..........70
..........79
_----- ----------- ----
1 g
2 P a e
j;
�,s

I. Introduction
Project Description
Camp Devil Dog is an approximately 141 acre site located within Camp Lejeune on the west side
of New River. The main drive, Perimeter Road, can be accessed from U.S. Route 17 and Verona
Loop Road. The Camp Devil Dog Stormwater Enhancement Alternatives Study was completed
March 29, 2012. The study evaluated the existing stormwater management and flooding
problems routinely occurring within the Camp Devil Dog watershed. The purpose of this project
is to alleviate the identified flood areas and also provide stormwater management for current
and future development.
This report presents the stormwater management and drainage design of the project area
necessary to comply with North Carolina Department of Natural Resources (NCDENR)
requirements to modify the existing state stormwater management permit SW8 080813.
Existing stormwater permit SW8 080813 covers five sand filters and two wet detention ponds.
Two sand filters located on the Thunderdome and the wet retention pond (BMP-2) located near
the AIF building is to remain in place. This permit modification includes removing three sand
filters, modifying one existing wet retention pond (BMP-1) and adding one new wet retention
and (BMP-3).
Existing Site Conditions
Camp Devil Dog is one of many training sites located within MCB Camp Lejeune. The majority of
the 141 acre site is forested land with low density development. There is a pocket of high
density development within the site that consists of academic, administrative, storage, and
other miscellaneous support buildings, barracks, latrines, outdoor training course, paved
roadways, detention ponds, and a large parking lot.
The terrain for the site is relatively flat with slopes not exceeding 2%. The existing site has
problems with erosion control, sustaining vegetation and flooding or standing water. The
project site drains to the Non -SA waters of Mill Run and then eventually to Southwest Creek.
Southwest Creek is located in the White Oak river basin, its Index number is 19-17-(6.5) and its
class is C; HOW; NSW. Mill Run is class C; NSW.
II. Hydrology
In accordance with NCDOT criteria, the hydrological analysis for the proposed site was
completed using the Rational Method for culverts and ditches and the Modified Rational
equation for storm water management. The rainfall intensity values were found using the
NOAA rainfall data for Snead's Ferry rain gauge and the time of concentration determined using
Seelye and Kirpich methods. The pre -development and post -development conditions for this
project are divided into three primary drainage areas.
....... ECEIVPE 31pa.ge
JAN 3 1 2M
S.
BY:

III. Pre- and Post Development Conditions
This project includes construction of ditches, culverts, -and stormwater management facilities to
alleviate existing flooding conditions onsite. The overall permit boundary has 8% built upon
area (BUA) with 160,952 square feet of impervious land cover. An overall site map showing
existing impervious areas is located in Appendix A.
A new wet detention pond and a modified existing wet detention pond are proposed for the
project site to provide stormwater treatment and reduce runoff from development. Table 1
below gives the 10- and 100-year pre- and post development flows, for both stormwater
management facilities, found using the Modified Rational Method and NOAA Atlas 14 rainfall
intensities from Sneads Ferry rain gauge located approximately 3 miles from Camp Lejeune.
Table 1— Summary of Pre and Post Development Conditions
Predevelopment Flow (cfs)
Post development Flow (cfs)
2-yr
10-yr
100-yr
2-yr
10-yr
100-yr
BMP-1
25.13
30.01
39.55
1.24
4.73
8.77
BMP-3
5.60
7.35
9.09
0.05
0.06
1.79
IV. Water Quality Analysis
;..
BMP-1 has been modified to provide storage and treatment of stormwater runoff from a
contributing drainage area of 442,038 square feet. The average depth of the basin is 3.0 feet
and the design total suspended solids removal is 90%. A 10-foot wide vegetated shelf is
provided with 6 inches below the permanent pool elevation and the outside edge is 6 inches
above the permanent pool elevation. The forebay volume is 19.0% of the total permanent pool
volume. Total nitrogen removal is 25% and total phosphorus removal is 40%.
BMP-3
BMP-3 provides storage and treatment of stormwater runoff from all 332,533 square feet of
drainage area 2.The average depth of the basin is 4.0 feet and the design total suspended solids
removal is 90%. A 10-foot wide vegetated shelf is provided with 6 inches below the permanent
pool elevation and the outside edge is 6 inches above the permanent pool elevation. The
forebay volume is 21.4% of the total permanent pool volume. Total nitrogen removal is 25%
and total phosphorus removal is 40%.
Stage storage tables and routing models for both wet detention basins are located in Appendix
B. NCDENR Supplemental Forms are located in Appendix C.
4 1 P a g e

V. Drainage Design
Culverts have been designed according to NCDOT criteria using the Rational Method and
rainfall intensities provided by NOAA for Sneads Ferry rain gauge. Culverts have been designed
for the 10 year storm occurrence for the area. Culvert calculation spreadsheets are located in
Appendix D.
Ditches have been designed according to NCDOT criteria using the Rational Method and rainfall
intensities provided by NOAA for Sneads Ferry rain gauge. Ditches have been designed for the
10 year storm occurrence for the area.
ECEWE Page
JAN 3 12013
i

Appendix A
Mapping
6Page

LINE TABLE
LINE
LENGTH
BEARING
Ll
1117.83
N79e56'41"E
L2
909.79
N62e27'43"E
L3
1706.51
N89e48'35"E
L4
761.48
S57e38'24"E
LS
689.17
S24e17'01"W
L6
1192.65
529e10'29"W
L7
373.92
561°09'37"W
L8
1150.66
S8Se38'20"W
L9
988.63
587e31'47"W
L10
706.20
586e16'12"W
L11
557.14
N17e07'12"W
L12
912.55
1\130e36'49"E
L13
517.47
N51e41'39"E
Project Phases
Permit Type
Stormwater
Permit
Approval
Date
TECOM
High Density
SW8080313
9252008
Camp D"I Dog SOI-Pl269
High Density
SW8080313 Mod
7 011
CampDeulDog SOI-P1269
Overall Low Density w/Pockets ofHighDensity
SW8080313Mod
BMP
BUILDINGS
STREETS
PARKING
SIDEWALKS
OTHER
EX. BUA
TOTAL BUA PER BMP
BMP 1
26.910
15,934
50,060
4,037
36,840
0
133,781
BMP 2
25.331
0
0
38,012
33.299
74,218
170,860
BMP3
19.147
5,731
2,016
0
10,030
0
36,924
BMP 5
6.600
0
0
0
0
0
6,600
BMP6
6,600
0
0
0
0
0
6,600
LowDenso
41,610
216.155
48.139
0
79.765
0
385,669
Total
126,198
237,820
100,215
42,049
159,934
74,218
740,434
••
I\1
III\\
\\\
—
I I I /
•I
Aft
1
_
/ /
I
_ _-------
/ /
I
1 I
LEGEND
mmmmmmmm �nlK
LN1YI.,Q .A
ECEIVE
1AN 3 12013
BY:
200 IM 0 300 400
de lee\
N
V
Yr C
m
J E
U�
Qm
LLL
UW
Z_2
Z N
a¢a E
F o
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((0 O
N
L
0
aZ
J
a
I
v1
W
G

Appendix B
BMP Analysis
ECEIVE
JAN 3 12013
M3 --

WET DETENTION BASIN STAGE -STORAGE TABLE:
Bottom Shelf
PP
Top Shelf
State Storage
ELEVATION (FT) AREA (SF)
14.5
6180
15
7359
16
8901
17
10563
18
12341
1 5
15505
19
18475
19.5
19655
INCREMENTAL
STORAGE
VOLUME (CF)
(CF)
0
3380
8118
9720
11440
6946
8484
8484
9531
18015
volume at ermanent pool (elev. 18.5) =
39605
cf
1.5" storage volu a provided (elev. 19. =
18015
cf
t I volume o asin =
57620
cf
surface area at bottom f 10:1 shelf =
15505
sf
volume at tom of 1 . shelf =
39605
cf
surfac area at top of 10:1 sh If =
18475
sf
volume at top of 10:1 shelf -
57620
cf
minimum forebay volume =
7509
cf
BMP 1 - Forebay
evation (FT)
Area (SF)
Incremental
Volume (CF)
Accumula ' e
Volume (CF
15
1140
0
0
16
1675
1399
1399
17
2273
1966
3365
18
2928
2594
5959
18.5
3277
1550
7509

BMP 1 WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION (FT) AREA (SF)
14.5
6180
15
7359
16
8901
17
10563
Bottom Shelf
18
12341
PP
18.5
15505
Top Shelf
19
1847S
State Storage
19.5
19655
INCREMENTAL STORAGE
VOLUME (CF) (CF)
0
3380
8118
9720
11440
6946
8484
9531
volume at permanent pool (elev. 18.5) =
39605 cf
1.5" storage volume provided (elev. 19.5) =
18015 cf
total volume of basin =
57620 cf
surface area at bottom of 10:1 shelf =
15505 sf
volume at bottom of 10:1 shelf =
32659 cf
surface area at top of 10:1 shelf =
18475 sf
volume at top of 10:1 shelf =
57620 cf
minimum forebay volume =
7509 cf
BMP 1 - Forebay
Elevation (FT)
Area (SF)
Incremental
Volume (CF)
Accumulative
Volume (CF)
15
1140
0
0
16'
1675
1399
1399
17
2273
1966
3365
18
2928
2594
5959
18.5
3277
1550
7509
8484
18015
19.0%
j FEB 19 2013

BMP 3 WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION (FT) AREA (SF)
15
2628
16
3549
17
4419
18
5933
Bottom Shelf
19
7700
PP
19.5
9024
Top Shelf
20
10,490
State Storage
20.5
11,058
volume
at permanent pool (elev. 19.5) =
1.5" storage volume provided (elev. 20.5) =
total volume of basin =
surface area at bottom of 10:1 shelf =
volume at bottom of 10:1 shelf =
surface area at top of 10:1 shelf =
volume at top of 10:1 shelf =
minimum forebay volume =
INCREMENTAL STORAGE
VOLUME (CF) (CF)
0
3077
3976
5157
6797
4177
4874
5386
23184
10260
33445
9024
19008
10490
33445
4998
BMP 3 - Forebay
Elevation (FT)
Area (SF)
Incremental
Volume (CF)
Accumulative,
Volume (CF)
15
551
0
0
16
854
697
697
17
1212
1028
1725
18
1623
1413
3137
19
2110
1861
4998
4874
10260
cf
cf
cf
sf
cf
sf
cf
cf
21.6%
` FEB 19 2013
F
Fly

Project Summary
Camp Lejeune -
Title
Devil Dog SOI
Stormwater
Enhancements
Engineer
M3 Pritchard
Company
Parsons
Brinckerhoff
Date
1/18/2013
Notes BMP-1 Modified Rational Method
Bentley Systems, Inc. Haestad Methods Solution
BMP t.ppc Center
1/17/2013 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
V•t It -.e ...
Bentley PondPack V8i
108.11.01.541
Page 1 of 27

P 3 WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION (FT) AREA (SF)
15
0
16
3549
17
4908
18
6108
Bottom Shelf
7700
PP
19.5
9024
Top Shelf
20
10,490
State Storage
20.5
11,058
volume
at pe anent pool (elev. 19.5) =
1.5" storage
volume p vided (elev. 20.5) =
total vo me of basin =
surface area at bottom of 1 . sh =
volume at bottom of 10• sh -
surface area at top f 10:1 shelf =
volume a op of 10:1 shelf =
mini um forebay volume =
INCREMENTAL STORAGE
'VOLUME (CF) (CF)
0
1183
4210
5497
6889
4177
4874
5386
21956
32216
9024
21956
10490
4
BMP 3 - Forebay
Elevation (FTV
Area (SF)
Incremental
Volume (CF)
Accumulative
Volume (CF)
16
946
0
0
17
1343
1139
1139
8
1798
1565
2704
19
2309
2048
4752
e
cf
cf
cf
sf
cf
sf
cf
cf
JAN 3 12013
By:

BMP 1
BMP 1
Outlet 1
BMP 1
BMP 1 (IN)
DA 1
Table of Contents
Modified Rational Grand 2
Summary
Master Network Summary 3
Devil Dog 2 Year
Time vs. Volume 4
Time vs. Volume 8
Time vs. Volume 12
Elevation -Area Volume 16
Curve
Outlet Input Data 17
Devil Dog - 100 Year
Elevation -Volume -Flow 21
Table (Pond)
Devil Dog - 2 Year
Level Pool Pond Routing 22
Summary
Level Pool Pond Routing 23
Summary
Level Pool Pond Routing 24
Summary
Devil Dog - 2 Year
C and Area (Pre- 25
Development)
C and Area (Post- 26
Development)
JAN 3 12013
BY-

Subsection: Modified Rational Grand Summary
Modified Rational Method
Q = CiA * Units Conversion; Where conversion = 43560 / (12 * 3600)
__ __.__-.----------__._ _.__--- _..;
Frequency Area Adjusted C Duration ..Intensity- Flow (Peak) Flow Volume I
(years) (ft2) Coefficient (hours) .. (in/h) (ft3/s) (Allowable) (inflow) .t
(ft3/s) (ft3)
2
442,038.000
0.522
0.250
4.710
25.13
22.67
22,620.051
30
442,038.000
0.522
0.333
5.623
30.01
29.61
36,008.518
100
442,038.000
0.522
0.350
7.412
39.55
39.13
49,835.191
Volume
.(Storage)
(ft3)
2,218.119
4,921.588
7,579.231
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Val
BMP 1.ppc Center [08.11.01.54[
1/17/2013 27 Siemon Company Drive Suite 200 W Page 2 of 27
Watertown, CT 06795 USA r1-203-755-1666

Subsection: Master Network Summary
Catchments Summary
Scenario 'Return - Hydro —graph.- Time to Peak :Peak Flow �
Event Volume (hours) (ft3/S)
(years) (ft3) -
DA 1
Devil Dog 2 yr
2
22,121) 00
0.250
25.13
DA 1
Devil Dog 10 yr
10
36,009.000
0.250
30.01
DA 1
Devil Dog 100 yr
100
49,835.000
0.250
39.55
Node Summary
Label - Scenario : Return Hydrograph Time to Peak 'Peak Flow
I - Event Volume (hours) (ft3/s)
... (Years) (ft3) - ;
CG-6
Devil Dog 2 yr
2
17,165.000
0.500
1.24
CG-6
Devil Dog 10 yr
10
30,252.000
0.550
4.73
CG-6
Devil Dog 100 yr
1001
43,970.000
0.550
8.77
Pond Summary
- - -- - - - -.
Label Scenario 'Return Hydrograph Time to Peak Peak Flow Maximum :Maximum
Event Volume, (hours) (ft3/s) Water. Pond Storage !,
,(years) (ft3) i.. Surface. (R3)
Elevation
i
(ft)
BMP 1 (IN)
Devil Dog 2 yr
2
22,620.000
0.250
25.13
(N/A)
(N/A)
BMP 1 (OUT)
Devil Dog 2 yr
2
17,165.000
0.500
1.24
19.69
61,430.000
BMP 1 (IN)
Devil Dog 10
10
36,009.000
0.250
30.01
(N/A)
(N/A)
yr
BMP 1 (OUT)
Devil Dog 10
10
30,252.000
0.550
4.73
20.18
72,143.000
yr
BMP 1 (IN)
Devil Dog 100
100
49,835.000
0.250
39.55
(N/A)
(N/A)
yr
BMP 1 (OUT)
Devil Dog 100
100
43,970.000
0.550
8.77
20.61
82,508.000
yr
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack Val
BMP 1.ppc Center 108.11.01.541
1/17/2013 27 Siemon Company Drive Suile 200 W Page 3 of 27
Watertown, CT 06795 USA [phone]
ECEIVE
JAN 3 12013
BY:

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume ^ Volume Volume Volume Volume
(hours) (ft3) (ft3) (ft3) (ft3),,. (ft3)
0.000
39,555.000
39,973.000
41,248.000
43,446.000
46,678.000
0.250
50,761,000
54,807.000
57,979.000
60,052.000
61,199,000
0.500
61,430.000
61,215.000
61,011.000
60,817.000
60,633.000
0.750
60,458.000
60,292.000
60,134.000
59,984.000
59,842.000
1.000
59,707.000
59,578.000
59,456.000
59,340.000
59,230.000
1.250
59,125.000
59,025.000
58,931.000
58,841.000
58,755.000
1.500
58,674.000
58,596.000
58,523.000
58,453.000
58,387.000
1.750
58,323.000
58,263.000
58,206,000
58,152.000
58,100.000
2.000
58,051.000
58,004.000
57,960.000
57,918.000
57,877.000
2.250
57,839.000
57,803.000
57,768.000
57,735.000
57,704.000
2.500
57,674.000
57,646.000
57,616.000
57,587.000
57,557.000
2.750
57,527.000
57,497,000
57,468.000
57,438.000
57,409.000
3.000
57,379.000
57,350.000
57,320.000
57,291.000
57,261.000
3.250
57,232.000
57,203.000
57,173.000
57,144.000
57,115.000
3.500
57,086.000
57,056.000
57,027.000
56,998.000
56,969.000
3.750
56,940.000
56,911.000
56,882.000
56,853.000
56,824.000
4.000
56,795.000
56,767.000
56,738.000
56,709.000
56,680.000
4.250
56,652.000
56,623.000
56,594.000
56,566.000
56,537.000
4.500
56,509.000
56,480.000
56,452.000
56,423.000
56,395.000
4.750
56,367.000
56,338.000
56,310.000
56,282.000
56,253.000
5.000
56,225.000
56,197.000
56,169.000
56,141.000
56,113.000
5.250
56,085.000
56,057.000
56,029.000
56,001.000
55,973.000
5.500
55,945.000
55,917.000
55,889.000
55,862.000
55,834.000
5.750
55,806.000
55,779.000
55,751.000
55,723.000
55,696.000
6.000
55,668.000
55,641.000
55,613.000
55,586.000
55,558.000
6.250
55,531.000
55,504.000
55,476.000
55,449.000
55,422.000
6.500
55,395.000
55,367.000
55,340.000
55,313.000
55,286.000
6.750
55,259.000
55,232.000
55,205.000
55,178.000
55,151.000
7.000
55,124.000
55,097.000
55,070.000
55,044.000
55,017.000
7.250
54,990.000
54,963.000
54,937.000
54,910.000
54,883.000
7.500
54,857.000
54,830.000
54,804.000
54,777.000
54,751.000
7.750
54,724.000
54,698.000
54,671.000
54,645.000
54,619.000
8.000
54,592.000
54,566.000
54,540.000
54,514.000
54,488.000
8.250
54,461.000
54,435.000
54,409.000
54,383.000
54,357.000
8.500
54,331.000
54,305.000
54,279.000
54,253.000
54,228.000
8.750
54,202.000
54,176,000
54,150.000
54,124.000
54,099.000
9.000
54,073.000
54,047.000
54,022.000
53,996.000
53,971.000
9.250
53,945.000
53,919.000
53,894.000
53,869.000
53,843.000
9.500
53,818.000
53,792.000
53,767.000
53,742.000
53,716.000
9.750
53,691.000
53,666.000
53,641.000
53,616.000
53,591.000
10.000
53,565.000
53,590.000
53,515.000
53,490.000
53,465.000
10.250
53,440.000
53,415.000
53,391.000
53,366.000
53,341.000
10.500
53,316.000
53,291.000
53,266.000
53,242.000
53,217.000
BMP 1.ppc
1/17/2013
J.
t
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203.755-1666
Bentley Pond Pack V8i
108.11.01,w
Page 4 of 27

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
, Volume
Volume,
(hours)
(ft3)
(ft3).�
i, (ft3)
_ (k3)
(ft3)
10.750
53,192.000
53,168.000
53,143.000
53,119.000
53,094.000
11.000
53,069.000
53,045.000
53,020.000
52,996.000
52,972.000
11.250
52,947.000
52,923.000
52,899.000
52,874.000
52,850.000
11.500
52,826.000
52,801.000
52,777.000
52,753.000
52,729.000
11.750
52,705.000
52,681.000
52,657.000
52,633.000
52,609.000
12.000
52,585.000
52,561.000
52,537.000
52,513.000
52,489.000
12.250
52,465.000
52,441.000
52,418.000
52,394.000
52,370.000
12.500
52,346.000
52,323.000
52,299.000
52,276.000
52,252.000
12.750
52,228.000
52,205.000
52,181.000
52,158.000
52,134.000
13.000
52,111.000
52,088.000
52,064.000
52,041.000
52,018.000
13.250
51,994.000
51,971.000
51,948.000
51,925.000
51,901.000
13.500
51,878.000
51,855.000
51,832.000
51,809.000
51,786.000
13.750
51,763.000
51,740.000
51,717.000
51,694.000
51,671.000
14.000
51,648.000
51,625.000
51,602.000
51,579.000
51,557.000
14.250
51,534.000
51,511.000
51,488.000
51,466.000
51,413.000
14.500
51,420.000
51,398.000
51,375.000
51,353.000
51,330.000
14.750
51,308.000
51,285.000
51,263.000
51,240.000
51,218.000
15.000
51,195.000
51,173.000
51,151.000
51,128.000
51,106.000
15.250
51,084.000
51,062.000
51,040.000
51,017.000
50,995.000
15.500
50,973.000
50,951.000
50,929.000
50,907.000
50,885.000
15.750
50,863.000
50,841.000
50,819.000
50,797.000
50,775.000
16.000
50,753.000
50,731.000
50,709.000
50,688.000
50,666.000
16.250
50,644.000
50,622.000
50,601.000
50,579.000
50,557.000
16.500
50,536.000
50,514.000
50,493.000
50,471.000
50,449.000
16.750
50,428.000
50,406.000
50,385.000
50,364.000
50,342.000
17.000
50,321.000
50,299.000
50,278.000
50,257.000
50,235.000
_ 17.250
50,214.000
50,193.000
50,172.000
50,151.000
50,129.000
17.500
50,108.000
50,087.000
50,066.000
50,045.000
50,024.000
17.750
50,003.000
49,982.000
49,961.000
49,940.000
49,919.000
16.000
49,898.000
49,877.000
49,856.000
49,835.000
49,815.000
18.250
49,794.000
49,773.000
49,752.000
49,732.000
49,711.000
18.50o
49,690.000
49,670.000
49,649.000
49,628.000
49,608.000
18.750
49,587.000
49,567.000
49,546.000
49,526.000
49,505.000
19.000
49,485.000
49,464.000
49,444.000
49,424.000
49,403.000
19.250
49,383.000
49,363.000
49,342.000
49,322.000
49,302.000
19.500
49,282.000
49,261.000
49,241.000
49,221.000
49,201.000
19.750
49,181.000
49,161.000
49,141.000
49,121.000
49,101.000
20.000
49,081.000
49,061.000
49,041.000
49,021.000
49,001.000
20.250
48,981.000
48,961.000
48,942.000
48,922.000
48,902.000
20.500
48,882.000
48,862.000
48,843,000
48,823.000
48,803.000
20.750
48,784.000
48,764.000
48,744.000
48,725.000
48,705.000
21.000
48,686.000
48,666.000
48,647,000
48,627.000
48,608.000
21.250
48,588.000
48,569.000
48,550.000
48,530.000
48,511.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 1.ppc
Center
1/172013
27 Siemon
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
[phone]
Bentley PondPack V8i
[08.11.01.541
Page 5 of 27
ECEIVE `.
JAN 3 1 20t
RV.

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
` Time
Volume
Volume
.. Volume
Volume
Volume
(hours).
(ft3)
(ft3)
(ft3)
(ft3).:...
;(ft3) ,
21.500
48,492.000
48,472.000
48,453.000
48,434.000
48,415.000
21,750
48,395.000
48,376.000
48,357.000
48,338.000
48,319.000
22.000
48,300.000
48,280.000
48,261.000
48,242.000
48,223.000
22.250
48,204.000
48,185.000
48,166.000
48,147.000
48,129.000
22.500
48,109.000
48,089.000
48,068.000
48,047.000
48,026.000
22.750
48,005.000
47,985.000
47,964.000
47,943.000
47,923.000
23.000
47,902.000
47,882.000
47,861.000
47,841.000
47,820.000
23.250
47,800.000
47,780.000
47,760.000
47,740.000
47,719.000
23.500
47,699.000
47,679.000
47,660.000
47,640:000
47,620.000
23.750
47,600.000
47,580.000
47,561.000
47,541.000
47,521.000
24.000
47,502.000
47,482.000
47,463.000
47,444.000
47,424.000
24.250
47,405.000
47,386.000
47,366.000
47,347.000
47,328.000
24.500
47,309.000
47,290.000
17,271.000
47,252.000
47,233.000
24.750
47,215.000
47,196.000
47,177.000
47,158.000
47,140.000
25.000
47,121.000
47,103.000
47,084.000
47,066.000
47,047.000
25.250
47,029.000
47,011.000
46,993.000
46,974.000
46,956.000
25.500
46,938.000
46,920.000
46,902.000
46,884.000
46,866.000
25.750
46,848.000
46,830.000
46,812.000
46,795.000
46,777,000
26.000
46,759.000
46,742.000
46,724.000
46,706.000
46,689.000
26.250
46,672.000
46,654.000
46,637.000
46,619.000
46,602.000
26.500
46,585.000
46,568.000
46,551.000
46,533.000
46,516.000
26.750
46,499.000
46,482.000
46,465.000
46,448.000
46,432.000
27.000
46,415.000
46,398.000
46,381.000
46,365.000
46,348.000
27.250
46,331.000
46,315.000
46,298.000
46,282.000
46,265.000
27.500
46,249.000
46,232.000
46,216.000
46,200.000
46,184.000
27.750
46,167.000
46,151.000
46,135.000
46,119.000
46,103.000
28.000
46,087.000
46,071.000
46,055.000
46,039.000
46,023.000
28.250
46,007.000
45,992.000
45,976.000
45,960.000
45,945.000
28.500
45,929.000
45,913.000
45,898.000
45,882.000
45,867.000
28.750
45,851.000
45,836.000
45,821.000
45,805.000
45,790.000
29.000
45,775.000
45,760.000
45,745.000
45,729.000
45,714.000
29.250
45,699.000
45,684.000
45,669.000
45,654.000
45,639.000
29.500
45,624.000
45,610.000
45,595.000
45,580.000
45,565.000
29.750
45,551.000
45,536.000
45,521.000
45,507.000
45,492.000
30.000
45,478.000
45,463.000
45,449.000
45,434.000
45,420.000
30.250
45,406.000
45,391.000
45,377.000
45,363.000
45,349.000
30,500
45,335.000
45,320.000
45,306.000
45,292.000
45,278.000
30.750
45,264.000
45,250.000
45,236.000
45,222.000
45,209.000
31.000
45,195.000
45,181.000
45,167.000
45,153.000
45,140.000
31.250
45,126.000
45,112.000
45,099.000
45,085.000
45,072.000
31.500
45,058.000
45,045.000
45,031.000
45,018.000
45,005.000
31.750
44,991.600
44,978.000
44,965.000
44,952.000
44,938.000
32.000
44,925.000
44,912.000
44,899.000
44,886.000
44,873.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 1.ppc
Center
1/17/2013
27 Sidman
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
[phone]
Bentley PondPack V81
[08.11.01.541
Page 6 of 27

Subsection: Time vs. Volume Return Event: 2 years
Label: BMP 1 Storm Event: Devil Dog - 2 Year
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time :-
Volume
Volume
Volume
Volume
Volume
(hours)
(ft3),
(k3)
(ft3)
_. _(K3)...(k3)_._
......
a _.._._.._..,
._.
32.250
44,860.000
44,847.000
44,834,000
44,821.000
44,808.000
32.500
44,795.000
44,782.000
44,770.000
44,757.000
44,744.000
32.750
44,731.000
44,719.000
44,706.000
44,693.000
44,681.000
33.000
44,668.000
44,656.000
44,643.000
44,631.000
44,618.000
33.250
44,606.000
44,594.000
44,581.000
44,569.000
44,557.000
33.500
44,544.000
44,532.000
44,520.000
44,508.000
44,496.000
33.750
44,484.000
44,472.000
44,460.000
44,448.000
44,436.000
34.000
44,424.000
44,412.000
'44,400.000
44,388.000
44,376.000
34.250
44,364.000
44,352.000
44,341.000
44,329.000
44,317.000
34.500
44,306.000
44,294.000
44,282.000
44,271.000
44,259.000
34.750
44,248.000
44,236.000
44,225.000
44,213.000
44,202.000
35.000
44,190.000
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi
BMP 1.ppc Center [08.11.01,541
1/17/2013 27 Siemon Company Drive Suite 200 W Page 7 of 27
Watertown, CT 06795 USA [phone]
ECEI 4Y E
JAN 3 12013
BY:

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume Volume 'Volume Volume Volume
0.000
39,555.000
40,054.000
41,584.000
44,236.000
48,166.000
0.250
52,933.000
58,326.000
63,249.000
67,450.000
70,193.000
0.500
71,728.000
72,143.000
71,676.000
70,904.000
70,191.000
0.750
69,533.000
68,924.000
68,362.000
67,814.000
67,266.000
1.000
66,747.000
66,255.000
65,790.000
65,349.000
64,931.000
1.250
64,536.000
64,161.000
63,806.000
63,469.000
63,149.000
1.500
62,846.000
62,559.000
62,286.000
62,027.000
61,782.000
1.750
61,549.000
61,328.000
61,118.000
60,919.000
60,729.000
2.000
60,550.000
60,379.000
60,217.000
60,063.000
59,917.000
2.250
59,778.000
59,646.000
59,520.000
59,401.000
59,288.000
2.500
59,180.000
59,078.000
58,980.000
58,888.000
58,800.000
2.750
58,717.000
58,637.000
58,562.000
58,490.000
58,422.000
3.000
58,357.000
58,295.000
58,236.000
58,180.000
58,127.000
3,250
58,077.000
58,029.000
57,983,000
57,940.000
57,899,000
3.500
57,859.000
57,822.000
57,786.000
57,753,000
57,720,000
3.750
57,690.000
57,661.000
57,632.000
57,602.000
57,573.000
4.000
57,543.000
57,513.000
57,484.000
57,454.000
57,424.000
4.250
57,395.000
57,365.000
57,336.000
57,306.000
57,277.000
4.500
57,247.000
57,218.000
57,189.000
57,160.000
57,130.000
4.750
57,101.000
57,072.000
57,043.000
57,014.000
56,985.000
5.000
56,955.000
56,926.000
56,897.000
56,869.000
56,840.000
5.250
56,811.000
56,782.000
56,753.000
56,724.000
56,696.000
5,500
56,667.000
56,638.000
56,610.000
56,581.000
56,552.000
5.750
56,524.000
56,495.000
56,467.000
56,438.000
56,410.000
6.000
56,382.000
56,353.000
56,325.000
56,297.000
56,268.000
6.250
56,240.000
56,212.000
56,184.000
56,156.000
56,128.000
6.500
56,100.000
56,072.000
56,044.000
56,016.000
55,988.000
6.750
55,960.000
55,932.000
55,904.000
55,876.000
55,849.000
7.000
55,821.000
55,793.000
55,766.000
55,738.000
55,710.000
7.250
55,683.000
55,655.000
55,628.000
55,600.000
55,573.000
7.500
55,546.000
55,518.000
55,491.000
55,464.000
55,436.000
7.750
55,409.000
55,382.000
55,355.000
55,328.000
55,300.000
8.000
55,273.000
55,246.000
55,219.000
55,192.000
55,165.000
8.250
55,138.000
55,112.000
55,085.000
55,058.000
55,031.000
8.500
55,004.000
54,978.000
54,951.000
54,924.000
54,897.000
8.750
54,871.000
54,844.000
54,818.000
54,791.000
54,765.000
9.000
54,738.000
54,712.000
54,685.000
54,659.000
54,633.000
9.250
54,606.000
54,580.000
54,554.000
54,528.000
54,502.000
9.500
54,475.000
54,449.000
54,423.000
54,397.000
54,371.000
9.750
54,345.000
54,319.000
54,293.000
54,267.000
54,241.000
10.000
54,215,000
54,190.000
54,164.000
54,138.000
54,112.000
10.250
54,087.000
54,061.000
54,035.000
54,010.000
53,984.000
10.500
53,959.000
53,933.000
53,908.000
53,882.000
53,857.000
BMP t.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
[08.11.01,541
Page 8 of 27

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume. Volume Volume Volume
(hours)_- (ft).. _ (ft3) (ft3) ._ _ (ft3)
10.750 53,831.000 53,806.000 53,781.000 53,755.000
11.000 53,705.000 53,679.000 53,654.000 53,629.000
11.250 53,579.000 53,554.000 53,529.000 53,504.000
11.500 53,454.000 53,429.000 53,404.000 53,379.000
11.750 53,329.000 53,304.000 53,280.000 53,255.000
12.000 53,205.000 53,181.000 53,156.000 53,132.000
12.250 53,082.000 53,058.000 53,033.000 53,009.000
12.500 52,960.000 52,936.000 52,911.000 52,887.000
12.750 52,839.000 52,814.000 52,790.000 52,766.000
13.000 52,718.000 52,694.000 52,669.000 52,645.000
13.250 52,597.000 52,573.000 52,550.000 52,526.000
13.500 52,478.000 52,454.000 52,430.000 52,407.000
13.750 52,359.000 52,335.000 52,312.000 52,288.000
14.000 52,241.000 52,217.000 52,194.000 52,170.000
14.250 52,123.000 52,100.000 52,077.000 52,053.000
14.500 52,007.000 51,983.000 51,960.000 51,937.000
14.750 51,890.000 51,867.000 51,844.000 51,821.000
15.000 51,775.000 51,752.000 51,729.000 51,706.000
15.250 51,660.000 51,637.000 51,614.000 51,592.000
15.500 51,546.000 51,523.000 51,501.000 51,478.000
15.750 51,432.000 51,410.000 51,387.000 51,365.000
16.000 51,320.000 51,297.000 51,275.000 51,252.000
16.250 51,207.000 51,185.000 51,163.000 51,140.000
16.500 51,096.000 51,074.000 51,051.000 51,029.000
16.750 50,985.000 50,963.000 50,941.000 50,919.000
17.000 50,874.000 50,852.000 50,831.000 50,809.000
17.250 50,765.000 50,743.000 50,721.000 50,699.000
17.500 50,656.000 50,634.000 50,612.000 50,591.000
17.750 50,547.000 50,526.000 50,504.000 50,482.000
18.000 50,439.000 50,418.000 50,396.000 50,375.000
18.250 50,332.000 50,311.000 50,289.000 50,268.000
18.500 50,225.000 50,204.000 50,183.000 50,162.000
18.750 50,119.000 50,098.000 50,077.000 50,056.000
19.000 50,014.000 49,993.000 49,972.000 49,951.000
19.250 49,909.000 49,888.000 49,867.000 49,847.000
19.500 49,805.000 49,784.000 49,763.000 49,743.000
19.750 49,701.000 49,681.000 49,660.000 49,639.000
20.000 49,598.000 49,578.000 49,557.000 49,537.000
20.250 49,496.000 49,475.000 49,455.000 49,434.000
20.500 49,394.000 49,373.000 49,353.000 49,333.000
20.750 49,292.000 49,272.000 49,252.000 49,232.000
21.000 49,192.000 49,172,000 49,151.000 49,131.000
21.250 49,091.000 49,071.000 49,051.000 49,032.000
Bentley Systems, Inc. Haestad Methods Solution
BMP 1.ppc Center
1/17/2013 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Volume
(ft3)
53,730.000
53,604.000
53,479.000
53,354.000
53,230.000
53,107.000
52,985.000
52,863.000
52,742.000
52,621.000
52,502.000
52,383,000
52,265.000
52,147.000
52,030.000
51,914.000
51,798.000
51,683.000
51,569.000
51,455.000
51,342.000
51,230.000
51,118.000
51,007.000
50,896.000
50,787.000
50,677.000
50,569.000
50,461.000
50,354.000
50,247.000
50,141.000
50,035.000
49,930,000
49,826.000
49,722.000
49,619.000
49,516.000
49,414.000
49,313.000
49,212.000
49,111.000
49,012.000
Bentley Pond Pack V8i
[08.11.01.541
Page 9 of 27
E C E I v E
JAN 3 12013
BY:----_

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume.
Volume
(hours)
(0)
W)
(ft3)
(ff').
(ft3)
21.500
48,992.000
48,972.000
48,952.000
48,932.000
48,912,000
21.750
48,893.000
48,873.000
48,853.000
48,833.000
48,814.000
22.000
48,794.000
48,775.000
48,755.000
48,735.000
48,716.000
22.250
48,696.000
48,677.000
48,657.000
48,638.000
48,618.000
22.500
48,599.000
48,579.000
48,560.000
48,541.000
48,521.000
22.750
48,502.000
48,483.000
48,463.000
48,444.000
48,425.000
23,000
48,406.000
48,386.000
48,367.000
48,348.000
48,329.000
23.250
48,310.000
48,291.000
48,272.000
48,252.000
48,233.000
23.500
48,214.000
48,195.000
48,176.000
48,158.000
48,139.000
23.750
48,120.000
48,100.000
48,079.000
48,058.000
48,037.000
24.000
48,016.000
47,996.000
47,975.000
47,954.000
47,934.000
24.250
47,913.000
47,892.000
47,872.000
47,852.000
47,831.000
24.500
47,811.000
47,791.000
47,770.000
47,750.000
47,730.000
24.750
47,710.000
47,690.000
47,670.000
47,650.000
47,630.000
25.000
47,611.000
47,591.000
47,571.000
47,551.000
47,532.000
25.250
47,512.000
47,493.000
47,473.000
47,454.000
47,434.000
25.500
47,415.000
47,396.000
47,377.000
47,357.000
47,338.000
25.750
47,319.000
47,300.000
47,281.000
47,262.000
47,243.000
26.000
47,225.000
47,206.000
47,187.000
47,168.000
47,150.000
26.250
47,131.000
47,113.000
47,094.000
47,076.000
47,057.000
26.500
47,039.000
47,020.000
47,002.000
46,984.000
46,966.000
26.750
46,948.000
46,930.000
46,911.000
46,893.000
46,876.000
27.000
46,858.000
46,840.000
46,822.000
46,804.000
46,786.000
27.250
46,769.000
46,751.000
46,733.000
46,716.000
46,698.000
27.500
46,681.000
46,663.000
46,646.000
46,629.000
46,611.000
27.750
46,594.000
46,577.000
46,560.000
46,543.000
46,525.000
28.000
46,508.000
46,491.000
46,474.000
46,457.000
46,441.000
28.250
46,424.000
46,407.000
46,390.000
46,373.000
46,357.000
28.500
46,340.000
46,324.000
46,307.000
46,290.000
46,274.000
28.750
46,258.000
46,241.000
46,225.000
46,209.000
46,192.000
29.000
46,176.000
46,160.000
46,144.000
46,128,000
46,111.000
29.250
46,095.000
46,079.000
46,064.000
46,048.000
46,032.000
29.500
46,016.000
46,000.000
45,984.000
45,969.000
45,953.000
29.750
45,937.000
45,922.000
45,906.000
45,891.000
45,875.000
30.000
45,860.000
45,844.000
45,829.000
45,814.000
45,798.000
30.250
45,783.000
45,768.000
45,753.000
45,737.000
45,722.000
30.500
45,707.000
45,692.000
45,677.000
45,662.000
45,647.000
30.750
45,632.000
45,618.000
45,603.000
45,588.000
45,573.000
31.000
45,558.000
45,544.000
45,529.000
45,515.000
45,500.000
31.250
45,485.000
45,471.000
45,456.000
45,442.000
45,428.000
31.500
45,413.000
45,399.000
45,385.000
45,370.000
45,356.000
31.750
45,342.000
45,328.000
45,314.000
45,300.000
45,286.000
32.000
45,272.000
45,258.000
45,244.000
45,230.000
45,216.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 1.ppc
Center
1/17/2013
27 Siemon
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
t1-203-755-1666
Bentley PondPack VBi
(08.11.01.541
Page 10 of 27

Subsection: Time vs. Volume Return Event: 10 years
Label: BMP 1 Storm Event: Devil Dog - 10 Year
Time vs. Volume (W)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ft3):'..'
(ft3)
(ft3)
(ft3)
((t3)
32.250
45,202.000
45,188.000
45,174.000
45,161.000
45,147.000
32.500
45,133.000
45,120.000
45,106.000
45,093.000
45,079.000
32.750
45,065.000
45,052.000
45,039.000
45,025.000
45,012.000
33.000
44,998.000
44,985.000
44,972.000
44,959.000
44,945.000
33.250
44,932.000
44,919.000
44,906.000
44,893.000
44,880.000
33.500
44,867.000
44,854.000
44,841.000
44,828.000
44,815.000
33.750
44,802.000
44,789.000
44,776.000
44,764.000
44,751.000
34.000
44,738.000
44,725.000
44,713.000
44,700.000
44,688.000
34.250
44,675.000
44,662.000
44,650.000
44,637.000
44,625.000
34.500
44,613.000
44,600.000
44,588.000
44,576.000
44,563.000
34.750
44,551.000
44,539.000
44,527.000
44,514.000
44,502.000
35.000
44.490.000
MA1
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BMP I.ppc Center 108.11.01.541
1/17/2013 27 Siemon Company Drive Suite 200 W Page 11 of 27
Watertown, CT 06795 USA at-203-755-1666
ECEIVE
JAN 3 12013

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
__-- -lume _ Volume _. Volume _ _-- yolurne
____
Vo_ � .Volume r
(hours) 'W) (h3) (ft3)_. (ft3) ,. (ft3)
0.000
39,555.000
40,214.000
42,247.000
45,817.000
50,849.000
0.250
57,282.000
64,082.000
70,677.000
76,124.000
79,949.000
0.500
81,950.000
82,508.000
81,694.000
80,276.000
78,886.000
0.750
77,545.000
76,313.000
75,179.000
74,134.000
73,172.000
1.000
72,294.000
71,466.000
70,710.000
70,012.000
69,367.000
1.250
68,771.000
68,220.000
67,666.000
67,126.000
66,614.000
1.500
66,130.000
65,671.000
65,236.000
64,825.000
64,435.000
1.750
64,065.000
63,715.000
63,383.000
63,068.000
62,769.000
2.000
62,485.000
62,216.000
61,961.000
61,719.000
61,489.000
2.250
61,271.000
61,064.000
60,868.000
60,681.000
60,504.000
2.500
60,335.000
60,175.000
60,023.000
59,879.000
59,742.000
2.750
59,612.000
59,488.000
59,370.000
59,259.000
59,152.000
3.000
59,051.000
58,956.000
58,864.000
58,778.000
58,695.000
3.250
58,617.000
58,542.000
58,471.000
58,404.000
58,340.000
3.500
58,279.000
58,221.000
58,166.000
58,114.000
58,064.000
3.750
58,017.000
57,972.000
57,929.000
57,888.000
57,849.000
4.000
57,812.000
57,777.000
57,744.000
57,712.000
57,682.000
4.250
57,653.000
57,624.000
57,595,000
57,565.000
57,535.000
4.500
57,505.000
57,476.000
57,446.000
57,416.000
57,387.000
4.750
57,357.000
57,328.000
57,298.000
57,269.000
57,240.000
5.000
57,210.000
57,181.000
57,152.000
57,122.000
57,093.000
5.250
57,064.000
57,035.000
57,006.000
56,977.000
56,948.000
5.500
56,919.000
56,890.000
56,861.000
56,832.000
56,803.000
5.750
56,774.000
56,745.000
56,717.000
56,688.000
56,659.000
6.000
56,631.000
56,602.000
56,573.000
56,545.000
56,516.000
6.250
56,488.000
56,459.000
56,431.000
56,402.000
56,374.000
6.500
56,346.000
56,317.000
56,289.000
56,261.000
56,233.000
6.750
56,205.000
56,176.000
56,148.000
56,120.000
56,092.000
7.000
56,064.000
56,036.000,
56,008.000
55,980.000
55,953.000
7.250
55,925.000
55,897.000
55,869.000
55,841.000
55,814.000
7.500
55,786.000
55,758.000
55,731.000
55,703.000
55,676.000
7.750
55,648.000
55,621.000
55,593.000
55,566.000
55,538.000
8.000
55,511.000
55,484.000
55,456.000
55,429.000
55,402.000
8.250
55,375.000
55,347.000
55,320.000
55,293.600
55,266.000
8.500
55,239.000
55,212.000
55,185.000
55,158.000
55,131.000
8.750
55,104.000
55,078.000
55,051.000
55,024.000
54,997.000
9.000
54,970.000
54,944.000
54,917.000
54,890.000
54,864.000
9.250
54,837.000
54,811.000
54,784.000
54,758.000
54,731.000
9.500
54,705.000
54,678.000
54,652.000
54,626.000
54,599.000
9.750
54,573.000
54,547.000
54,521.000
54,495.000
54,468.000
10.000
54,442.000
54,416.000
54,390.000
54,364.000
54,338.000
li 10.250
54,312.000
54,286.000
54,260.000
54,234.000
54,209.000
10.500
54,183.000
54,157.000
54,131.000
54,106.000
54,080.000
BMP Lppc
1/17/2013
G
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack VBi
108.11.01,541
Page 12 of 27

Subsection: Time vs. Volume
Label: BMP 1
Time vs. Volume (ft3)
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
,(ft3)
(k3).
W)
(ft3)
(ft3).
10.750
54,054.000
54,029.000
54 003.000
53,977.000
53,952.000
11.000
53,926.000
53,901.000
53,875.000.
53,850.000
53,824.000
11.250
53,799.000
53,774.000
53,748.000
53,723.000
53,698.000
11.500
53,673.000
53,647.000
53,622.000
53,597.000
53,572.000
11.750
53,547.000
53,522.000
53,497.000
53,472.000
53,447.000
12.000
53,422.000
53,397.000
53,372.000
53,347.000
53,323.000
12.250
53,298.000
53,273.000
53,248.000
53,224.000
53,199.000
12.500
53,174.000
53,150.000
53,125.000
53,100.000
53,076.000
12.750
53,051.000
53,02T000
53,002.000
52,978.000
52,954.000
13.000
52,929.000
52,905.000
52,881.000
52,856.000
52,832.000
13.250
52,808.000
52,784,000
52,760.000
52,735.000
52,711.000
13.500
52,687.000
52,663.000
52,639.000
52,615.000
52,591.000
13.750
52,567.000
52,543.000
52,519.000
52,495.000
52,472.000
14.000
52,448.000
52,424.000
52,400.000
52,376.000
52,353.000
14.250
52,329.000
52,305.000
52,282.000
52,258.000
52,235.000
14.500
52,211.000
52,168.000
52,164.000
52,141.000
52,117,000
14.750
52,094.000
52,070.000
52,047.000
52,024.000
52,000.000
15.000
51,977,000
51,954.000
51,931.000
51,907.000
51,884.000
15.250
51,861.000
51,838.000
51,815.000
51,792.000
51,769.000
15.500
51,746.000
51,723.000
51,700.000
51,677.000
51,654.000
15.750
51,631.000
51,608.000
51,586.000
51,563.000
51,540.000
16.000
51,517.000
51,494.000
51,472.000
51,449.000
51,426.000
16.250
51,404.000
51,381.000
51,359.000
51,336.000
51,314.000
16.500
51,291.000
51,269.000
51,246.000
51,224.000
51,201.000
. 16.750
51,179.000
51,157.000
51,134.000
51,112.000
51,090.000
17.000
51,068.000
51,045.000
51,023.000
51,001.000
50,979.000
17.250
50,957.000
50,935.000
50,913.000
50,891.000
50,869.000
17.500
50,847.000
50,825.000
50,803.000
50,781.000
50,759.000
17.750
50,737.000
50,715.000
50,693.000
50,672.000
50,650.600
18.000
50,628.000
50,606.000
50,585.000
50,563.000
50,541.000
18,250
50,520.000
50,498.000
50,477.000
50,455.000
50,434.000
18.500
50,412.000
50,391.000
50,369.000
50,348.000
50,326.000
18,750
50,305.000
50,284.000
50,262.000
50,241.000
50,220.000
19.000
50,199.000
50,177.000
50,156.000
50,135.000
50,114.000
19.250
50,093.000
50,072.000
50,050.000
50,029.000
50,008.000
19.500
49,987.000
49,966.000
49,945.000
49,925.000
49,904,000
19.750
49,883.000
49,862.000
49,841.000
49,820.000
49,799.000
20.000
49,779.000
49,758.000
49,737.000
49,716.000
49,696.000
20.250
49,675.000
49,654.000
49,634.000
49,613.000
49,593.000
20.500
49,572.000
49,552.000
49,531.000
49,511.000
49,490.000
20.750
49,470.000
49,449.000
49,429.000
49,409.000
49,388.000
21.000
49,368.000
49,348.000
49,327.000
49,307.000
49,287.000
21.250
49,267.000
49,247.000
49,227.000
49,206.000
49,186.000
Bentley Systems,
Inc. Haestad
Methods Solution
SNIP t.ppc
Center
1/17/2013
27 Siemon
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
[phone]
Bentley PondPack V8i
[08.1 t01.541
Page 13 of 27
ECEI E
JAN 3 12013
BY:

Subsection: Time vs. Volume
Label: BMP 1
Outpu
Time on left rel
Time Volume
(hours). (ft3)'
21.500 49,166.000
21.750 49,066.000
22.000 48,967.000
22.250 48,868.000
22.500 48,769.000
22.750 48,671.000
23.000 48,574.000
23.5
23.7
24.0
24.2
24.5
24.7
25.0
25.2
25.5
25.7
26.0
26.2
26.5
26.7
27.0
27.2
27.5
27.7
28.0
28.2
28.5
28.7
29.0
29.2
29.5
29.7
30.0
30.2
30.5
30.7
31.0
31.2
31.5
31.7
32.0
BMP 1.ppc
1/17/2013
50. 48,477.000
00 48,381.000
50 48,286.000
00 48,190.000
50 48,094.000
00 47,990.000
50 47,887.000
00 47,785.000
50 47,685.000
00 47,586.000
50 47,488.000
00 47,391.000
50 47,295.000
00 47,201.000
50 47,108.000
00 47,016.000
50 46,925.000
00 46,835.000
50 46,746.000
00 46,659.000
50 46,572.000
00 46,487.000
50 46,402.000
00 46,319.000
50 46,237.000
00 46,156.000
so 46,075.000
00 45,996.000
50 45,918.000
00 45,840.000
50 45,764.000
00 45,688.000
50 45,614.000
00 45,540.000
50 45,467.000
00 45,395.000
Time vs. Volume (ft3)
t Time incref
)resents tim
Volume
..._ „ft3)
49,146,000
49,046.000
48,947.000
48,848.000
48,750.000
48,652.000
48,555.000
48,458.000
48,362.000
48,266.000
48,171.000
48,073.000
47,969.000
47,867.000
47,765.000
47,665.000
47,566.000
47,468.000
47,372.000
47,276.000
47,182.000
47,089.000
46,997.000
46,907.000
46,817.000
46,729.000
46,641.000
46,555.000
46,470.000
46,386.000
46,303.000
46,220.000
46,139.000
46,059.000
45,980.000
45,902.000
45,825.000
45,749.000
45,673.000
45,599.000
45,525.000
45,453.000
45,381.000
nent = 0.05C
e for first val
Volume
49,126.000
49,026.000
48,927.000
48,828.000
48,730.000
48,632.000
48,535.000
48,439.000
48,343.000
48,247.000
48,153.000
48,052.000
47,949.000
47,846.000'
47,745.000
47,645.000
47,546.000
47,449.000
47,352.000
47,257.000
47,163.000
47,071.000
46,979.000
46,889.000
46,799.000
46,711.000
46,624.000
46,538.000
46,453.000
46,369.000
46,286.000
46,204.000
46,123.000
46,043.000
95,964.000
45,886.000
45,809.000
45,733.000
45,658.000
45,584,000
45,511.000
45,433.000
45,367.000
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
hours
je in each row.
Volume Volume
(ft3) .(ft3) ..
49,106.000 49,086.000
49,006.000 48,986.000
48,907.000 48,887.000
48,809.000 48,789.000
48,711.000 48,691.000
48,613.000 48,594.000
48,516.000 48,497.000
48,420.000 48,400.000
48,324.000 48,305.000
48,228.000 48,209.000
48,134.000 48,115.000
48,032.000 48,011.000
47,928.000 47,907.000
47,826.000 47,805.000
47,725.000 47,705.000
47,625.000 47,605.000
47,527.000 47,507.000
47,429.000 47,410.000
47,333.000 47,314.000
47,238.000 47,220.000
47,145.000 47,126.000
47,052.000 47,034.000
46,961.000 46,943.000
46,871.000 46,853.000
46,782.000 46,764.000
46,694.000 46,676.000
46,607.000 46,589.000
46,521.000 46,504.000
46,436.000 46,419.000
46,352.000 46,336.000
46,270.000 46,253.000
46,188.000 46,172.000
46,107.000 46,091.000
46,028.000 46,012.000
45,949.000 45,933.000
45,871.000 45,856,000
45,794.000 45,779.000
45,718.000 45,703.000
45,643.000 45,628.000
45,569.000 45,555.000
45,496.000 45,482.000
45,424.000 45,409.000
45,352.000 45,338.000
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Subsection: Time vs. Volume
Label: BMP 1
1 Time
BMP 1.ppc
1/17/2013
Time vs. Volume (ft3)
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Volume .Volume .Volume Volume Volume
(ft3) (ft3) (ft3) ..(ft3) (ft3)
32.250
45,324.000
45,310.000
45,296.000
45,282.000
45,268.000
32.500
45,254.000
45,240.000
45,226.000
45,212.000
45,198.000
32.750
45,185.000
45,171.000
45,157.000
45,143.000
45,130.000
33.000
45,116.000
45,103.000
45,089.000
45,075.000
45,062.000
33.250
45,048.000
45,035.000
45,022.000
45,008.000
44,995.000
33.500
44,982.000
44,968.000
44,955.000
44,942.000
44,929.000
33.750
44,916.000
44,902.000
44,889.000
44,876.000
44,863.000
34.000
44,850.000
44,837.000
44,824.000
44,811.000
44,799.000
34.250
44,786.000
44,773.000
44,760.000
44,747.000
44,735.000
34.500
44,722.000
44,709.000
44,697.000
44,684.000
44,672.000
34.750
44,659.000
44,647.000
44,634.000
44,622.000
44,609.000
35.000
44,597.000
(N/A)
(N/A)
(N/A)
(N/A)
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ECEITA 9
V �
1AN 3 12013
BY:

Subsection: Elevation -Area Volume Curve Return Event: 100 years
Label: BMP 1 Storm Event: Devil Dog - 100 Year
Elevation ,'Planimeter Area _ AI+AZ+sgr(Al*A Volume ,. Volume (Total)
(ft) ,-(ftz). (ft2) 2) .. (.fta) (ha)
(ft2)
14.50
0.0
5,737.000
0.000
0.000
0.000
15.00
0.0
7,359.000
19,593.583
3,266.000
3,266.000
16.00
0.0
8,901.000
24,353.359
8,118.000
11,383.000
17.00
0.0
10,563.000
29,160.456
9,720.000
21,104.000
18.00
0.0
12,341.000
34,321.442
11,410.000
32,544.000
18.50
0.0
15,774.000
42,067.309
7,011.000
39,555.000
19.00
0.0
18,475.000
51,320.164
8,553.000
48,109.000
19.50
0.0
19,655.000
57,185.869
9,531.000
57,640.000
20.00
0.0
22,019.000
62,477.448
10,413.000
68,052.000
21.00
0.0
27,134.000
73,596.067
24,532.000
92,585.000
22.00
0.0
30,689.000
86,679.807
28,893.000
121,478.000
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Subsection: Outlet Input Data
Label: Outlet 1
BMP 1.ppc
1/17/2013
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 14.50 R
Increment (Headwater) 0.50 ft
Maximum (Headwater) 22.00 ft
Outlet Connectivity
...._. . YP._ . s_.tl Y._- _. __..... . _ ... _ ...__
Structure T e Outlet ID Direction Outfall El E2
(ft) (R) i
Rectangular Weir
WO
Forward
co
19.50
22.00
Inlet Box
RO
Forward
CO
21.50
22.00
Orifice -Circular
00
Forward
CO
18.50
22.00
Culvert -Circular
CO
Forward
TW
18.25
22.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
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JAN 3 12013
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Subsection: Outlet Input Data
Label: Outlet 1
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Structure ID: CO
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.0 in
Length
50.00 It
Length (Computed Barrel)
50.00 ft
Slope (Computed)
0.005 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.012
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.093
T2 ratio (HW/D)
1.195
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
TI Elevation 20.44 ft Tl Flow 15.55 ft3/s
T2 Elevation 20.64 ft T2 Flow 17.77 ft3/s
BMP 1.ppc
1/17/2013
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Page 18 of 27

Subsection: Outlet Input Data
Label: Outlet 1
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Structure ID: 00
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
18.50 ft
Orifice Diameter
2.5 in
Orifice Coefficient
0.600
Structure ID: RO
Structure Type: Inlet Box
Number of Openings
1
Elevation
21.50 ft
Orifice Area
8.2 ft'
Orifice Coefficient
0.600
Weir Length
12.80 ft
Weir Coefficient
2.80 (ftA0.5)/s
K Reverse
1.000
Manning's n
0.000
Key, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: WO
' Structure Type: Rectangular Weir
Number of Openings
1
Elevation
19.50 ft
Weir Length
3.00 ft
Weir Coefficient
2.80 (ftAO.S)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Downstream
Channel
Catalog Conduit
24 inch
Channel Slope
0.005 ft/ft
Channel Invert Elevation
18.00 ft
Convergence Tolerances
Maximum Iterations
40
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
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E C E I Y/ E 1
JAN 3 12013
BY:

Subsection: Outlet Input Data
Label: Outlet 1
BMP 1.ppc
1/17/2013
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Convergence Tolerances
Headwater Tolerance 0.50 ft
(Maximum) -
Flow Tolerance (Minimum) 0.001 R3/s
Flow Tolerance (Maximum) 10.000 R3/s
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Page 20 of 27

Subsection: Elevation -Volume -Flow Table (Pond)
Label: BMP 1
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
18.50 It
Initial)
Volume (Initial)
39,555.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Elevation - Outflow. Storage Area. , - � Infiltration Flow (Total) 25/t + O
(ft) (ft3/s). (ft3) (ft2). (ft3/s) MYS) (ft3/s)
14.50
0.00
0.000
5,737.000
0.00
0.00
0.00
15.00
0.00
3,265.597
7,359.000
0.00
0.00
36.29
15.50
0.00
7,131.740
8,111.679
0.00
0.00
79.24
16.00
0.00
11,383.383
8,901.000
0.00
0.00
126.48
16.50
0.00
16,035.709
9,714.228
0.00
0.00
178.18
17.00
0.00
21,103.536
10,563.000
0.00
0.00
234.49
17.50
0.00
26,601.526
11,434.721
0.00
0.00
295.58
18.00
0.00
32,544.016
12,341.000
0.00
0.00
361.60
18.25
0.00
35,835.063
14,004.905
0.00
0.00
398.17
18.50
0.00
39,555.234
15,774.000
0.00
0.00
439.51
19.00
0.10
48,108.595
18,475.000
0.01
0.11
534.65
19.50
0.16
57,639.573
19,655.000
0.01
0.16
640.60
20.00
3.02
68,052.481
22,019.000
0.01
3.03
759.17
20.50
7.71
79,679.117
24,509.784
0.01
7.72
893.04
21.00
12.33
92,584.504
27,134.000
0.01
12.34
1,041.06
21.50
16.84
106,586.763
28,884.154
0.01
16.85
1,201.15
22.00
25.44
1 121,477.773
30,689.000
0.01
25.45
1,375.20
BMP 1.ppc
1/17/2013
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E(CEOVE
JAN 3 12013
BY:�_

Subsection: Level Pool Pond Routing Summary
Label: BMP 1 (IN)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
18.50 ft
Initial)
Volume (Initial)
39,555.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
25.13 ft3/5 Time to Peak (Flow, In) 0.250 hours
Infiltration (Peak)
0.01 ft3/5 Time to Peak (Infiltration) 0.500 hours
Flow (Peak Outlet)
1.24 ft3/s Time to Peak (Flow, Outlet) 0.500 hours
Elevation (Water Surface,
19.69 ft
Peak)
Volume (Peak)
61,429.969 ft3
Mass Balance (W)
Volume (Initial)
39,555.000 ft3
Volume (Total Inflow)
22,620.000 ft3
Volume (Total Infiltration)
653.000 ft3
Volume (Total Outlet
17,165.000 ft3
Outflow)
Volume (Retained)
44,179.000 R3
Volume (Unrouted)
-177.000 ft3
Error (Mass Balance)
0.8 %
BMP 1.ppc
111712013
� y '
�r
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Subsection: Level Pool Pond Routing Summary
Return Event: 10 years
Label: BMP 1 (IN)
Storm Event: Devil Dog - 10 Year
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
18.50 ft
Initial)
Volume (Initial)
39,555.000 ft3
Flow (Initial Outlet)
0.00 ft3/5
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
30.01 ft3/s
Time to Peak (Flow, In) 0.250 hours
Infiltration (Peak)
0.01 ft3/s
Time to Peak (Infiltration) 0.550 hours
Flow (Peak Outlet)
4.73 ft3/s
Time to Peak (Flow, Outlet) - 0.550 hours
Elevation (Water Surface,
20.18 ft
Peak)
Volume (Peak)
72,143.227 ft3
Mass Balance (ft3)
Volume (Initial)
39,555.000 ft3
Volume (Total Inflow)
36,009.000 ft3
Volume (Total Infiltration)
659.000 ft3
Volume (Total Outlet
30,252.000 ft3
Outflow)
Volume (Retained)
44,478.000 ft3
Volume (Unrouted)
-175.000 ft3
Error (Mass Balance)
0.5 %
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F-CEIVE
JAN 3 12013
E'tY:

Subsection: Level Pool Pond Routing Summary
Return Event: 100 years
Label: BMP 1 (IN)
Storm Event: Devil Dog - 100 Year
Infiltration
Infiltration Method
Average
(Computed)
Infiltradon Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
18.50 ft
Initial)
Volume (Initial)
39,555.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
_
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
39.55 ft3/s
Time to Peak (Flow, In) 0.250 hours
Infiltration (Peak)
0.01 ft3/s
Time to Peak (Infiltration) 0.550 hours
Flow (Peak Outlet)
8.77 ft3/s
Time to Peak (Flow, Outlet) 0.550 hours
Elevation (Water Surface,
20.61 ft
Peak)
Volume (Peak)
82,508.277 fts
Mass Balance (ft3)
Volume (Initial)
39,555.000 ft3
Volume (Total Inflow)
49,835.000 ft3
Volume (Total Infiltration)
663.000 ft3
Volume (Total Outlet
43,970.000 ft3
Outflow)
Volume (Retained)
44,585.000 ft3
Volume (Unrouted)
-173.000 ft3
Error (Mass Balance)
0.3 %
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�� i

I Subsection: C and Area (Pre -Development) Return Event: 2 years
Label: DA 1 Storm Event: Devil Dog - 2 Year
C and Area Results (Pre -Development)
__. _____- ._.. ._.,__..__ ----
Soil/Surface Description C Coefficient Area Area (Adjusted)
Impervious 0.950 32,545.000 (N/A)
Unimproved 0.350 409,493.000 (N/A)
Weighted C & Total Area ---> 0.394 442,038.000 174,240.300
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M,t ..Fr,FIVE " F +
{I r JAN 3 1200
iY:--

Subsection: C and Area (Post -Development)
Label: DA 1
__ Su _
Soil/rface Description
Impervious
Grass
Gravel
Roof
Weighted C & Total Area --->
BMP 1.ppc
1/17/2013
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
C and Area Results
C Coefficient Area Area (Adjusted) i
(ft2)
0.950 89,308.000 (N/A)
0.350 308,257.000 (N/A)
0.850 17,563.000 (N/A)
0.850 26,910.000 (N/A)
0.522 442,038.000 230,534.600
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Page 26 of 27

Index
B
BMP 1 (Elevation -Area Volume Curve, 100 years)... 16
BMP 1 (Elevation -Volume -flow Table (Pond), 100 years) ... 21
BMP 1 (IN) (Level Pool Pond Routing Summary, 10 years) ... 23
BMP 1 (IN) (Level Pool Pond Routing Summary, 100 years) ... 24
BMP 1 (IN) (Level Pool Pond Routing Summary, 2 years) ... 22
BMP 1 (Time vs. Volume, 10 years) ... 8, 9, 10,11
BMP 1 (Time vs. Volume, 100 years)... 12, 13, 14, 15
BMP 1 (Time vs. Volume, 2 years) ... 4, 5, 6,7
D
DA 1 (C and Area (Post -Development), 2 years) ... 26
DA 1 (C and Area (Pre -Development), 2 years) ... 25
Iu
Master Network Summary ... 3
Modified Rational Grand Summary ... 2
O
Outlet 1 (Outlet Input Data, 100 years)... 17, 18, 19, 20
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C EIV�
H JAN 3 12013
BY:

Project Summary
Camp Lejeune -
Title
Devil Dog SOI
Stormwater
Enhancements
Engineer
Ml Pritchard
Company
Parsons
Brinckerhoff
Date
1/18/2013
Notes BMP-3 Modified Rational Method
BMP 3.ppc
1/17MI3
i
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Page 1 of 27

a
Table of Contents
Modified Rational Grand
2
Summary
Master Network Summary
3
BMP 3
Devil Dog - 2 Year
Time vs. Volume
4
Time vs. Volume
8
Time vs. Volume
12
BMP 3
Elevation -Area Volume
16
Curve
Outlet 1
Outlet Input Data
17
BMP 3
Devil Dog - 100 Year
Elevation -Volume -Flow
21
Table (Pond)
BMP 3 (IN)
Devil Dog - 2 Year
Level Pool Pond Routing
22
Summary
Level Pool Pond Routing
23
Summary
Level Pool Pond Routing
24
Summary
DA 3
Devil Dog - 2 Year
C and Area (Pre-
25
Development)
C and Area (Post-
26
Development)
!' g7FWE
JAN 2013

Subsection: Modified Rational Grand Summary
Modified Rational Method
Q = CiA * Units Conversion; Where conversion = 43560 / (12 * 3600)
Fr_. _ ii ._ - -_--- m-...
equency ;. Area AdjustedL — Duration; Intensity Flow" (-Peak)- � Flow Volume °
(years) (ft2) Coefficient (hours) (in/h) (ft3/s) (Allowable) (inflow)
(ft3/s) (ft3)
2
,111,115.000
0.541
0.367
4.029
5.60
5.15
7,397.090
10
111,115.000
0.541
0.383
5.283
7.35
7.19
10,141.746
100
111,115.000
0.532
0.450
6.644
9.09
8.91
14,733.586
Volume
(Storage)
(ft3)
2,142.527
2,591.080
4,307.528
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Subsection: Master Network Summary
Catchments Summary
i Label'. Scenario . Return . Hydrograph Time to Peak Peak Flow 1
Event Volume (hours) {ft3/s)
(years) (ft3)
DA 3
Devil Dog 2 yr
2
7,397.000
0.200
5.60
DA 3
Devil Dog 10 yr
10
10,142.000
0.200
7.35
DA 3
Devil Dog 100 yr
100
14,734.000
0.200
9.09
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) - (ft3/5)
(years) ((ti)
CG-14
Devil Dog 2 yr
2
4:453.000
0.600
0.05
cc
Devil Dog 10 yr
10
5,706.000
0.600
0.06
CG-14
Devil Dog 100 yr
100
9,914.000
0.600
1.79
Pond Summary
Label ' Scenario ° Return ..
Hydrograph Time to Peak Peak Flow
Maximum,
Maximum
Event -
Volume (hours) (ft3/s).
Water
Pond Storage,
- .. (years)
(ft3) -.
Surface.,
(ft3) ,
-
Elevation
-
-
(ft)
BMP 3 (IN)
Devil Dog 2 yr
2
7,397.000
0.200
5.60
(N/A)
(N/A)
BMP 3 (OUT)
Devil Dog 2 yr
2
4,453.000
0.600
0.05
20.23
28,068.000
BMP 3 (IN)
Devil Dog 10
10
10,142.000
0.200
7.35
(N/A)
(N/A)
yr
BMP 3 (OUT)
Devil Dog 10
10
5,706.000
0.600
0.06
20.48
30,831.000
yr
BMP 3 (IN)
Devil Dog 100
100
14,734.000
- 0.200
9.09
(N/A)
(N/A)
yr
BMP 3 (OUT)
Devil Dog 100
100
9,914.000
0.600
1.79
20.80
34,425.000
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
BMP 3.ppc Center [08.11.01.541
1/17/2013 27 Siemon Company Drive Suite 200 W Page 3 of 27
Watertown, CT 06795 USA [phone]
ECEIVE
JAN 3 12013

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Tme Volume Volume Volume -�
t (hours) (ft3) W) (ft3) - (ft') .. (ft3)
0.000
20,773.000
20,889.000
21,242.000
21,839.000
22,695.000
0.250
23,702.000
24,738.000
25,789.000
26,687.000
27,384.000
0.500
27,835.000
28,035.000
28,068.000
28,059.000
28,050.000
0.750
28,041.000
28,032.000
28,023.000
28,014.000
28,005.000
1.000
27,996.000
27,987.000
27,978.000
27,969.000
27,960.000
1.250
27,951.000
27,942.000
27,933.000
27,924.000
27,915.000
1.500
27,906.000
27,898.000
27,889.000
27,880.000
27,871.000
1.750
27,862.000
27,853.000
27,844.000
27,835.000
27,826.000
2.000
27,817.000
27,809.000
27,800,000
27,791.000
27,782.000
2.250
27,773.000
27,764.000
27,755.000
27,747.000
27,738.000
2.500
27,729.000
27,720.000
27,711.000
27,703.000
27,694.000
2.750
27,685.000
27,676.000
27,667.000
27,659.000
27,650.000
3.000
27,641.000
27,632.000
27,624.000
27,615.000
27,606.000
3.250
27,597.000
27,589.000
27,580.000
27,571.000
27,563.000
3.500
27,554.000
27,545.000
27,536.000
27,528.000
27,519.000
3.750
27,510.000
27,502.000
27,493.000
27,484.000
27,476.000
4.000
27,467.000
27,458.000
27,450.000
27,441.000
27,433.000
4.250
27,424.000
27,415.000
27,407.000
27,398.000
27,389.000
4.500
27,381.000
27,372.000
27,364.000
27,355.000
27,347.000
4.750
27,338.000
27,329.000
27,321.000
27,312.000
27,304.000
5.000
27,295.000
27,287.000
27,278.000
27,270.000
27,261.000
5.250
27,253.000
27,244.000
27,236.000
27,227.000
27,219.000
5.500
27,210.000
27,202.000
27,193.000
27,185.000
27,176.000
5.750
27,168.000
27,159.000
27,151.000
27,142.000
27,134.000
6.000
27,126.000
27,117.000
27,109.000
27,100.000
27,092.000
6.250
27,084.000
27,075.000
27,067.000
27,058.000
27,050.000
6.500
27,042.000
27,033.000
27,025.000
27,017.000
27,008.000
6.750
27,000.000
26,991.000
26,983.000
26,975.000
26,966.000
7.000
26,958.000
26,950.000
26,9142.000
26,933.000
26,925.000
7.250
26,917.000
26,908.000
26,900.000
26,892.000
26,883.000
7.500
26,875.000
26,867.000
26,859.000
26,850.000
26,842.000
7.750
26,834.000
26,826.000
26,817.000
26,809.000
26,801.000
8.000
26,793.000
26,785.000
26,776.000
26,768.000
26,760.000
8.250
26,752.000
26,744.000
26,735.000
26,727.000
26,719.000
8.500
26,711.000
26,703.000
26,695.000
26,686.000
26,678.000
8.750
26,670.000
26,662.000
26,654.000
26,646.000
26,638.000
9.000
26,630.000
26,621.000
26,613.000
26,605.000
26,597.000
9.250
26,589.000
26,581.000
26,573.000
26,565.000
26,557.000
• 9.500
26,549.000
26,541.000
26,533.000
26,525.000
26,517.000
9.750
26,509.000
26,501.000
26,492.000
26,484.000
26,476.000
10.000
26,468.000
26,460.000
26,452.000
26,444.000
26,436.000
10.250
26,428.000
26,421.000
26,413.000
26,405.000
26,397.000
10.500
26,389.000
26,381.000
26,373.000
26,365.000
26,357.000
BMP 3.ppc
1/1V2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
108.11.01,541
Page 4 of 27

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Tlme
Volume
Volume
Volume
Volume
Volume ,
(hours)
(ft3)
(ft3)
(ft3)..
(ft3)
(ft3)
10.750
26,349.000
26,341.000
26 333.000
26,325.000
26,317.000
11.000
26,309.000
26,301.000
26,294.000
26,286.000
26,278.000
11.250
26,270.000
26,262.000
26,254.000
26,246.000
26,238.000
11.500
26,231:000
26,223.000
26,215.000
26,207.000
26,199.000
11.750
26,191.000
26,184.000
26,176.000
26,168.000
26,160.000
12.000
26,152.000
26,144.000
26,137.000
26,129.000
26,121.000
12.250
26,113.000
26,106.000
26,098.000
26,090.000
26,082.000
12.500
26,075.000
26,067.000
26,059.000
26,051.000
26,044.000
12.750
26,036.000
26,028.000
26,020.000
26,013.000
26,005.000
13.000
25,997.000
25,990.000
25,982.000
25,974.000
25,966.000
13.250
25,959.000
25,951.000
25,943.000
25,936.000
25,928.000
13.500
25,920.000
25,913.000
25,905.000
25,897.000
25,890.000
13.750
25,882.000
25,875.000
25,867.000
25,859.000
25,852.000
14.000
25,844.000
25,836.000
25,829.000
25,821.000
25,814.000
14.250
25,806.000
25,799.000
25,791.000
25,783.000
25,776.000
14.500
25,768.000
25,761.000
25,753.000
25,746.000
25,738.000
14.750
25,731.000
25,723.000
25,715.000
25,708.000
25,700.000
15.000
25,693.000
25,685.000
25,678.000
25,670.000
25,663.000
15.250
25,655.000
25,648.000
25,640.000
25,632.000
25,623.000
15.500
25,615.000
25,607.000
25,599.000
25,591.000
25,582.000
15.750
25,574.000
25,566.000
25,558.000
25,550.000
25,542.000
16.000
25,534.000
25,526.000
25,518.000
25,510.000
25,501.000
16.250
25,493.000
25,485.000
25,477.000
25,470.000
25,462.000
16.500
25,454.000
25,446.000
25,438.000
25,430.000
25,422.000
16.750
25,414.000
25,406.000
25,398.000
25,391.000
25,383.000
17.000
25,375.000
25,367.000
25,359.000
25,352.000
25,344.000
17.250
25,336.000
25,328.000
25,321.000
25,313.000
25,305.000
17.500
25,298.000
25,290.000
25,282.000
25,275.000
25,267.000
17.750
25,259.000
25,252.000
25,244.000
25,237.000
25,229.000
18.000
25,221.000
25,214.000
25,206.000
25,199.000
25,191.000
18.250
25,184.000
25,176.000
25,169.000
25,162.000
25,154.000
18.500
25,147.000
25,139.000
25,132.000
25,124.000
25,117.000
18.750
25,110.000
25,102.000
25,095.000
25,088.000
25,080.000
19.000
25,073.000
25,066.000
25,059.000
25,051.000
25,044.000
19.250
25,037.000
25,030.000
25,022.000
25,015.000
, 25,008.000
19.500
25,001.000
24,994.000
24,986.000
24,979.000
24,972,000
19.750
24,965.000
24,958.000
24,951.000
24,944.000
24,937.000
20.000
24,930.000
24,923.000
24,916.000
24,909.000
24,902.000
20.250
24,895.000
24,888.000
24,881.000
24,874.000
24,867.000
20.500
24,860.000
24,853.000
24,846.000
24,839.000
24,832.000
20.750
24,825.000
24,818.000
24,812.000
24,805.000
24,798.000
21.000
24,791.000
24,784.000
24,777.000
24,771.000
24,764.000
21.250
24,757.000
24,750.000
24,744.000
24,737.000
24,730.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 3.ppc
Center
1/17/2013
27 Siemon
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
[phone]
Bentley PondPack V8i
[08.11.01.541
Page 5 of 27
FICEI Q/ E
JAN 3 12013
BY:

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
-- - - --- --Volume-- -- --- - -
Time Volume- - Volume Volume Volume Volume
--_.(hours)_ (ft3),:.___ �fta>., _'.,,.,.. (fta.).:.,. _.,. .. ,(fta)..:.. (ft3)
21.500 24,723.000 24,717.000 24,710.000 24,703.000 24,697.00(
21.750 24,690.000 24,683.000 24,677.000 24,670.000 24,664.00(
22.000 24,657.000 24,650.000 24,644.000 24,637.000 24,631.00(
22.250 24,624.000 24,618.000 24,611.000 24,605.000 24,598.00(
22.500 24,592.000 24,585.000 24,579.000 24,572.000 24,566.000
22.750 24,559.000 24,553.000 24,546.000 24,540.000 24,534.000
23.000 24,527.000 24,521.000 24,515.000 24,508.000 24,502.000
23,250 24,496.000 24,489.000 24,483.000 24,477.000 24,470.000
23.500 24,464.000 24,458.000 24,452.000 24,445.000 24,439.000
23.750 24,433.000 24,427.000 24,420.000 24,414.000 24,408.000
24.000 24,402.000 24,396.000 24,390.000 24,383.000 24,377.00(
24.250 24,371.000 24,365.000 24,359.000 24,353.000 24,347.000
24.500 24,341.000 24,335.000 24,329.000 24,323.000 24,317.00(
24.750 24,311.000 24,305.000 24,299.000 24,293.000 24,287.000
25.000 24,281.000 24,275.000 24,269.000 24,263.000 24,257.00(
25.250 24,251.000 24,245.000 24,239.000 24,233.000 24,227.000
25.500 24,221.000 24,216.000 24,210.000 24,204.000 24,198.000
25.750 24,192.000 24,186.000 24,181.000 24,175.000 24,169.000
26.000 24,163.000 24,157.000 24,152.000 24,146.000 24,140.000
26.250 24,135.000 24,129.000 24,123.000 24,117.000 24,112.000
26.500 24,106.000 24,100.000 24,095.000 24,089.000 24,083.000
26.750 24,078.000 24,072.000 24,067.000 24,061.000 24,055.000
27.000 24,050.000 24,044.000 24,039.000 24,033,000 24,027.000
27.250 24,022.000 24,016.000 24,011.000 24,005.000 24,000.000
27.500 23,9194.000 23,989.000 23,983.000 23,978.000 23,972.000
27.750 23,967.000 23,962.000 23,956.000 23,951.000 23,945.000
28.000 23,940.000 23,934.000 23,929.000 23,924.000 23,918.000
28.250 23,913.000 23,908.000 23,902.000 23,897.000 23,892.000
28.500 23,886.000 23,881.000 23,876.000 23,870.000 23,865.000
28.750 23,860.000 23,855.000 23,849.000 23,844.000 23,839.000
29.000 23,834.000 23,828.000 23,823.000 23,818.000 23,813.000
29.250 23,808.000 23,802.000 23,797.000 23,792.000 23,787,000
29.500 23,782.000 23,777.000 23,771.000 23,766.000 23,761.000
29.750 23,756.000 23,751.000 23,746.000 23,741.000 23,736.000
30.000 23,731.000 23,726.000 23,721.000 23,716.000 23,711.000
30.250 23,706.000 23,701.000 23,696.000 23,691.000 23,686.000
30.500 23,681.000 23,676.000 23,671.000 23,666.000 23,661.000
30,750 23,656.000 23,651.000 23,646.000 23,641.000 23,636o00
31.000 23,631.000 23,626.000 23,621.000 23,617.000 23,612.000
31.250 23,607.000 23,602.000 23,597.000 23,592.000 23,587.000
31.500 23,583.000 23,578.000 23,573.000 23,568.000 23,563.000
31.750 23,559.000 23,554.000 23,549.000 23,544.000 23,540.000
32.000 23,535.000 23,530.000 23,525.000 23,521.000 23,516.000
Bentley Systems, Inc. Hassled Methods Solution
BMP 3.ppc Center
1/17/2013 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
[08,11.01.541
Page 6 of 27

Subsection: Time vs. Volume Return Event: 2 years
Label: BMP 3 Storm Event: Devil Dog - 2 Year
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time '-
Volume
Volume
Volume
Volume
Volume
(hours)
(ft3)
(ft3)
(ft3)
(ft3)
(ft3) .
32.250
23,511.000
23,507.000
23,502.000
23,497.000
23,492.000
32.500
23,488.000
23,483.000
23,478.000
23,474.000
23,469.000
32.750
23,465.000
23,460.000
23,455.000
23,451.000
23,446.000
33.000
23,442.000
23,437.000
23,432.000
23,428.000
23,423.000
33.250
23,419.000
23,414.000
23,410.000
23,405.000
23,401.000
33.500
23,396.000
23,392.000
23,387.000
23,383.000
23,378.000
33.750
23,374.000
23,369.000
23,365.000
23,360.000
23,356.000
34.000
23,351.000
23,347.000
23,342.000
23,338.000
23,334.000
34.250
23,329.000
23,325.000
23,320.000
23,316.000
23,312.000
34.500
23,307.000
23,303.000
23,298.000
23,294.000
23,290.000
34.750
23,285.000
23,281.000
23,277.000
23,272.000
23,268.000
35.000
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BMP 3.ppc Center [08.11.01,541
1/172013 27 Siemon Company Drive Suite 200 W Page 7 of 27
Watertown, CT 06795 USA [phone]
ECEIVE
JAN 3 12013
By:

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
__.... n.,-,..__. ..._.----... _. __..._.._....r,..,.,__._._____......._.,.-.,
Time Volume Volume Volume Volume Volume
(hours) - (ft') (ft3) (fta) (ft3) (ft3)
0.000
20,773.000
20,925.000
21,390.000
22,180.000
23,320.000
0.250
24,672.000
26,034.000
27,328.000
28,582.000
29,628.000
0.500
30,346.000
30,729.000
30,831.000
30,821.000
30,810.000
0.750
30,799.000
30,788.000
30,777.000
30,766.000
30,756.000
1.000
30,745.000
30,734.000
30,723.000
30,713.000
30,702.000
1.250
30,691.000
30,680.000
30,670.000
30,659.000
30,648.000
1.500
30,637.000
30,627.000
30,616.000
30,605.000
30,595.000
1.750
30,584.000
30,573.000
30,563,000
30,552.000
30,541.000
2.000
30,531.000
30,520.000
30,509.000
30,499.000
30,488.000
2.250
30,477.000
30,467.000
30,456.000
30,446.000
30,435.000
2.500
30,424.000
30,414.000
30,403.000
30,393.000
30,382.000
2.750
30,372.000
30,361.000
30,351.000
30,340.000
30,330.000
- 3.000
30,319.000
30,309.000
30,298.000
30,288.000
30,277.000
3.250
30,267.000
30,256.000
30,246.000
30,235.000
30,225.000
3.500
30,214.000
30,204.000
30,193.000
30,183.000
30,173.000
3.750
30,162.000
30,152.000
30,141.000
30,131.000
30,121.000
4.000
30,110.000
30,100.000
30,090.000
30,079,000
30,069.000
4.250
30,059.000
30,048.000
30,038.000
30,028.000
30,017.000
4.500
30,007.000
29,997.000
29,986.000
29,976.000
29,966.000
4.750
29,956.000
29,945.000
29,935.000
29,925.000
29,915.000
5.000
29,904.000
29,894.000
29,884.000
29,874.000
29,863.000
5.250
29,853.000
29,843.000
29,833.000
29,823.000
29,812.000
5.500
29,802.000
29,792.000
29,782.000
29,772.000
29,762.000
5.750
29,752.000
29,741.000
29,731.000
29,721.000
29,711.000
6.000
29,701.000
29,691.000
29,681.000
29,671.000
29,661.000
6.250
29,651.000
29,641.000
29,630.000
29,620.000
29,610.000
6.500
29,600.000
29,590.000
29,580.000
29,570.000
29,560.000
6.750
29,550.000
29,540.000
29,530.000
29,520.000
29,510.000
7.000
29,500.000
29,490.000
29,480.000
29,470.000
29,460.000
7.250
29,451.000
29,441.000
29,431.000
29,421.000
29,411.000
7.500
29,401.000
29,391.000
29,381.000
29,371.000
29,361.000
7.750
29,352.000
29,342.000
29,332.000
29,322.000
29,312.000
8.000
29,302.000
29,292.000
29,283.000
29,273.000
29,263.000
8.250
29,253.000
29,243.000
29,234.000
29,224.000
29,214.000
8.500
29,204.000
29,194.000
29,185.000
29,175.000
29,165.000
8.750
29,155.000
29,146.000
29,136.000
29,126.000
29,116.000
9.000
29,107.000
29,097.000
29,087.000
29,078.000
29,068.000
9.250
29,058.000
29,049.000
29,039.000
29,029.000
29,020.000
9.500
29,010.000
29,000.000
28,991.000
28,981.000
28,971.000
9.750
28,962.000
28,952.000
28,943.000
28,933.000
28,923.000
10.000
28,914.000
28,904.000
28,895.000
28,885.000
28,876.000
10.250
28,866.000
28,856.000
28,847.000
28,837.000
28,828.000
10.500
28,818.000
28,809.000
28,799.000
28,790.000
28,780.000
BMP 3.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
[08.11.01.541
Page 8 of 27
1

Subsection: Time vs. Volume
Label: BMP 3
Time
-(-(hours)
10.7
11.0
11.2
11.5
11.7
12.
12.2
12.5
12.
13.0
13.2
13.5
13.7
14.0
14.2
14.5
14.
15.
15.2
15.5
15.
16.0
16.2
16.5
16.7
17.0
17.2
17.5
17.7
18.0
18.2
18.5
18.7
19.0
19.2
19.5
19.7
20.0
20.2
20.5
20.7
21.0
21.2
BMP 3.ppc
V172013
Time vs. Volume (ft3)
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Volume Volume Volume Volume Volume
(f[3).. "(ft3) (ft3) (ft3) C (ft3)
50 28,771.000 28,761.000 28,752.000 28,742.000 28,733.000
00 28,723.000 28,714.000 28,704.000 28,695.000 28,686.000
50 28,676.000 28,667.000 28,657.000 28,648.000 28,638.000
00 28,629.000 28,620.000 28,610.000 28,601.000 28,592.000
50 28,582.000 28,573.000 28,563.000 28,554,000 28,545.000
000 28,535.000 28,526.000 28,517.000 28,507.000 28,498.000
50 28,489.000 28,479.000 28,470.000 28,461.000 28,452.000
00 28,442.000 28,433.000 28,424.000 28,414.000 28,405.00087 7so 28,396.000 28,3.000 28,377.000 28,368.000 28,359.000
00 28,350.000 28,341.000 28,331.000 28,322.000 28,313.000
50 28,304.000 28,295.000 28,285.000 28,276.000 28,267.000
00 28,258.000 28,249.000 28,240.000 28,230.000 28,221.000
50 28,212.000 28,203.000 28,194.000 28,185.000 28,176.000
00 28,167.000 28,158.000 28,148.000 28,139.000 28,130.000
50 28,121.000 28,112.000 28,103.000 28,094.000 28,085.000
00 28,076.000 28,067.000 28,058.000 28,049.000 28,040.000
7so 28,031.000 28,022.000 28,013.000 28,004.000 27,995.000
000 27,986.000 27,977.000 27,968.000 27,959.000 27,950.000
50 27,941.000 27,932.000 27,923.000 27,914.000 27,905.000
00 27,896.000 27,887.000 27,878.000 27,870.000 27,861.000
750 27,852.000 27,843.000 27,834.000 27,825.000 27,816.000
00 27,807.000 27,798.000 27,790.000 27,781.000 27,772.000
50 27,763.000 27,754.000 27,745.000 27,737.000. 27,728.000
00 27,719.000 27,710.000 27,701.000 27,693.000 27,684.000
50 27,675.000 27,666.000 27,657.000 27,649.000 27,640.000
00 27,631.000 27,622.000 27,614.000 27,605.000 27,596.000
50 27,587.000 27,579.000 27,570.000 27,561.000 27,553.000
00 27,544.000 27,535.000 27,527.000 27,518.000 27,509.000
50 27,501.000 27,492.000 27,483.000 27,475.000 27,466.000
00 27,457.000 27,449.000 27,440.000 27,431.000 27,423.000
50 27,414.000 27,405.000 27,397.000 27,398.000 27,380.000
00 27,371.000 27,363.000 27,354.000 27,345.000 27,337.000
50 27,328.000 27,320.000 27,311.000 27,303.000 27,294.000
00 27,286.000 27,277.000 27,268.000 27,260.000 27,251.000
50 27,243.000 27,234.000 27,226.000 27,217.000 27,209.000
00 27,201.000 27,192.000 27,184.000 27,175.000 27,167.000
50 27,158.000 27,150.000 27,141.000 27,133.000 27,124.000
00 27,116.000 27,108.000 27,099.000 27,091.000 27,082.000
50 27,074.000 27,066.000 27,057.000 27,049.000 27,040.000
00 27,032.000 27,024.000 27,015.000 27,007.000 26,999.000
50 26,990.000 26,982.000 26,974.000 26,965,000 26,957.000
00 26,949.000 26,940.000 26,932.000 26,924.000 26,915.000
50 26,907.000 26,899.000 26,891.000 26,882.000 26,874.000
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
[08.11.01.541
Page 9 of 27
FICEIVE
1AN 3 12013
Y.

Subsection: Time vs. Volume
Label: BMP 3
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
-- -
Time
--- ,
Volume-�
.. -.. --
Volume
- --
Volume
_
Volume
Volume
f
(hours)
(ft3) '.
,(ft3)
(ft3)
(fta)
(ft3)
21.500
26,866.000
26,858.000
26,849.000
26,841.000
26,833.000
21.750
26,825.000
26,816.000
26,808.000
26,800.000
26,792.000
22.000
26,783.000
26,775.000
26,767.000
26,759.000
26,751.000
22.250
26,743.000
26,734.000
26,726.000
26,718.000
26,710.000
22.500
26,702.000
26,694.000
26,685.000
26,677.000
26,669.000
22.750
26,661.000
26,653.000
26,645.000
26,637.000
26,628.000
23.000
26,620.000
26,612.000
26,604.000
26,596.000
26,588.000
23.250
26,580.000
26,572.000
26,564.000
26,556.000
26,548.000
23.500
26,540.000
26,532.000
26,524.000
26,515.000
26,507.000
23.750
26,499.000
26,491.000
26,483.000
26,475.000
26,467.000
24.000
26,459.000
26,451.000
26,443.000
26,435.000
26,427.000
24.250
26,419.000
26,411.000
26,403.000
26,396.000
26,388.000
24.500
26,380.000
26,372.000
26,364.000
26,356.000
26,348.000
24.750
26,340.000
26,332.000
26,324.000
26,316.000
26,308.000
25.000
26,300.000
26,292.000
26,285.000
26,277.000
26,269.000
25.250
26,261.000
26,253.000
26,245.000
26,237.000
26,230.000
25.500
26,222.000
26,214.000
26,206.006
26,198.000
26,190.000
25.750
26,182.000
26,175.000
26,167.000
26,159.000
26,151.000
26.000
26,143.000
26,136.000
26,128.000
26,120.000
26,112.000
26.250
26,105.000
26,097.000
26,089.000
26,081.000
26,073.000
26.500
26,066.000
26,058.000
26,050.000
26,042.000
26,035.000
26.750
26,027.000
26,019.000
26,012.000
26,004.000
25,996.000
27.000
25,988.000
25,981.000
25,973.000
25,965.000
25,958.000
27.250
25,950.000
25,942.000
25,935.000
25,927.000
25,919.000
27.500
25,912.000
25,904.000
25,896.000
25,889.000
25,881.000
27.750
25,874.000
25,866.000
25,858.000
25,851.000
25,843.000
28.000
25,835.000
25,828.000
25,820.000
25,813.000
25,805.000
28.250
25,798.000
25,790.000
25,782.000
25,775.000
25,767.000
28.500
25,760.000
25,752.000
25,745.000
25,737.000
25,730.000
28.750
25,722.000
25,714.000
25,707.000
25,699.000
25,692.000
29.000
25,684.000
25,677.000
25,669.000
25,662.000
25,654.000
29.250
25,646.000
25,639.000
25,630.000
25,622.000
25,614.000
29.500
25,606.000
25,598.000
25,589.000
25,581.000
25,573.000
29.750
25,S65.000
25,557.000
25,549.000
25,541.000
25,533.000
30.000
25,525.000
25,516.000
25,508.000
25,500000
25,492.000
30.250
25,484.000
25,476.000
25,468.000
25,460.000
25,453.000
30.500
25,445.000
25,437.000
25,429.000
25,421.000
25,413.000
30.750
25,405.000
25,397.000
25,389,000
25,382.000
25,374.000
31.000
25,366.000
25,358.000
25,351.000
25,343.000
25,335.000
31.250
25,327.000
25,320.000
25,312.000
25,304.000
25,296.000
31.500
25,289.000
25,281.000
25,274.000
25,266.000
25,258.000
31.750
25,251.000
25,243.000
25,236.000
25,228.000
25,220.000
32.000
25,213.000
25,205.000
25,198.000
25,190.000
25,183.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 3.ppc
Center
1/17/2013
27 Siemon
Company Drive
Suite 200 W
Watertown,
CT 06795 USA
+1.203-755-1666
t n..
Bentley PondPack V8i
108.11of1 541
Page 10 of 27

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Time on left represents time for first value in each re
Time Volume Volume Volume Volume
(hours) (ft3) (ft3) (ft3) (ft3)
32.250 25,175.000 25,168.000 25,161.000 25,153.000
32.500 25,138.000 25,131.000 25,123.000 25,116.000
32.750 25,101.000 25,094.000 25,087.000 25,079.000
33.000 25,065.000 25,058.000 25,050.000 25,043.000
33.250 25,029.000 25,021.000 25,014.000 25,007.000
33.500 24,993.000 24,986.000 24,978.000 24,971.000
33.750 24,957.000 24,950.000 24,943.000 24,936.000
34.000 24,922.000 24,915.000 24,908.000 24,901.000
34.250 24,887.000 24,880.000 24,873.000 24,866.000
34.500 24,852.000 24,845.000 24,838.000 24,831.000
34.750 24,817.000 24,811.000 24,804.000 24,797.000
35.000 24,783.000 (N/A) (N/A) (N/A)
BMP 3.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-75Si666
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
W.
Volume
(ft3)
25,146.000
25,109.000
25,072.000
25,036.000
25,000.000
24,964.000
24,929.000
24,894.000
24,859.000
24,824.000
24,790.000
(N/A)
Bentley PondPack V8i
[08,11.01,541
Page 11 of 27
31 EI@0E
R JAN 3 12013

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume Volume Volume Volume .. Volume
(hours) (ft3) (ft3) (ft3).(ft3) (ft3)-
0.000
20,773.000
20,962.000
21,538.000
22,524.000
23,957.000
0.250
25,668.000
27,267.000
28,892.000
30,541.000
32,106,000
0.500
33,358.000
34,119.000
34,425.000
34,311.000
34,011.000
0.750
33,737.000
33,488.000
33,262.000
33,055.000
32,867,000
1.000
32,696.000
32,539.000
32,397.000
32,267.000
32,149.000
1.250
32,041.000
31,942.000
31,853.000
31,771.000
31,696.000
1.500
31,628.000
31,566.000
31,509.000
31,457.000
31,410.000
1.750
31,367.000
31,328.000
31,292.000
31,259.000
31,230.000
2.000
31,202.000
31,178.000
31,155.000
31,134.000
31,115.000
2.250
31,098.000
31,082.000
31,068.000
31,055.000
31,043.000
2.500
31,032.000
31,021.000
31,010.000
30,999.000
30,988.000
2.750
30,977.000
30,966.000
30,955.000
30,945.000
30,934.000
3.000
30,923.000
30,912.000
30,901.000
30,890.000
30,879.000
3.250
30,868.000
30,857.000
30,847.000
30,836.000
30,825.000
3.500
30,814.000
30,803.000
30,792.000
30,782.000
30,771.000
3.750
30,760,000
30,749.000
30,738.000
30,728.000
30,717.000
4.000
30,706.000
30,695.000
30,685.000
30,674.000
30,663.000
4.250
30,652.000
30,642.000
30,631.000
30,620.000
30,610.000
4.500
30,599.000
30,588.000
30,577.000
30,567.000
30,556.000
4.750
30,545.000
30,535.000
30,524.000
30,514.000
30,503.000
5.000
30,492.000
30,482.000
30,471.000
30,460.000
30,450.000
5.250
30,439.000
30,429.000
30,418.000
30,408.000
30,397.000
5.500
30,386.000
30,376.000
30,365.000
30,355.000
30,344.000
5.750
30,334.000
30,323.000
30,313.000
30,302.000
30,292.000
6.000
30,281.000
30,271.000
30,260.000
30,250.000
30,239.000
6.250
30,229.000
30,219.000
30,208.000
30,198.000
30,187.000
6.500
30,177.000
30,166.000
30,156.000
30,146.000
30,135.000
6.750
30,125.000
30,114.000
30,104.000
30,094.000
30,083.000
7.000
30,073.000
30,063.000
30,052.000
30,042.000
30,032.000
7.250
30,021.000
30,011.000
30,001.000
29,990.000
29,980.000
7.500
29,970.000
29,960.000
29,949.000
29,939.000
29,929.000
7.750
29,919.000
29,908.000
29,898.000
29,888.000
29,878.000
8.000
29,867.000
29,857.000
29,847.000
29,837.000
29,827.000
8.250
29,817.000
29,806.000
29,796.000
29,786.000
29,776.000
8.500
29,766,000
29,756.000
29,745.000
29,735.000
29,725.000
8.750
29,715.000
29,705.000
29,695.000
29,685.000
29,675.000
9.000
29,665.000
29,655.000
29,645.000
29,634.000
29,624.000
9.250
29,614.000
29,604.000
29,594.000
29,584.000
29,574.000
9.500
29,564.000
29,554.000
29,544.000
29,534.000
29,524.000
9.750
29,514.000
29,504.000
29,494.000
29,484.000
29,474.000
10.000
29,464.000
29,455.000
29,445.000
29,435.000
29,425.000
10.250
29,415.000
29,405.000
29,395.000
29,385.000
29,375.000
10.500
29,365.000
29,355.000
29,346.000
29,336.000
29,326.000
BMP 3.ppc
1117Y2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley Pond Pack V8i
[08.11.01.541
Page 12 of 27

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Time
on left represents
time
for first value
in each row.
� Time
Volume
Volume.
Volume
volume
Volume
(hours)
(ft3)
(ft3)
(ft3) .'
,. (ha),
(ft3)
10.750
29,316.000
29,306.000
29,296.000
29,286.000
29,277.000
11.000
29,267.000
29,257.000
29,247.000
29,237.000
29,228.000
11.250
29,218.000
29,208.000
29,198.000
29,189.000
29,179.000
11.500
29,169.000
29,159.000
29,150,000
29,140.000
29,130.000
11.750
29,120.000
29,111.000
29,101.000
29,091.000
29,082.000
12.000
29,072.000
29,062.000
29,052.000
29,043.000
29,033.000
12.250
29,023.000
29,014.000
29,004.000
28,995.000
28,985.000
12.500
28,975.000
28,966.000
28,956.000
28,946.000
28,937.000
12.750
28,927.000
28,918.000
28,908.000
28,898.000
28,889.000
13.000
28,879.000
28,870.000
28,860.000
28,851.000
28,841.000
13.250
28,832.000
28,822.000
28,813.000
28,803.000
28,794.000
13.500
28,781.000
28,775.000
28,765.000
28,756.000
28,746.000
13.750
28,737.000
28,727.000
28,718.000
28,708.000
28,699.000
14.000
28,689.000
28,680.000
28,670.000
28,661.000
28,652.000
11.250
28,642.000
28,633.000
28,623.000
28,614.000
28,605.000
14.500
28,595.000
28,586.000
28,576,000
28,567.000
28,558.000
14.750
28,548.000
28,539.000
28,530.000
28,520.000
28,511.000
15.000
28,502.000
28,492.000
28,483.000
28,474.000
28,465.000
15.250
28,455.000
28,446.000
28,437.000
28,427.000
28,418.000
15.500
28,409.000
28,400.000
28,390.000
28,381.000
28,372.000
15.750
28,363.000
28,353.000
28,344.000
28,335.000
28,326.000
16.000
28,317.000
28,307.000
28,298.000
28,289.000
28,280.000
16.250
28,271.000
28,262.000
28,252.000
28,243.000
28,234.000
16.500
28,225.000
28,216.000
28,207.000
28,198.000
28,188.000
16.750
28,179.000
28,170.000
28,161.000
28,152.000
28,143.000
17.000
28,134.000
28,125.000
28,116.000
28,107.000
28,098.000
17,250
28,089.000
28,080.000
28,070.000
28,061.000
28,052.000
17.500
28,043.000
28,034.000
28,025.000
28,016.000
28,007.000
17.750
27,998.000
27,989.000
27,980.000
27,971.000
27,962.000
18.000
27,954.000
27,945.000
27,936.000
27,927.000
27,918.000
18.250
27,909.000
27,900.000
27,891.000
27,882,000
27,873.000
18.500
27,864.000
27,855.000
27,816.000
27,838.000
27,829.000
18.750
27,820.000
27,811.000
27,802.000
27,793.000
27,784.000
19.000
27,775.000
27,767.000
27,758.000
27,749.000
27,740.000
19.250
27,731.000
27,722.000
27,714.000
27,705,000
27,696.000
19.500
27,687.000
27,678.000
27,670.000
27,661.000
27,652.000
19.750
27,643.000
27,635.000
27,626.000
27,617.000
27,608.000
20.000
27,600.000
27,591.000
27,582.000
27,573.000
27,565.000
20.250
27,556.000
27,547.000
27,539.000
27,530.000
27,521.000
20.500
27,513.000
27,504.000
27,495.000
27,487.000
27,478.000
20.750
27,469.000
27,461.000
27,452.000
27,443.000
27,435.000
21.000
27,426.000
27,418.000
27,409.000
27,400.000
27,392.000
21.250
27,383.000
27,375.000
27,366.000
27,357.000
27,349.000
Bentley Systems,
Inc. Haestad
Methods Solution
BMP 3.ppc
Center
1/17/2013
27 Siemon
Company Drive
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[phone]
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Page 13 of 27
ECEIVE
JAN 3 12013
by:__

Subsection: Time vs. Volume
Label: BMP 3
Time vs. Volume (ft3)
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
- Volume
Volume-
_ 1 (hours)
,(fta) :_- -
(ft')
_.. (ha)..
d_ (lr:3
(83)
21.500
27,340.000
27,332.000
27,323.000
27,315.000
27,306.000
21.750
27,297.000
27,289.000
27,280.000
27,272.000
27,263.000
22.000
27,255.000
27,246.000
27,238,000
27,229.000
27,221.000
22.250
27,212.000
27,204.000
27,195.000
27,187.000
27,178.000
22.500
27,170.000
27,162.000
27,153.000
27,145.000
27,136.000
22.750
27,128.000
27,119.000
27,111.000
27,103.000
27,094.000
23.000
27,086.000
27,077.000
27,069.000
27,061.000
27,052.000
23.250
27,049.000
27,035.000
27,027.000
27,019.000
27,010.000
23.500
27,002.000
26,994.000
26,985.000
26,977.000
26,969.000
23.750
26,960.000
26,952.000
26,944.000
26,935.000
26,927.000
24.000
26,919.000
26,910.000
26,902.000
26,894.000
26,886.000
24.250
26,877.000
26,869.000
26,861.000
26,853.000
26,844.000
24.500
26,836.000
26,828.000
26,820.000
26,811.000
26,803.000
24.750
26,795.000
26,787.000
26,779.000
26,770.000
26,762.000
25.000
26,754.000
26,746.000
26,738.000
26,729.000
26,721.000
25.250
26,713.000
26,705.000
26,697.000
26,689.000
26,680.000
25.500
26,672.000
26,664.000
26,656.000
26,648.000
26,640.000
25.750
26,632.000
26,624.000
26,616.000
26,607.000
26,599.000
26.000
26,591.000
26,583.000
26,575.000
26,567.000
26,559.000
26.250
26,551.000
26,543.000
26,535.000
26,527.000
26,519.000
26.500
26,511.000
26,503.000
26,495.000
26,487.000
26,479.000
26.750
26,471.000
26,463.000
26,455.000
26,447.000
26,439.000
27.000
26,431.000
26,423.000
26,415.000
26,407.000
26,399.000
27.250
26,391.000
26,383.000
26,375.000
26,367.000
26,359.000
27.500
26,351.000
26,343.000
26,335.000
26,327.000
26,319.000
27.750
26,311.000
26,304.000
26,296.000
26,298.000
26,280.000
28.000
26,272.000
26,264.000
26,256.000
26,248,000
26,240.000
28.250
26,233.000
26,225.000
26,217.000
26,209.000
26,201.000
28.500
26,193.000
26,186.000
26,178.000
26,170.000
26,162.000
28.750
26,154.000
26,147.000
26,139.000
26,131.000
26,123.000
29.000
26,115.000
26,108,000
26,100.000
26,092.000
26,084.000
29.250
26,077.000
26,069.000
26,061.000
26,053.000
26,046.000
29.500
26,038,000
26,030.000
26,022.000
26,015.000
26,007.000.
29,750
25,999.000
25,992.000
25,984.000
25,976.000
25,968.000
30.000
25,961.000
25,953.000
25,945.000
25,938.000
25,930.000
30.250
25,922.000
25,915.000
25,907.000
25,899.000
25,892,000
30.500
25,884.000
25,877.000
25,869.000
25,861.000
25,854.000
30.750
25,846.000
25,838.000
25,831.000
25,823.000
25,816.000
31.000
25,808.000
25,801.000
25,793.000
25,785.000
25,778.000
31.250
25,770.000
25,763.000
25,755.000
25,748.000
25,740.000
31.500
25,732.000
25,725.000
25,717.000
25,710.000
25,702.000
31.750
25,695.000
25,687.000
25,680.000
25,672.000
25,665.000
32.000
25,657.000
25,650.000
25,642.000
25,634.000
25,625.000
Bentley Systems,
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Page 14 of 27

Subsection: Time vs. Volume Return Event: 100 years
Label: BMP 3 1 Storm Event: Devil Dog - 100 Year
Time vs. Volume (ft3)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume.-
Volume
Volume -
Volume
I ':`(hours). r.
(h3).,,
:....(ft3)
(ft3)
(ft3)
(ft3)
32.250
25,617.000
25,609.000
25,601.000
25,593.000
25,585.000
32.500
25,576.000
25,568.000
25,560.000
25,552.000
25,544.000
32.750
25,536.000
25,528.000
25,520.000
25,512.000
25,504.000
33.000
25,496.000
25,488.000
25,480.000
25,472.000
25,464.000
33.250
25,456.000
25,448.000
25,440.000
25,432.000
25,424.000
33.500
25,416.000
25,408.000
25,400.000
25,393.000
25,385.000
33.750
25,377.000
25,369.000
25,361.000
25,354.000
25,346.000
34.000
25,338.000
25,330.000
25,323.000
25,315.000
25,307.000
34.250
25,300.000
25,292.000
25,284.000
25,277.000
25,269.000
34.500
25,261.000
25,254.000
25,246.000
25,239.000
25,231.000
34.750
25,223.000
25,216.000
25,208.000
25,201.000
25,193.000
35.000
25.186.000
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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1/1712013 27 Siemon Company Drive Suite 200 W Page 15 of 27
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F VE

Subsection: Elevation -Area Volume Curve Return Event: 100 years
Label: BMP 3 Storm Event: Devil Dog - 100 Year
v_, . _ _ r ... ,__,__.. _-e ._ .._
Elevation' Planimeter � Area' Al+A2+5gr(Al*A Volume Volume (Total) I
(ft) (ft') (h2) 2) (fta). (fta)
16.00
0.0
3,549.000
0.000
0.000
0.000
17.00
- 0.0
4,908.000
12,630.547
4,210.000
4,210.000
18.00
0.0
6,108.000
16,491.223
5,497.000
9,707.000
19.00
0.0
7,700.000
20,665.959
6,889.000
16,596.000
19.50
0.0
9,024.000
25,059.754
4,177.000
20,773.000
20.00
0.0
10,490.000
29,243.428
4,874.000
25,646.000
21.00
0.0
11,637.000
33,175.626
11,059.000
36,705,000
22.00
0.0
12,830.000
36,685.949
12,229.000
48,934,000
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
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Subsection: Outlet Input Data
Label: Outlet 1
BMP 3.ppc
1/17/2013
Requested Pond Water Surface Elevations
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Minimum (Headwater)
16.00 ft
Increment (Headwater)
0.50 ft
Maximum (Headwater)
22.00 ft
Outlet Connectivity
I Structure Type Outlet ID Direction Outfall El E2
(ft) (ft).
Rectangular Weir
WO
Forward
CO
20.50
22.00
Inlet Box
RO
Forward
CO
21.50
22.00
Orifice -Circular
00
Forward
CO
19.50
22.00
Culvert -Circular
CO
Forward
TW
19.00
22.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
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Page 17 of 27
E C E I Y E
JAN 3 12013
BY:

Subsection: Outlet Input Data
Label: Outlet 1
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Structure ID: CO
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
15.0 in
Length
50.00 ft
Length (Computed Barrel)
50.00 ft
Slope (Computed)
0.005 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.093
T2 ratio (HW/D)
1.195
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
TI Elevation 20.37 ft TS Flow 4.80 ft3/s
T2 Elevation 20.49 ft T2 Flow 5.49 ft3/S
BMP 3.ppc
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s
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Page 18 of 27

Subsection: Outlet Input Data
Label: Outlet 1
BMP 3.ppc
1/17/2013
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Structure ID: 00
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
19.50 ft
Orifice Diameter
1�5-io` —)�, D;��
Orifice Coefficient
0.600
Structure ID: RO
Structure Type: Inlet Box
Number of Openings
1
Elevation
21.50 ft
Orifice Area
8.2 ft'
Orifice Coefficient
0.600
Weir Length
12.80 ft
Weir Coefficient
2.80 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Key, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: WO
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
20.50 ft
Weir Length
3.00 ft
Weir Coefficient
2.80 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Downstream
Channel
Catalog Conduit
Swale
Channel Slope
0.005 ft/ft
Channel Invert Elevation
18.00 ft
Convergence Tolerances
Maximum Iterations
40
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 It
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Bentley Systems, Inc. Haestad Methods Solution
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Page 19 of 27
Fr3EIVE
JAN 3 12013
BY:

Subsection: Outlet Input Data
Label: Outlet 1
BMP 3.ppc
1/17/2013
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Convergence Tolerances
Headwater Tolerance 0.50 k
(Maximum)
Flow Tolerance (Minimum) 0.001 k3/s
Flow Tolerance (Maximum) 10.000 k3/s
Bentley Systems, Inc. Haestad Methods Solution
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Page 20 of 27

Subsection: Elevation -Volume -Flow Table (Pond)
Label: BMP 3
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
19.50 fit
Initial)
Volume (Initial)
20,773.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Elevation Outflow Storage Aiea. Infiltration Flow (Total) - - 25/D+ O
(ft) ' (ft3/5);, (ft3) : (ft2) .,.(ft3/5) (11:3/5) (ft3/5).. 1
16.00
0.00
0.000
3,549.000
0.00
0.00
0.00
16.50
0.00
1,935.216
4,201.023
0.00
0.00
21.50
17.00
0.00
4,210.182
4,908.000
0.00
0.00
46.78
17.50
0.00
6,808.719
5,491.611
0.00
0.00
75.65
18.00
0.00
9,707.256
6,108.000
0.00
0.00
107.86
18.50
0.00
12,952.583
6,880.979
0.00
0.00
143.92
19.00
0.00
16,595.909
7,700.000
0.00
0.00
184.40
19.50
0.00
20,772.535
9,024.000
0.00
0.00
230.81
20.00
0.09
25,646.440
10,490.000
0.00
0.04
285.00
20.50
0.06
31,032.336
11,056.063
0.00
0.06
344.86
21.00
2.93
36,704.982
11,637.000
0.00
2.93
410.77
21.50
6.70
42,670.181
12,226.224
0.00
6.71
480.82
22.00
9.14
48,933,631
12,830.000
0.00
9.14
552.85
BMP 3.ppc
1/1V2013
Bentley Systems, Inc. Haestad Methods Solution
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Bentley PondPack V8i
108.11.01.541
Page 21 of 27
ECFR'%f
JAN 3 12013
BY:

Subsection: Level Pool Pond Routing Summary
Return Event: 2 years
Label: BMP 3 (IN)
Storm
Event: Devil Dog - 2 Year
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
19.50 ft
Initial)
Volume (Initial)
20,773.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/5
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
5.60 ft3/s Time to Peak (Flow, In)
0.200 hours
Infiltration (Peak)
0.00 ft3/s Time to Peak (Infiltration)
0.600 hours
Flow (Peak Outlet)
0.05 ft3/s Time to Peak (Flow, Outlet)
0.600 hours
Elevation (Water Surface,
20.23 ft
Peak)
Volume (Peak)
28,068.136 ft3
Mass Balance (ft3)
Volume (Initial)
20,773.000 R3
Volume (Total Inflow)
7,397.000 ft3
Volume (Total Infiltration)
362.000 ft3
Volume (Total Outlet
4,453.000 ft3
Outflow)
Volume (Retained)
23,260.000 ft3
Volume (Unrouted)
-95.000 ft3
Error (Mass Balance)
1.3 %
Bentley Systems, Inc. Haestad Methods Solution
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BMP 3.ppc
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106.11.01.54I
1/17/2013
27 Siemon Company Drive Suite 200 W
Page 22 of 27
Watertown, CT 06795 USA + 1 -203-755-1666
i

Subsection: Level Pool Pond Routing Summary
Label: BMP 3 (IN)
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions .
Elevation (Water Surface,
19.50 ft
Initial)
Volume (Initial)
20,773.000 fta
Flow (Initial Outlet)
0.00 fta/s
Flow (Initial Infiltration)
0.00 fta/s
Flow (Initial, Total)
0.00 fta/s
Time Increment
0.050 hours
Return Event: 10 years
Storm Event: Devil Dog - 10 Year
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
7.35 fta/s Time to Peak (Flow, In) 0.200 hours
Infiltration (Peak)
0.00 fta/s Time to Peak (Infiltration) 0.600 hours
Flow (Peak Outlet)
0.06 fta/s Time to Peak (Flow, Outlet) 0.600 hours
Elevation (Water Surface,
20.48 It
Peak)
Volume (Peak)
30,831.429 fta
Mass Balance (W)
'
Volume (Initial)
20,773.000 fta
Volume (Total Inflow)
10,142.000 fta
Volume (Total Infiltration)
374.000 fta
Volume (Total Outlet
5,706.000 fta
Outflow)
Volume (Retained)
24,777.000 fta
Volume (Unrouted)
-58.000 fta
Error (Mass Balance)
0.6 %
BMP 3.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
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Bentley PondPack Vai
[08.11.01.541
Page 23 of 27
F C E I V E
JAM 3 12013
BY:

Subsection: Level Pool Pond Routing Summary
Label: BMP 3 (IN)
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
0.0120 in/h
Initial Conditions
Elevation (Water Surface,
19.50 ft
Initial)
Volume (Initial)
20,773.000 ft3
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/S
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: Devil Dog - 100 Year
Flow (Peak In)
9.09 ft3/s
Time to Peak (Flow, In)
0.200 hours
Infiltration (Peak)
0.00 ft3/s
Time to Peak (Infiltration)
0.600 hours
Flow (Peak Outlet)
1.79 ft3/5
Time to Peak (Flow, Outlet)
0.600 hours
Elevation (Water Surface,
20.80
ft
Peak)
Volume (Peak)
34,424.991
ft3
Mass Balance (ft3)
Volume (Initial)
20,773.000
ft3
Volume (Total Inflow)
14,734.000
ft3
Volume (Total Infiltration)
377.000
ft3
Volume (Total Outlet
9,914.000
ft3
Outflow)
Volume (Retained)
25,178.000
ft3
Volume (Unrouted)
-37.000
ft3
Error (Mass Balance)
0.3
%
BMP 3.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
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Bentley PondPack V8i
[08A 1.01.541
Page 24 of 27

Subsection: C and Area (Pre -Development)
Label: DA 3
Return Event: 2 years
Storm Event: Devil Dog - 2 Year
C and Area Results (Pre -Development)
- _. __-
( Soil/Surface Description CCoeffioent � Area
(ft2) _-
Impervious _ 0.950 5,731.000
Unimproved 0.350 105,384.000
Weighted C & Total Area ---> 0.381 111,115.000
BMP 3.ppc
1/1712G13
Bentley Systems, Inc. Haestad Methods Solution
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Area (Adjusted) i
_— (ft2) -- -- [
(N/A)
(N/A)
42,328.850
Bentley PondPack V8i
[08.11.01.541
Page 25 of 27
111 JAN392013
BY:_�_

Subsection: C and Area (Post -Development) Return Event: 2 years
Label: DA 3 Storm Event: Devil Dog - 2 Year
C and Area Results
Soil Surface Description
-C Coefficient
Area
Area (Adjusted) r
Impervious
0.950
17,777.000
(N/A)
Grass
0.350
74,191.000
(N/A)
Roof
0.900
19,147.000
(N/A)
Weighted C & Total Area --->
0.541
111,115.000
60,087.300
BMP 3.ppc
1/17/2013
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT o6795 USA [phone]
Bentley Pond Pack V8i
[08A1.01.541
Page 26 of 27

Index
B
BMP 3 (Elevation -Area Volume Curve, 100 years) ... 16
BMP 3 (Elevation -Volume -Flow Table (Pond), 100 years) ... 21
BMP 3 (IN) (Level Pool Pond Routing Summary, 10 years) ... 23
BMP 3 (IN) (Level Pool Pond Routing Summary, 100 years) ... 24
BMP 3 (IN) (Level Pool Pond Routing Summary, 2 years) ... 22
BMP 3 (Time vs. Volume, 10 years) ... 8, 9, 10, 11
BMP 3 (Time vs. Volume, 100 years)... 12, 13, 14, 15
BMP 3 (Time vs. Volume, 2 years) ... 4, 5, 6, 7
D
DA 3 (C and Area (Post -Development), 2 years) ... 26
DA 3 (C and Area (Pre -Development), 2 years) ... 25
M
Master Network Summary ... 3
Modifed Rational Grand Summary ... 2
O
Outlet 1 (Outlet Input Data, 100 years)... 17, 18, 19, 20
Bentley Systems, Inc. Haested Methods Solution Bentley PondPack V84
BMP 3.ppc Center [08.11.01.541
1/17/2013 27 Siemon Company Drive Suite 200 W Page 27 of 27
Watertown, CT 06795 USA [phone]
11.: C-Eit'tJE
pp JAN 3 12013
BY:—

Ap x C
NCDENR S lem ntal Forms
a/313
CAJ
671Page

Appendix D
Culvert Calculations
:CEOViE 72' Pa-g_-e
JAN Q 1 2'019

FRO JF:C1' Camp Devil Dog Stnrinwn tar EnlmneRments
SHEET
UNITS
OF
FNGLISH
CULVERT
DESIGNER:
REVIEWED:
DESIGN
MOP
LRW
FORM LD-269
DATE:
DATE:
UM41013
1/15Q013
ROAD Drlvawvy entrance COUNTY Onslow
CULVERT CG-I/CG--2 NC
HYDROLOGICAL DATA
MRIRRI RATIONAL
Dlaint, Area: 3.31 Acrts
Time of Conccmati.n 12,042 Minutes
DESIGN FLOWS
-
ShW
Flff
Eli-
L^
5-
SKEW-
LRv. LI. 23007,E
ELIIWJ. ??.?]
2074 II
?op0 A
36 A
a.]
a
Roadway
B
A _
Width 26 R ROADWAY
&____________________________________________________
xwi
'-- -------- -_ _
DEPRESSION Girt
"n"Bed 0.013
ELEVATION
vmmn
_
'
23.00 R
__________
_"------ -------------_-_
Ele-
Road LngM 800
FRrNvnrd,
Shldr. LT.,. Rr[.,
___
H
T W DEPTH
TW TW VGL
Chl.]lnv.E1..
_
NEW ❑
Suface Type
068
23,00,
,.
120
226
2040
GRAVEL
0
A
A
it
n
R.L(ycars)
FLOW(cB)
10
DasiR n _.
9.54
2
Clmck
].2]
10
Mnx.
9.61
CULVERT DESCRIPTION:
TYPE: Single/Melliple Cooperating
. Intel Edge D,WnpB011:
0re.vc Fnd PmjcclinS
FOIAL
PLOW
Q
'r,
FLOW PER
BARREL
QN
c6
HEADW'A
I
ER CALCULAI
IONS
CONTROL
HEADWATER
ELEV
It
OUTLEF
VEL
on,
MINIMUM
SHOULDER
ELEV.
It
COMMENTS
INLET CONTROL
OUI'LETCONtROL
Sin le/Muhl Ie Confnmtin /Rmkd.Btwk Culvert
IIW✓D
IIWi
B
FAL L
It
ELIIWi
It
TW
It
do
R
(det DF2
It
In
11
Iv
11
11
ELIw.
R
'SMATERIAL
SHAPE
Siu(in)
N
Manninys
&ln,ol.
e
CinvUr
IS
_
0!01
9.54
4.9
1.14
1.3]
(LOD
22,27
1.20
0.90
1.08
1.20
0.20
0.52
22.32
22.32
525
]1]
16
0.84
0.9Y
D00
21.84
1.07
0.]]
1.01
1.07
0,20
0.29
21,95
21.95
495
984
4.9
LN
Ll]
0.00
22.27
L20
0.90
1.08
1,20
0.20
0.52
22.32
22.32
5,25
Ikroken Back
C.H'eft
TAH.WATER DATA:
TAILWATER RESULTS:
ROADWAY DATA:
ROADWAY OVERTUPP1iG:
LENGTH
Ells.
SEEN°
annRl SNP
Triangular
0.035
Deytar,
t,G
F4+a1im
R
FW
dqM
R
Vittiry
T,
Slaw fare
NSF
and aY WidJFfl
26
Dix'brBe
vIs
TO appm6
DiklurBe
C(S
DtclTPing
Ell-ai.
0
xOBom WidO.R
Side Slope D:(H:IV)
Side Sbpe R[ (HAV)
Channel Slope, half
0.00
SnrWt,I W
GRAVEL
3.D0
DeV,
?1411
120
2,26
045
Top of Road Elevation. It
23
kn.' 0
0.tt0
3.00
k
21AX
1.07
2.10
040
Length of Road, It
gm
hek 0
O.W
0.0060
Mu,
21.60
110
2,26
0,45
Mug. 0
11.Iq
Dialewe
Elavmion
TECHNICAL FOOTNOTES:
(1) USE Q/NB FOR BOX CULVERTS
(4)ELhi-HWi+ELi(INVERI' OF INLET' CONTROL SECTION)
(6)he-IWOT (dc+ D12)(WHICHEVER IS GREATER)
(2)HWi/D=HW/D OR HWi/D FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW
(])H-H+kc+(29ti LVR`"If2g
(3) FALL = DWI - O:LH Wd - ELSO; FALL IS ZERO FOR CULVERTS ON GRADE
DEPTH IN CHANNEL
SUBSCRIPT DEFINITIONS:
COMMENTS / DISCUSSION:
CULVERT BARREL SELECTED
HWd DESIGN HEADWATER I
INLET
SIZE: n.
IIWi IIW IN NLIa'C'ON'I ROL o
OUI LEI'
SHAPE: MA'I TRIAL:
HIV. HW IN OUT' LET CONTROL of
SlrtambNENTRANCE:
Co+cuh dO Gcc

PROJECT Camp Devil Dog St.'an" lef Enhancememe
SHEET
UNITS
OF
ERGLISH
CULVERT
DESIGNER:
REVIEWER:
DESIGN
MIP
LRW
FORM LD-269
DATE:
DATE:
1/142013
- I/152013
ROAD Perimeter Road COUNTY O.aI.W
- -
-- NC
CULVERT CO-31064
HY DROLOGICLL DATA
Mclhod: INPUT
Drainage Area: 0.3
Tim, of Conccnlration 5
DESIGN FLOW'S
Shldr.Eln'.LL-
EkPm
lili-
L-
S-
SKEW-
_..22.W
ELHWJ• 21w .. -
0.00 It
21.2n 0
054%
a°
Road.n, Width 26 6 ROADWAY
R
It ____________________________________________________
-/ x.i
- -- --
DEPRESSION 11in,
en" Bed .0D
F.LEVA'DON
SamnnN
24.0U It
__________
-------------------
F1,
Read Length 400
Fhm esrd•
Shldn Elw.Rv'
___
H
1 W DEPfII
TW TW VEL.
Clumd I -EL.
21W a
SaLux type
am
22.60 -{R
.
0.19
1,11
20.80
GRAVEL
It
It
p
It
R.L(ycan)
FLOW(cfi)
10
2
10
Design
Chmk
M..
1.69
13]
1,69
CULVERT DESCRI PI' ION:
TYPE: Single/.Multiple C.onfornaing
Inlet Edge Description:
Groove End Projecting
TAM,
FLOW
Q
Its
FLOW PER
BARREL
ON
cfs
HEADWATER
CALCULAT
IONS
CONTROL
HRAUWAFER
ELEV
It
OIR'LEF
VEL
fpe
MINIMUM
SHOULDER
ELEV.
11
COMMENTS
INLGr CONTROL
OWLEI 'CONI ROL
Single IMultile Conforaning I Broken Back Culverts
HW✓D
HW1
R
FALL
R
ELHWi
R
TW
It
de
It
(WDV2
11
M
It
kn
11
a
EI.Hwo
11
MATERIAL
SHAPE
SicI(in)
N
Meanings
C..IN,e
Circular
15
1
0.01
169
1.7
0.59
0.55
0.00
21.75
0.19
0.52
0.89
0.88
0.20
0.06
21.94
21.94
3.54
1.27
13
0.54
046
0.00
21.66
0.16
0A5
0,85
OF5
020
003
21,89
21.88
321
1.69
1.7
0.59
0.55
000
21.75
0.19
0.52
0.89
0.88
0.20
0.06
2Lw
21.94
3.54
Brake. hack C.Ivert
I'AILWA'FER DATA:
I'AILWA'I'ER RESULTS:
-40.J2
ADWAY DATA:
ROADWAYOVER'1'OPPINC:
LENGTH
El-
SKEW.
'Mnncl.St.,
TnPvmdal
0.035
Iisoles,
rr
E0. lion
It
Fbx'
depth
a
Vionty
fps
da., Width,It
26
Oisclurpe
a,
ononaring
Discharge
CIS
(Nmgtpmg
Elewlim
0
Rdtmnwiam,n
Side Slope LI: (H:I V)
See Slope RC (H:IV)
Channel Slope, NR
6.00
face Tvpc
GRAVEL
3.00
i,
20.99
a19
L33
of Road Elevation, It
34
i, 0
000
3.00
hak
21IM;
0.In
1,20
gth of Road It
400
honk 0
000
0.0100
Mu.
20.99
0.19
1.33
Has, 0
0.00
Iilae
TECI IS I CAL FOO fN'OTF.S:
(O USE QMB FOR BOX CULVERTS
tat ELhi-I1Wi+ELi(INVER'I' OF I NLEI' CONI7ROL5EC 1ON)
(6)ho-I WOF(d,+ D2)(WHICHEVER IS GREATER)
(2)HWUD-HW/D OR HWUD FROM DESIGN CHARTS
(5) TW RASED ON DOWNSTREAM CONTROL OR FLOW
(])H-(I+ke+(29n'LYRI'"(a`/2g
(3) FAI.I,- H WI. (IiLHWd- I!LeO; FALI.IS ZIIRO FGR Cl1LVElt'FS
ON GRADE
DEPf11 IN CHANNEL
SURSCRI PI' DF.FINI'HONS:
COMMENTS / DISCUSSION:
CULVERT' BA RRF.L SELECTED
HWd DESIGN HEADWATER i
INLET
SIZE: n.
IIWi I IW IN I,NLE I' CON'IAOI,
OU I'LEf
SI TAPE: MATERIAL:
HW. HW IN DO I LET CONTROL of
Slteambcd
ENTRANCE:
(9 oulvcrt face
ECEIVE -
JAN 3 12013
BY:_

J.
PROJECI Camp Des' it Dog Stormwnter Enhancements
-
SHEIEi
UNITS
OF
F.N(. hISH
CULVERT
DESIGNER.
REVIEWER:
MAP
LAW
DESIGN FORM
DATE:
DAIR:
1/142013
1/IS2011
t ROAD. sS s, COMMAND POST ROAD COUNTY ONSLOW
CULVERT C(i4/CG-8 NC
BYDROLOGICAL DATA
Meshed: INPUT'
Drame, Arta: 10,15
Tim, ofCraccltruint 20
DESIGSFLOVIS
Si
F.Is1-
LI
L-
S-
SKEW-
Ek-L, ,2080_ 1
ELIIWd. R124
Von a
17,10 fl
38 0
095:
0°
Roadway
0
0 _
Width Is OF ROADWAY
___----- _-----------
Hw1
-----------------
- - - ___-„
EXPRESSION em.
"n"Bed 0.01)
ELEVATION
_-------------------------------
Simim Rd
2I.00 R
__________
______ "�--(.Tvmel
plo„
good Lmph 200
F.bxurd-
SNJr. EIe', R1^
___
H
TW DEPrfI
TW T\V VEL.
lnv Fl.
16.N0 0
SOR.Tyd
2Sn
2080
'
0,56
2,'0
I6 N0
s
GRAVEL
9
fl
❑
it
fl
R.1. Ods")
FLOW (cfs)
10
Design
4,$2
2
Check
191
100
Max,
$.35
C ULVE RT DESCRI PTION:
TYPE: Singlc/Mulliple Conforndng
Inlel EdKe Description:
Square edgaw/Leadwall
TOTAL
FLOW
O
tlY
FLOW PER
BARREL
ON
is
If
EADW'A"fEII
CALCULATION
S
C(]NfROL
IIEADWVFER
ELEV
R
ODUT
VEL
Fps
MINIMUM
SHOULDER
ELEV,
It
COMMEMS
INLCTCONTROL
OUTLET CONTROL
Single / MultiIe Contomsin / Bsnken Back Culver,'
HWLD
flwi
fl
FALL
II
ELIIW,
tl
TW
p
do
p
(du DF2
tt
M
II
to
If
X
ELIIWo
It
MATERIAL
SHAPE
Sizc (in)
N
Manning,
Cncrt¢
CI¢Wer
24
I
0.01
4.52
4.5
0.57
0.79
000
17.89
0.56
0.75
138
1.37
0.50
0.06
18.24
H(24
5.16
191
19
0,49
OA8
RIM
17.59
0.36
0.48
1.24
1.24
0.50
001
18.05
18.05
4.02
8,35
8A
0.72
120
000
18.30
0.76
1.03
1.52
152
0.50
0.22
I$.53
18.53
6.10
Broken [lack
Culvert
TAHAVAIER DATA:
ITILWA'TER RESULTS:
ROADWAY DATA:
ROADWAY OVERUPPING:
LENGTH
Ell
SKEW.'hannel
Slope
Tnpaddsl
""
D035
Oiwe""
eB
F"4 lion
n
Flex'
aNU
n
Viociry
fps
SM1ur lm.<
PSI
oWxay WiSltX
19
Dissiu.
ifs
O,encppinN
Dirdir¢•
GIs
O"sol
Ell
IF
Ronan Widl6. It
Side Slope lBLIV)
Side Sbpe Rt(H:1 V)
cannot Slaps, AIR
2.00
sinfic.1,x
GRAVEL
3.00
{ln
17.36
0.56
2.20
035
Top of Road Elevation, R
21
krlp' 0
0.00
3D0
hak
17A6
0.31i
1.73
022
Length of Road, fl
200
-hack 0
ILW
0.0100
17.51,
076
2,59
U.J]
0
pro
loalirm
TECHNICAL FOOTNOTES-
(H USE QNB FOR BOX CULVERTS
(4)ELhi-HWe+ELi(INVERT OF INLET CONTROL SECTION)
(6)ho-I W or Ric +D12 (WHICH EVER IS GREATER)
12) H W i/D- H W/D OR li W i/D FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLO W
(7) H - I I +kc+(29n'LyR"Idag
(3) FALL - LOW[ [ - (Ii ,HW,J - EL,T; FALL IS ZFR0 FOR CULVERTS ONGRADE
DEPTH IN CHANNEL
SUBSCRI P I' DEFIN'I'I IONS:
COMMENTS / DISCUSSION:
CULV f;NT' BAILRF.I. Sk:1.EC1'Y:D
Hwd DESIGN HEADWATER i
INLET
IZE: 24' re 0.013
BW'i HOWIN INLETCON'EROL o
OU11I117
SHAPE: MATERIAL: RCP
H. HW IN OUILEI"CONTROL sf
Sod,nol d
E_IEANCE: HEADWALL
© culvert face

PROJECT Camp Devil D.R Striranander Enhancements
SHEET
UNITS
OF
ERGLISH -
-
CULVERT
DESIGNER:
REVIEWER:
M.IP
LRW'
DESIGN FORM
- DATE:
- DATE:
1/M013
1/15iQ013
ROAD Entrance COUNTY ONSLOW
CULVERT CG-9/C(5-10 NC -
HYDROLOGICAL DATA
Method: INPUT
Umloege Arch 0.86
Tfmv of Conrea.ron 6
DESIGN FLOW'S
-
SMN.
Elel'-
Oi-
L-
S.
SKEW-
Wev. L, i W77
ELIIWd• 2341
am R
'_2.W R
A R
O.SJK
0°
Roadway
R
R
Width 31 H ROADWAY
g_____________________________________________________
xwi
DEPRESSION a-
"n"Bed 00I3
Ei.RVAU0N
mmm W
24,00 R
__________
----'
El -
R¢W Leni 50
Frcezerd
.Sold, Lli Rr+
___
x
TW DEPTH
Tw Tw "EL
('luimd lnv.Fl.
Sell
055
24D0.` IR
0.69
1.73
GRAVEL.
R
A
R
R-1. (years)
FLOW co)
IO
2
IO
Design
Check163
Mac.
4.$$
4.82
CULVERT DESCRIPTION:
TYPE: SingIcAlultiple Conforming
INrt EdFe Desripti0n:
Squwa edge wllmudwnl
TOTAL
FLOW
Q
efi
FLOW
BARREL
QN
cG
HEAUWA'fED
CALCULAIIO,NS
('01UR01.
HEAOWA'I'ER
ELEV
R
OtTLEF
VEL
fpr
MINIMUM
SHOULDER
ELEV.
H
CUMMEN'fS
WItUr CONTROL
OUfLEF CONTROL
Sin He/Multi leConfnmtin /Urokat Back Culverts
IIWBD
IIWI
R
FALL
It
FLHwi
11
TW
H
do
R
NcIDV2
tl
he
11
ke
II
if
EUIWc
It
MATERIAL
SHAPE
Size (in)
IN
Ma0ni0ys
Conerem
Chalar
IS
I
0AI
4.82
4.8
1.16
145
0.00
23.45
0.69
0,89
1.07
1.07
0.50
0.65
2342
23,45
4.51
3.63
3.6
0.86
0.99
OW
22.99
0.60
0.77
I'M
Iof
SM
0.3]
23DS
23.OR
434
4.92
4.8
IA6
1,45
0 0
2345
0.69
0.89
1.07
1.0]
0.50
0.65
2342
23.45
451
Broken Hark
Culvert
TAILWA'TER DATA:
AILWATER RESULTS:
ROAD\Y,YY DATA:
ROADWAY OVERTOPPING:
LENGTH
Ell
SKEW °
Tm idal
0.035
Diialia"
cfa-
Elrvaxam
R
Few
deal,
R
Vclociry
IF,
Soevforc,
wduny Wi4N,H
31
Dirrlurge
cfs
(h�'^oPPer
DixMrg
Cf5
(lrmegpieg
Elcvvtiun
❑
ll
t:NAV)
T.(H'.1 VI
e, Ntt
LI
2.00
'urI'el"
GRAVEL
3.00
!n'I
22.44
0.69
I.73
op of Road Elevation, h
Y4
ni 0
000
3.00
oak
22J5
0.HI
I'll
Length of Road, 11
50
bak 0
one
0.0050
2244
0.69
I.A
d2'
Mae. 0
am
TECHNICAL F(10 FNOTES:
(1)USE QNB FOR BOX CULVERTS
(4)El-IM+EU(INVERI OF INLET' CONTROL SECTION)
(6)he^1'W or(do + DP)(WHICHEVER IS GREATER)
(2)HWI/D= HWOD OR HW✓D FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW
(7)H=[I+ke+(29n LpR'")'li
(3) FALL- IIWI- (ELHWd- lfl f; FALL IS ZERO FOR CULVERTS
ON GRADE
DEPTH IN CHANNEL,
SUBSCRIPT DEFIN 'PIONS:
COMMENTS / DISCUSSION:
CULVERT BARREL SELECTED
HWd DESIGN I IEADWATER I
INLET'
SIZE: IS" a 0.013
IIWI I I W I N I NLHT LON'I'RO L o
oil ILEr
SHAPE MATERIAL RCP
Hw. HWIN'OU'ILEI' CONTROL sf
Sucenlbcd
ENTRANCE: GROOVE END PROJECTING
C calve. face
CULVERTSOFT by ENSOFTEC, INC. VE
R=CEI
JAN 3 12013
BY:

it��; ; i Si1i3
Camp Devil Dog Stormwater Enhancements
PERIMETER ROAD s _ - It 'It 1-'COUNTY ONSLOW
CO11/CGI2 NC
CULVERT DESIGN FORM
SHEET OE DESIGNER: M1P DATE:
UNITS ERGIJSH REVIEWER: LRW DATE.
HYDROLOGICAL DATA
:Ihod: RAI'IDEAL
Roadway Width
24
R
ROADWAY
F.1.11VAFION
23.50 It
Rand Lm6A
500
Sofew Ty
GRAVEL
airs, Arrp: 1.29 A.v
Fredsnard-
054
11
ne of cwe, nh ralion ] Minutes
ShIJ.
Lkv. Id - ` 234655i 0
Said, Li R C2J:40; '�fl
[SIGN FLOWS
ELIIWJ=
22.8e
0 _
�____________________________________________________
__________
---
i _.
R I (,pE)
FLOW EEO
F.bH
am d
Hwi
H
10
IAsign
6.38
Eli-
21.65 11
T'W DLPTtt
033
B
2
Check
4.79
L-
IU A
___ ______
'� ____ ______
Suvm [ial
_
TW
TW VEL.
I]9
0
10
Max.
6,38
S-
3.U%
DEPRESSION
0it.
----------. ________
_
_
C.Iurncun..F1.
Igoe
n
1LVERT DESCRIPTION:
SKEW-
a°
Red
0.013
Flo-
_ _
I9.00
6
'PE: Single/Mulliple Conforming
el Edge Dewripdnn:
TOTAL
FLOW PER
HEADWATER CALCULATIONS
CON IROL
MINIMUM
vc End Prujeniny
FLOW
BARREL
INLETMNIROL
0Un LLr C,ONIROl-
HEADWATER
(1IrrLEr
SHOULDER
COMMENTS
t Ic/Multi le Cnnfomlin•/Hmkrn [1nek Culverts
0
QN
11plim
IIWi
FALL
EL11Wl
TW
do
(JnDI^_
hn
ke
11
EI.IIW9
ELEV
VET.
EIEV,
MATERIAL
SLIMS
Siu(in)
N
Marmings
ch
c8
R
I
It
It
It
0
B
It
A
fl
0
rps
0
ncmm
Chancier
is
I
But
6.38
6.4
091
1.21
0.00
22.86
0.33
0.98
124
1.24
020
066
19.90
22.86
264
4.79
4.8
0.64
096
Bull
22.61
0.28
0,84
1.17
1.17
020
039
19.54
22.61
R.90
6.38
6A
0.81
121
full
22,86
0.33
0.98
1,24
1.24
020
066
19,90
22.86
9.64
own [lack Culver[
TAI LWA FER DATA:
FAILWATER RESULTS:
ROADWAY DATA:
ROADWAY OVERTOPPING:
LENGTH
El-
SK,, a
'M1amd Ste,
Tnpomdd
Dina Pe
Elenlion
r�
V dmity
Sler fins
r ssy WiJh, a
Die,led"
[TasOppas
fTva41PIN
Jmth
24
Dndurg
Elenlimt
mama w.dd,.it
10.00
0.035
crs
R
n
fps
PSF
'mGce Type
ORAVEL
crs
CIS
B
Side Slope LII(RIV)
3.00
R,h,
18,33
0,3:
1.79
0,18
op of Road Elevaflon,❑
235
N'iF
0
000
Side Slope RL(HAV)
3.00
heck
IN20.
0.2X
1.61
0.15
Length of Road. it
500
.heck
0
0W
Channel Slope, test
0.0090
Mu,
1833
033
1.79
0.18
Mus.
0
one
TECHNICAL, FOOTNOTES:
(1) USE ONB FOR BOX CULVERTS
(4)ELAi-HWi+ELI(INVER F OF INLET CONTROL SECTION)
(6)he- TW.1 Ble+ Dn)(WHICHEVER IS GREATER)
(2)HWi/D=HW/B OR HW✓D FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW
(7)H=(I+ke+(2%1)fR' uls)Ry
(3) FALL = H W I - (EI,11 W d - IiLs); FALL IS ZERO FOR CULVERTS ON GRADE,
DEPTH IN CHANNEL
SUBSCRI PT DEFIN I IONS:
COMMENTS / DISCUSSION:
CULV ERT BARREL SELECTED
HWd DESIGN HEADWATER I
INLET
SIZE: IS" n. 0,013
HWi IIW IN HILL LCON'I'ROL. n
OUTLEr
SHAPE: MAIT:RIAL: RCP
HWo HW IN DO I LETCONTROL sf
She ambcd
ENTRANCE: GROOVE END PROJECLINO
@ cuNv rf fecc
CULVERTSOFT by ENSOFTEC, INC.

PROTECT Camp Devil Dog Stnrmwater Enhancements
-"
SHEET
-
uNrrs-
OF
encllsu - �"
CULVERT
DESIGNER:
REVIEWER
MJP
, TRW
DESIGN FORM
DATE:
DATE:
Ul44013
U15Q013 _
ROAD PERIMETER ROAD COUNTY ONSLOW
- - - - � _ � -
CULVERT cr,ls/cT;le NC
III DROLOGICAL DATA
Method: INPUT
Dminogc A.: 0.s
Timcof Conccnlm0on 5
DESIGN FLOWS
Shko.
ELaM1
E-
C-
S-
SKEW-
Ell Le= 15A0 7..
ELfIWJ• 2451
Ono 0
2.3.75 fl
54 R
0.5
It
Roadway
R
❑
Width 13 11 ROADWAY
vy____________________________________________________
Hwi
___________
DEPRESSION II i.
"n'Bed 0013
ELEVATION
Summ lkA
26.00 R
--- - --------------
__________
Flo-
Road Lm h Rae
F.Namd-
SWdr. 0,1. Rt-)
---
H
Tw DEPTH
TW TW VEL.
Clow[ln¢F:L.
_
2348 R
Suface Typ
lit
2680 1R
029
I21
2348
GRAVEL
It
R
R
R
R.I. ('c"d
FLOW trot
10
2
10
Design
Check
Me,
2.24
1.69
2.24
CULVERT DESCRIPTION':
TYPE: Single/.\Multiple Cunforning
lolct Edge Description:
Groove lend PrujcOing
TOTAL
FLOW
Q
cts
FLOW PIA
13ARRLL
QN
cli
R
EADWA'PER
CALCU[.ATIONS
CONTROL
IRADWXTER
ELEV
R
0UrLItr
VEL
fin
MINIMUM
SHOULDER
ELEV.
R
CODIMENIS
INLET CONTROL
OUTLET CONTROL
Sin le/Mul' le Conepain / Broken [lack Culvena
Hwm
Hw'1
R
FALL.
R
F.L11Wi
11
Toe
R
do
R
(bes Y2
11
1n
R
1,
II
It
ELI1Wo
If
MATERIAL
SHAPF.
Site, (in)
N
Mappings
Cuneroc
Cinvlar
15
I
0.01
2.24
2.2
0.62
0.66
0.00
24.41
0]9
060
0.93
0.92
0.20
0.13
24,53
24.51
3J0
1.69
1]
055
0.55
0.W
24.30
091
0.52
0.89
0.88
0.20
0,09
24A4
24.44
3A4
2.24
2.2
0,62
0.66
0.00
24.41
0.29
Oho
093
0.92
020
0.13
24.53
24.53
370
Broken Rack Culver,
I'AIL\VATER DATA:
I' All I' ER RESULTS:
ROADWAY DATA:
ROADWAYOVERTOPPING:
LENGTH
F.Iev.
SKEWo
'Iunrcl Slope
Trunguler
a..0.035
Disels�rge
of
EMnlim
It
FYm
deed
R
Velma,
fps
Slbr fora
PSP
mMaY Width,
33
Dialurge
ON
Ovnopl
Deelurge
Df5
Ovmgrping
Elcaukan
It
Ron -Width. ll
Safe Slope Ltt(H:1V)
Sell Slope RL(HAV)
Channel Slope, Wft
0.00
Sorfacelypc
GRAVEL
3,00
Design
24.17
0.79
L21
0.15
Top of Road Elevation, It
26
ha 0
0.w
3.00
chak
2419
0J1
1.12
0.13
LeWth of Road, 1t
I00
xk 0
O.W
0.0030
24,27
099
1121
0,15
Has, 0
out
Dnl
Ro-vino
TECIINICAL FOOTNOTES:
ID USE GME TO It 130X CU LVER IS
(4) ELhi-Ii Wi-ELI(INVER'I' OF INLET CON ROL SECT ION)
(6)h0-1'W or(dc1 D/2) DYNC'IEEVER IS GREATER)
(2)HW✓D-IDV/D OR HWUD FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW
(9)H-(I Ikc+(29n'LyR1.1,1'Rg
(3) FALL = H W I - (ELH Wd - ELsO; FALL IS ZER01'OR CULVERTS ON GRADE
DEPTH IN Cl IANNEI,
SUBSCRIPT DEFINI'I IONS:
COMMY:B'fS / DISCl1.4510N:
CULV ER'I' BARRlil, SE:LEC7ED
HWd DESIGN HEADWATER i
INLET
SIZE: 15" n.0013
DWI I IW ININLGTCONTROL o
out LET
SHAPIi: MATERIAL: RCP
HWO HW IN OUTLET CONTROL of
Sncaebcd
ENTRANCE: GROOVE END PROTECTING
U culvw face
CULVERTSOFT by ENSOFTEC, INC. " E G E I V E Iitl
} JAN 3 12013
BY:

Ei
PROJECT Camp Devil Dog Starmwaler Enhancements -
SHEET
UNITS
OF
BNGLISp
CULVERT
DESIGNER:
REVIEWER
MJP
LRW
DESIGN' FIRM
DATE:
DA'IT:
1114CO13
1/15ROU
ROAD PERIMETER ROAD - COUNTY ONSLOW
^rc r'
e . NC
CULVERT (7017/CG 18 -
HYDROLOGICAL DATA
McRmul RATIONAL
Drainage Arco 0,86 Acres
Time of C.meemmen 5 Mmu4
DESIGN FI.OYY'S
Shldr.
FIaF
EIi-
L-
5-
SKEW-
El'. LL- 27 *
ELIIW& 2441
OJA 11
D.JS a
lg 0
d.{lya
00
Roadway
0
R -
Width 22 ❑ ROADWAY
__________________________________
Hwi
- ------___-„-_
"
DEPRESSION Pin.
a" Red 0.013
RLEVA
Amm Od
HON
26.00 a
__________
___ _
Fh'
Read Len h land
Fneeb-nd-
Sh]&. Ek-Rr-'.s
___
H
1W DIiP Of
Tw TV VEL
(lumdlnv.El..
23.15 a
Sell-T>'Pc
I.59
26.00
0.95
1.36
23.I5
PAVED
it
In
a
0
a
R.I. (years)
FLOW (efO
10
Dceign
3.b6
2
Check
2.76
10
Max.
3(6
CULVERT DESCRIPTION:
TYPE: Single/.Multiple Conforming
Inlet Edge Description:
Square edge w/Imudwull
TOTAL
FLOW
O
in
FLOW PER
BARREL
OM
c6
H
EADWA'I
ER CALCU
LAI"IONS
c,)NrRUI.
IIEADWA'rER
ELEV
0
OUFLIO
VEL
to
MINIMUM
SHOULDER
ELEV.
it
COMMENTS
INLET CONIROL
OUI'LM CONIROL
Sin le/Multi le'mr,hrmine Book. pock Culrcne
IIWPD
HWi
h
I FALL
R
FLUWi
11
TV
0
de
0
pk4DE3
tl
In
H
ke
11
a
6LIIWo
0
MATERIAL
SHAPE
St. (in)
N
Marine,
Concrcm
Circular
IS
1
0!01
1.66
7.7
0,]I
0.84
0.00
24.10
095
O.D
1.12
LL'
0.50
0.15
24.41
24.41
4�7
2.7b
0.69
O.W
24.04
0.85
0,63
1.07
1.07
0,50
0.08
24.10
24.30
3.96
3.66
123�7
L17
0.80
000
24.19
0.95
0.73
1.12
1.12
0.50
0.15
24.41
24.41
4.27
Broken Rack Culver,
IAILWAEF.R DATA:
TAILWATER RESULTS:
ROADWAY DATA:
ROADWAY OVERTOPPING:
LENGTH
Elev.
SKE.
Cmcf she,
Tmm,pa
0,035
Diu w
efs
El-cion
n
F"
dqu6
0
Vd-,
IT,
Shearon.
PST
.' Widm. ft
22
Divehi, a
c0
IkvtgPping
Mule,,
MS
OWAePpinp
Elevated
❑
Fmi. Width. ll
Side Slaps LE(H:1V)
Side Slope RI: (H:1 V)
barrel Slope. WE
0.00
bfaalypc
PAVED
3.00
fasi,
24.I0
0.95
136
0,19
Top of Road Elevator. It
2E
e'ied 0
0.00
3.00
Cluck
24M
095
1.27
0A6
Length of Road, It
1000
cMk 0
am
0.0030
24,10
0.93
I'M
0,18
0
am
Din
'.Inn
TF.CI IN CAL FOOrN OTES:
(1) USE Q/NB FOR BOX CULVERTS
(4)ELhi-HWi+ELI(INVER'F OF INLET CONTROL SEC I' ION)
(6)an-l'W or ldc+ DO)(WHICHEVER IS GRYA'IER)
12)IIWUD=HW/D OR HW'VD FROM DESIGN CHARTS
(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW
(7)H-(1+kc+(29n2LVR'"p'Rg
LH FALL = H W I - (ELHWd - ELsO; FALL IS ZERO FOR CULVERTS ON GRADE
DEPTH IN CHANNEL.
SUBSCRIPT DF.PINI'I IONS:
COMMENTS / DISCUSSION:
CULVERT" BARREL SELECTED
HWd DESIGN HEADWATER 1
INLET
SIZE: 18" n. 0,013
DWI HW IN INLF:TCONTROL o
OUTLET
SHAPE: MATERIAL RCP
HWo HW IN OU'ILEI'CONrROL sf"
Secarebed
ENTRANCE: GROOVE END PROTECTING
(j eelvcttf e
CULVERTSOFT by ENSOFTEC, INC.

CAPACITY OF POND OUTFALL PIPES
STORM SEWER DESIGN COMPUTATIONS
STORM FREQUENCY 100
PROJECT: Dam Dog Sot SLolmwater Management Plan
LOCATIONCamp Lejauna
COUNTY - OnMmy .._
Dma,nea by. M. Pmear0
Checka0 by L Mile
UNITS ENGLISH
PIPE
NO,
FROM POINT
TO POINT
DRAIN,
AREA
'A'
3
RUNOFFr.CE
COEFF.ACCUM
'17
4
G
ULATEOTIME
8
TOTAL
INLET
]
RNN
FALL;CFS
INHr
B
RUNOFF
INVERT ELEVATIONS
LENGTH
of Pyq
FL
13
SLOPE
Flhl.
10
SIZE
(D., Or
SpadR )
In.
14
SHAPE
NumCer
Capanty
CFS
15
Frlctian
NORMAL FLOW
FLOW
9ec,
IT
RLNA965Mlnulm
(IPI
l
Tgv1OOWER
CFS
9
END
10
ENO
11
, En
Fbx,M
SGFI
FL
FUSec
16
Fl.
REFERENCE
STA.
REFERENCE
STA.
CG-StCG-6
CG-5
CG-6
Fbxln Ilmm Puga}mMN
6]]
1325
law
SO.W
O RJO
34
Circular
1
1 IS
4F,�,Ft
1.59
0.50
5,11
IAI
979
CGIWCG14
CGl]
CG-14
Fbwb ham Pma meEel
1.]9
19.00
1BT5
50.00
000500
15
C4wle
1
4.9
53
043
047
341
010
1CM

Appendix E
Ditch Calculations
811 Page
,t
s
�NI

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 1 Section No:
1A
Section Data
Discharge (2-Year):,
2.26
cfs
Discharge (10-Year):
3.12 cfs
Section Elev. U/S:
23.00
ft
Section Elev. D/S:
20.80 ft
Slope:
0.0055
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
HA V
Right Side Slope:
3.00 HIV
Mannings:
0.03
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.666
ft
0.751 ft
Top Width of Flow:
3.08
ft
4.51 ft
Flow Velocity:
1.698
ft/sec
1.844 ft/sec
Shear:
0.229
lb/ft
0.258 lb/ft
Lining Recommended:
Bare earth
!Ditch No 1 10-YEAR FLOW;SEGTION
'Section No 1A
V:R Scale 1.000
DitchSoftVA byEnsoftec, Inc.---p
ECEI �/
JAN 3 12013
BY:�

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SO1
Ditch No: 1 Section No
1B
Section Data
Discharge (2-Year):
8.510
cfs
Discharge (10-Year):
11.740
cfs
Section`Elev. U/S:
20.60
ft
Section Elev. D/S:
18.00
ft
Slope:
0.0068
ft/ft
Bottom Width:
8.00
ft
Left Side Slope:
3.00
HAV
Right Side Slope:
3.00
HAV
Mannings:
0.05
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.579
ft
0.695 ft
Top Width.of Flow:
9.73
ft
12.17 ft
Flow Velocity:
1.509
fUsec
1.675 ft/sec
Shear:
0.246
lb/ft
0.295 lb/ft
Lining Recommended:
Sid. EC-2
Ditch No 1 10-YEAR FLOW. SECTION
Sec n.No 16
1�
0.695jil--' .9
V:HScele 1.000: 8.00R
DitchSoftVA by Ensoftec, Inc.
L '

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 2 Section No:
1
Section Data
Discharge (2-Year):
0.62
cfs
Discharge (10-Year):
0.81 cfs
Section Elev. U/S:
22.00
ft
Section Elev. D/S:
21.20 ft
Slope:
0.0057
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
HAV
Right Side Slope:
3.00 HAV
Mannings:
0.03
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.407
ft
0.450 ft
Top Width of Flow:
1.88
It
2.70 ft
Flow Velocity:
1.248
ft/sec
1.333 ft/sec
Shear:
0.145
lb/ft
0.160 lb/ft
Lining Recommended,
Bare earth
[Mch No 2 10-YEAR FLOW SECTION
Section No 1
2"70�
0.450R= ��--� .3
•3
V:H Scale 1.000
'DitchSoftVAby Ensoftec; Inc. - `-
ECEIV Ef
4
JAN 3 12013 k

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 3 Section No: 1
Section Data
Discharge (2-Year):
2.260
cfs
Discharge (10-Year):
3.120 cfs
Section Elev. U/S:
22.00
ft
Section Elev. D/S:
20.80 ft
Slope:
0.0043
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
H:1V
Right Side Slope:
3.00 H:1V
Mannings:
0.03
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.697
ft
0.787 ft
Top Width of Flow:
3.23
ft
4.72 It
Flow Velocity:
1.551
ft/sec
1.679 ft/sec
Shear:
0.187
lb/ft
0.211 lb/ft
Lining Recommended:
Bare earth
Ditch No 3
..
10-YI:ARFLOW .SECTION
Section No 1
V:HScale 1.000'
DitcfiSoftVA by Ensoftec, Inc. '

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 4 Section No:
1
Section Data
Discharge (2-Year):
1.16
cfs
Discharge (10-Year):
4.52 cfs
Section Elev. U/S:
18.00
ft
Section Elev. D/S:
17.10 ft
Slope:
0.0047
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
HIV
Right Side Slope:
3.00 HIV
Mannings:
0.03
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.534
ft
0.889 ft
Top Width of Flow:
2.47
ft
5.33ft
Flow Velocity:
1.356
ft/sec
1.906 ft/sec
Shear:
0.157
lb/ft
0.261 Ib/ft
Lining Recommended:
Bare earth
DBch No 4 10-YEAR FLOW SEctioN
Section No 1 .. _. .. .
I I.
0.889
•3
V:H:Scale!1.000i
DitciSoftVA by Ensoftec,'1nc.
EGEIVE ..
JAN 3 12013

Section Report
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 5 Section No: 1
Section Data
Discharge (2-Year):
0.830
cfs
Discharge (10-Year):
1.140 cfs
Section Elev. U/S:
23.96
ft
Section Elev. D/S:
22.00 ft
Slope:
0.0123
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
HAV
Right Side Slope:
3.00 H:1V
Mannings:
0.03
Section Analysis Results
2-Year
10-Year
Depth of Flow:
0.393
ft
0.443 ft
Top Width of Flow.
1.82
ft
2.66 It
Flow Velocity:
1,791
ft/sec
1.936 ft/sec
Shear:
0.302
lb/ft
0.340 lb/ft
Lining Recommended:,
Bare earth
Ditch No 5 10-YEAR FLOW SECTION
Section No 1
17
0.44391=
V:H Scale 1.000
DitchSoftVAbyEnsoftec, Inc.

Section Report.
Date: 1/12/2013
Project: Camp Devil Dog SOI
Ditch No: 6 Section No: 1
Section Data
Discharge (2-Year):
2.620
cis
Discharge (10-Year):
3.610 cfs
Section Elev. U/S:
23.15
ft
Section Elev. D/S:
21.50 ft
Slope:
0.0055
ft/ft
Bottom Width:
ft
Left Side Slope:
3.00
H:1V
Right Side Slope:
3.00 HAV
Mannings:
0:03
Section Analysis Results
2-Year
10-Year
Depth of Flow
0.704
ft
0.793 ft
Top Width of Flaw:
3.26
ft
4.76 ft
Flow Velocity:
1.762
ft/sec
1.914 ft/sec
Shear:
0.242
Ib/ft
0.272 lb/ft
Lining Recommended:
Bare earth
Desch No 6 10-YEAR RAW sEcmn
Section Mo 1
0:793W— -3
3
V:H-Scale 1.000
DitchSoftVA by Ensoftec, Inc.
ECE6VE
JAN 3 12013 ##11
BY. �_ __.6H

E'
Solution's, Inc.
Geotechnical . Environmental • Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
P-1269 Devil Dog SOI, Field Training Facility
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-114G
March 8, 2011
Prepared for
Archer Western Contractors, LTD
333 Technology Drive, Suite 205
Cannonsburg, PA 15317
ATTN: Mr. Mark P. Hallinan
Prepared by
GET Solutions, Inc. ECEBVE
JAN 3 12013
BY:
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

March S, 2011
TO: Archer Western Contractors, LTD
333 Technology Drive, Suite 205
Cannonsburg, PA 15317
Attn: Mr. Mark P. Hallinan
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1269 Devil Dog SOI - Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Dear Mr. Hallinan:
In compliance with your instructions, we have completed our Subsurface Investigation and
Geotechnical Engineering Services for the above 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.
Thank you for the opportunity to work with you on this project. We trust that the information
contained herein meets your immediate need, and should you have any questions or if we
could be of further assistance, please do not hesitate to contact us.
Respectfully Submitted,
z,{owl— CAR %
G E T Solutions, Inc.�OQFEssia
npy`,
Q PE No.
t OW529
�
Glenn W. Hohmeier, P.E.
Senior Project Engineer.
����FNGINE�P
K, H���'
NC Reg. # 033529
'1µ.....N.NM
�1
...........
�N .'.
Ei '•.
�ESS�pCARp
ti'••. 1" -.
Camille A. Kaftan, P.E.
:-ate 9
SEAL -
Principal Engineer
014103
NC Reg, # 014.103
1
�`• ; ;_
Copies:' F(1) Client
is
415-A Western Boulevard - Jacksonville, NC 28546 - Phone: [phone] - Fax: [phone]
[e-mail]

TABLE OF CONTENTS -
EXECUTIVE SUMMARY.............................................................................................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
Subsurface Soil Conditions....................................................................6
3.3
Groundwater Information.......................................................................
7
4.0 EVALUATION AND RECOMMENDATIONS...................................................8
4.1
Clearing and Grading.............................................................................8
4.2
Subgrade Preparation .......................... :.................................................
9
4.3
Structural Fill and Placement.................................................................9
4.4
Shallow Foundation Design Recommendations - Buildings.................10
4.5
Shallow Foundation Settlements - Building..........................................11
4.6
Mat Foundation Design Recommendations — Water Storage Tank .....
11
4.7
Mat Foundation Settlements — Water Storage Tank ............................11
4.8
Foundation Excavations.......................................................................12
4.9
Floor Slabs.........................................................................:..................13
4.10
Pavement Design................................................................................13
4.11
Seismic Design Recommendations.....................................................15
4.12
Soil Permeability..................................................................................15
5.0 CONSTRUCTION CONSIDERATIONS.........................................................16
5.1
Drainage and Groundwater Concerns.................................................16
5.2
Site Utility Installation...........................................................................16
5.3
Excavations.........................................................................................16
6.0 REPORT LIMITATIONS.................................................................................16
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
BORING LOGS
APPENDIX III
GENERALIZED SOIL PROFILE
APPENDIX IV
DCP TEST DATA
APPENDIX V
HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX VI
PREVIOUSLY COMPLETED BORINGS ASSOCIATED WITH THE
FEASABILITY STUDY DATED AUGUST 10, 2009 ALONG WITH THE
BORING LOCATION SKETCHES AND DCP TEST DATA
APPENDIX VII
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION E C E 8 VE
JAN 3 12013
BY:

Report of Subsurface Investigation and Geotechnical Engineering Services March 8, 2011
P-1269 Devil Dog SOI
Field Training Facility
MCB, Camp Lejeune, North Carolina
GET Project No: JX10-114G
EXECUTIVE SUMMARY
The construction at this site is planned to consist of building a total of four (4) new single
story structures which will consist of the Applied Instruction Facility, Battalion Aid
Station, Laundry Facility, and a Water Storage Tank. These project sites are located
east of Wilmington Highway (U.S. 17) off of Verona Loop Road within the Camp Devil
Dog portion of the Camp Lejeune military installation in North Carolina.
It is expected that the building structures will be of steel frame and/or CMU wall design
supported by shallow foundations. The proposed 80,000 gallon water storage tank is
expected to be a steel tank 24.5 feet in diameter and 24 feet in height. The maximum
wall and/or column foundation loads associated with the structures as well as the mat
foundation loads associated with the proposed water tank were not known at the time of
this report. However, based on our experience with similar projects, the maximum wall
loads associated with the buildings are not expected to exceed 3 kips per linear foot, the
column loads are not expected to exceed 75 kips, and the tank mat foundation loads
are not expected to exceed about 1500 psf. The ground floors are anticipated to be of
slab -on -grade design with the distributed loads estimated at 150 pounds per square
foot. The structures' first floor elevation(s) are expected to be located slightly above
existing site grade elevations. Accordingly, cut and/or fill operations are not anticipated
to exceed about 2 feet.
The construction at this site is also planned to include the construction of paved
roadways and parking areas, infiltration/bioretention basins and installation of
associated infrastructure components.
Our field exploration program included:
• Eight (8) 25 to 70-foot deep SPT borings drilled within the footprint of the
proposed structures (designated as B-1 through B-8).
• Two (2) 10-foot deep SPT borings (designated as P-1 and P-2) were drilled
within the proposed parking area.
• Six (6) 10-foot deep SPT borings (designated as BMP-1 through BMP-6) were
drilled and six (6) saturated hydraulic conductivity tests (in -situ) were completed
within the proposed stormwater management areas located throughout the
project site.
• Seven (7) 20 to 75-foot deep SPT building borings identified as B-1 through B-7
and four (4) 5-foot deep parking area hand auger borings performed during our
initial feasibility study for the proposed project, are included herein in Appendix VI
and in our evaluations and recommendations for this project.
:... , GET.

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1269 Devil Dog SOI
Field Training. Facility
MCB, Camp Lejeune, North Carolina
GET Project No: JX10-114G
March 8, 2011
A brief description of the natural subsurface soil conditions is tabulated below:
RANGES
AVERAGE
STRATUM
DESCRIPTION
SPOF
N-
D
VALUES
1 to 11 inches of Topsoil (Topsoil was not
0 to 0.92
encountered at borings B-1 and P-1)
SAND (SP-SM, SM, SC) with varying amounts of
0 to .92
silt and clay; interbedded layers of Clay (CL)
Sand
to
I
were encountered at boring locations B-3 (4 to
1 to 58
10 to 70
8 feet), B-6 (2 to 4 feet), BMP-5 (0.58 to 4
clay
feet), and BMP-6 1 to 4 feet
5 to 9
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The groundwater level was recorded at the boring locations as observed through the
wetness of the recovered soil samples during the recent drilling operations. The initial
"groundwater table encountered at these boring locations was measured to occur at
depths ranging from 9 to 13 feet below current grades. The groundwater levels are
anticipated to have been contributed by the variations in existing site grade elevations
and the associated distance between boring locations. The initial groundwater level
recorded at the boring locations previously completed as part of the initial feasibility
study in August, 2009 was measured to occur at depths ranging from 13 to 18 feet
below current grades. The variations in groundwater depths are likely due to seasonal
weather patterns and seasonal groundwater table fluctuations.
The soils recovered from the boring locations were classified in general accordance with
ASTM D 2487 test method. Based on the soil classifications located throughout the
site, the shallow subsurface soils appeared to be relatively homogenous consisting
predominantly of Clayey SAND (SC) and Sandy CLAY (CL).
Observed color changes and texture of the collected soil samples were used to aid in
identifying the estimated normal seasonal high water table (SHWT) at the location of
boring BMP-1 through BMP-6. It is noted that soil morphology may not be a reliable
indicator of the SHWT. However, color distinctions (from orangish brown and/or brow to
light gray) were observed within the soil profile of soil samples collected at the location
of borings BMP-1 through BMP-6. As such, the normal SHWT depth was estimated to
occur at approximately 4 feet below the existing site grade and likely the result of
perched water conditions which may occur above encountered restrictive clayey SAND
(SC) and sandy CLAY (CL) horizons at these boring locations.
ECEIVEA
# 1AN 3 12013
ft:
Solutions. Inc

Report of Subsurface Investigation and Geotechnical Engineering Services March 8, 2011
P-1269 Devil Dog SOI
Field Training Facility
MCB, Camp Lejeune, North Carolina
GET Project No: JX10-114G
The following 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).
• A cut of 6,to 12 inches will be required to remove the topsoil material from the
construction area. This cut is expected to extend deeper in isolated areas to
remove deeper deposits of organic soils, root mat and/or unsuitable soils which
become evident during the clearing operation.
• Some subgrade improvements (including foundation and parking area subgrade)
should be anticipated within the construction areas (undercutting and backfilling
as discussed further in the report) as a result of potentially loose/soft subgrade
soils containing appreciable amounts of fines (silt and clay).
Shallow foundations designed using a net allowable bearing capacity of 2,000 psf
(24-inch embedment, 24-inch width).
■ Estimated post -construction total and differential settlements for the buildings up
to 1-inch and respectively, as contributed by the foundation bearing soils.
■ Mat foundation associated with the water storage tank can be designed using an
allowable bearing capacity of up to 1,500 psf (minimum 18-inch embedment for
mat foundations).
• Estimated total settlement for the water storage tank on the order, of
approximately 2.5-inches with approximately 1 to 1.5-inches consisting of
immediate elastic settlement and approximately 0.5 to 1-inch consisting of long-
term settlement. Filling of the tanks is recommended to be performed in three
equal stages to allow for the estimated elastic settlement. Total differential
settlement occurring between the center and the edges of the tank pads will be
about 1/3 to 1/2 of the total settlement indicated above
• Based on our experience with similar construction in the general area of the
project site and in accordance with the NC Building Code; Chapter 16, this site
may be 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. 4
• ;/; GEC

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
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 P-1269 Devil Dog SOI Field Training Facility located
within the Camp Lejeune military installation in North Carolina. The Geotechnical
Engineering Services were conducted in general accordance with G E T Solutions, Inc.
Proposal No. PJX10-110G, dated September 2, 2010. Prior to our preparation of this
report, Archer Western Contractors, LTD requested a separate report for the Devil Dog SOI
— K-Range Toilet Facility which was provided in January, 2011 (GET Project No. JX10-
114G dated January 21, 2011). The K-Range facility portion of the project is separated by
several miles of wooded property and is not contiguous to the Devil Dog Field Training
Facility site. Geotechnical investigative field drilling services could not be completed
simultaneously due to the potential of unexploded ordnance at the Devil Dog Training
Facility site which required further investigation and clearances by others prior to our
mobilization. The clearance work was completed and GET Solutions, Inc. mobilized to the
field training site in February, 2011 to complete the drilling services.
Furthermore, these services were provided in conjunction with our previously completed
feasibility study dated August 10, 2009 (GET Project No. EC09-216G). Authorization to
proceed with the Geotechnical Engineering Services was received from Mr. Mark Hallinan
of Archer Western Contractors, LTD.
1.2 Project Description
The construction at this site is planned to consist of building a total of four (4) new single
story structures which will consist of the following:
➢ Applied Instruction Facility (20,500 square feet)
➢ Battalion Aid Station (3,000 square feet)
➢ Laundry Facility (1,600 square feet)
➢ Water Storage Tank (80,000 gallons)
It is expected that the building structures will be of steel frame and/or CMU wall design
supported by shallow foundations. The proposed 80,000 gallon water storage tank is
expected to be a steel tank 24.5 feet in diameter and 24 feet in height. The maximum wall
and/or column foundation loads associated with the structures as well as the mat
foundation loads associated with the proposed water tank were not known at the time of
this report. However, based on our experience with similar projects, the maximum wall
loads associated with the buildings are not expected to exceed 3 kips per linear foot, the
column loads are not expected to exceed 75 kips, and the mat foundation loads are not
expected to exceed about 1500 psf. The ground floors are anticipated to be of slab -on -
grade design with the distributed loads estimated at 150 pounds per square foot. The
structures' ground floor elevation(s) are expected to be loca ghtly aabbovve existing site
1 JA��N.� 113�C1 2013 GET

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
grade elevations. Accordingly, cut and/or fill operations are not anticipated to exceed about
2 feet.
The construction at this site is also planned to include the construction of paved roadways
and parking areas, infiltration/bioretention basins and installation of associated
infrastructure components.
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.
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, 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.
4. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Feasibility of utilizing a shallow foundation system for support of the proposed
structures. Design parameters required forthe foundation system, including
foundation sizes, allowable bearing pressures, foundation levels and
expected total and differential settlements.
6. Feasibility of utilizing a shallow mat foundation system for support of the
proposed water storage tank. Design parameters required for the foundation
systems, allowable bearing pressures, foundation levels, and expected total
and differential settlements.
7. Typical pavement sections recommendations based on the results of our field
testing program (Dynamic Cone Penetrometer (DCP) and correlated CBR
design values) and our experience with similar soil conditions.
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P4269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
8. Permeability (infiltration) values are provided based on the results of in -situ
Saturated Hydraulic Conductivity Testing conducted within the proposed
infiltration/bioretention basins as well as our experience with similar soil
conditions. Normal seasonal high groundwater table (SHWT) was also
estimated.
9. Seismic site classification provided based on the results of the 25 to 70-foot
deep SPT borings, our experience in the project area, and the requirements
provided in the North Carolina State Building Code (2006 International
Building Code with North Carolina Amendments) Section 1615.1; Table
1615.1.1.
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. 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
foundation parameters, eight (8) 25 to 70-foot deep SPT borings (designated as B-1
through B-8) were drilled within the proposed structures' footprints.
In order to explore the general subsurface soil types and to aid in developing associated
pavement design parameters, two (2)10-foot deep SPT borings (designated as P-1 and P-
2) were drilled within the proposed parking area.
To aid in developing associated storm water management parameters, six (6)10-foot deep
SPT borings (designated as BMP-1 through BMP-6) were drilled and six (6) saturated
hydraulic conductivity tests (in -situ) were completed within the proposed. stormwater
management areas located throughout the project site.
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 N-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.
E .vEI o/ E
JAN 3 12013 GET
BY:

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Following the exploration procedures, the borings were backfilled with a neat cement grout mix
in accordance with NCDENR requirements. The boring schedule noting the SPT boring
depths and locations recently completed is presented in the following table (Table I — Boring
Schedule of Recently Completed Borings and provided in Appendix II).
Table I — Boring Schedule of Recently Completed Borings
Boring
Number
Boring
Type •
Boring
Depth
(feet)
Boring Location
B-1
SPT
25
Battalion Aid Station; Approximate West Center
B-2
SPT
25
Laundry Facility; Approximate West Center
B-3
SPT
70
Water Storage Tank; Approximate Center Applied Instruction
Facility; Approximate Center of East Perimeter
B-4
SPT
25
Applied Instruction Facility; Approximate Center of North
Perimeter
B-5
SPT
25
Applied Instruction Facility; Approximate Center of East '
Perimeter
B-6
SPT
25
Applied Instruction Facility; Approximate Center of South
Perimeter
B-7
SPT
25
Applied Instruction Facility; Approximate Northwest Perimeter
Corner
B-8
SPT
25
Applied Instruction Facility; Approximate Southwest Perimeter
Comer
P-1
SPT
10
Parkin Lot; Approximate West Center
P-2
SPT
10
Parkin Lot; Approximate East Center
BMP-1
SPT
10
Northwest Stormwater Management Area
BMP-2
SPT
10
Central Stormwater Management Area
BMP-3
SPT
10
Western Stormwater Management Area
BMP-4
SPT
10
Western Stormwater Management Area
BMP-5
SPT
10
Eastern Stormwater Management Area
BMP-6
SPT
10
Southeastern Stormwater Management Area
'SPT = Standard Penetration Test Boring
The recently completed borings were performed in conjunction with the previously
completed borings associated with the project's feasibility study dated August 10, 2009
(GET Project No. EC09-216G). Accordingly, seven (7) 20 to 75-foot deep SPT building
borings identified as B-1 through B-7 and four (4) 5-foot deep parking area hand auger
borings performed during our initial feasibility study for the proposed project, are included
herein in Appendix VI and in our evaluations and recommendations for this project. The
remaining boring (B-8) performed during the initial feasibility study is not included in this
report as this boring is located outside the limits of the Devil Dog Field Training facility
project area.
The boring schedule noting the boring depths and locations performed as part of the August
10, 2009 feasibility study is presented in the table on the following page (Table II —August 10,
2009 Feasibility Study Boring Schedule).
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering
P-1269 Devil Dog SO[ - Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Table II - August 10, 2009 Feasibility Study Boring Schedule
March 8, 2011
Boring
Boring
Boring
Depth
Boring Location
Number
Type
(feet)
B-1
SPT
75
Applied Instruction Facility; Approximate North Corner
B-2
SPT
75
Applied Instruction Facility; Approximate South Comer
B-3
SPT
30
Applied Instruction Facility; Approximate Center of East
Perimeter
B 4
SPT
30
Applied Instruction Facility; Approximate Center of West
Perimeter
B-5
SPT
20
Battalion Aid Station; Approximate Center
B-6
SPT
20
Laundry Facility; Approximate Center
B-7
SPT
75
Water Storage Tank; Approximate Center
HA-1
HA
5
Parkin Lot; Approximate Southwest Corner
HA-2
HA
5
Parkin Lot; Approximate Southeast Corner
HA-3
HA
1 5
1 Parkin Lot; Approximate Northeast Corner
HA-4
HA
1 5
1 Parkin Lot; Approximate Northwest Comer
'SPT = Standard Penetration Test Boring
HA = Hand Auger Boring
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. The approximate boring locations are shown on the attached
"Boring Location Plan" (Appendix 1), which was generated based on the conceptual site
plan provided by the client.
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.
A total of eleven (11 representative soil samples were selected and subjected to laboratory
testing which included Atterberg Limit and/or natural moisture and 4200 sieve wash testing
and analysis, in order to corroborate the visual classification. These test results are
provided in the table on the following page (Table III - Laboratory Test Results) and are
presented on the "Boring Log" sheets (Appendix II), included with this report.
RECEIVE"
5 j JAN 3 12013
BY:
Solutions, Inc

Report of Subsurface Investigation and Geotechnical Engineering
P-1269 Devil Dog SOI - Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Table III - Laboratory Test Results
March 8, 2011
Boring
No.
Depth
(Feet)
Natural
Moisture
/o
%
Passing
#200
Atterberg
Limits
LL/PL/PI
USCS
Classificatio
n
B-3
4-6
29.6
64.4
Not Tested
CL
B-3
6-8
24.2
56.2
Not Tested
CL
B-3
8-10
32.3
46.9
Not Tested
Sc
B-3
13-15
28.0
38.0
Not Tested
SC
B-3
18-20
47.4
35.6
Not Tested
Sc
BMP-1
1.5-2
21.3
49.5
Not Tested
Sc
BMP-2
1.5-2
18.8
45.7
Not Tested
Sc
BMP-3
1.5-2
14.3
33.0
Not Tested
SM
BMP-4
1.5-2
14.4
23.8
Not Tested
SM
BMP-5
1.5-2
21.0
52.3
Not Tested
CL
BMP-6
1.5-2
18.4
51.1
Not Tested
CL
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
The proposed Applied Instruction Facility, Battalion Aid Station, Laundry Facility, Water
Storage Tank, and Parking Lot project sites are located east of Wilmington Highway (U.S.
17) off of Verona Loop Road within the Camp Devil Dog portion of the Camp Lejeune
military installation in North Carolina. The sites consist predominantly of a combination of
lightly wooded and open grass covered areas adjacent to existing structures. The existing
grades of the project site were not known at the time of this report. However, based on
visual observations, the project sites appeared relatively level parcels with elevation
variations of less that 1 foot in 50 linear feet. The site is bordered in all directions by heavily
wooded areas.
3.2 Subsurface Soil Conditions
The results of our field exploration program indicated the presence of 1 to 11 inches of
topsoil at the soil boring locations. As an exception, no topsoil was encountered at borings
B-1 and P-1. The topsoil thickness could vary between boring locations.
Beneath the topsoil and extending to the boring termination depth, the subsurface soils
encountered were generally consistent at the boring locations, to their explored depths.
These soils were classified as SAND (SP-SM, SM, SC) with varying amounts of silt and
clay. As an exception, interbedded layers of Clay (CL) were encountered at boring locations
B-3 (4 to 8 feet), B-6 (2 to 4 feet), BMP-5 (0.58 to 4 feet), and BMP-6 (1 to 4 feet) below
existing site grades. .The Standard Penetration Test (SPT) results, N-values, recorded
within the granular soil layer ranged from 1 to 58 blows -per -foot (BPF) indicating a very
loose to very dense relative density. The Standard Penetration Test (SPT) results, N-
- 6 GET

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
values, recorded within the cohesive soils ranged from 5 to 9 blows -per -foot (BPF),
indicating a medium stiff 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 is to be tested for approval prior to use.
3.3 Groundwater Information
The groundwater level was recorded at the boring locations as observed through the
wetness of the recovered soil samples during the recent drilling operations. The initial
groundwater table encountered at these boring locations was measured to occur at depths
ranging from 9 to 13 feet below current grades. The groundwater levels are anticipated to
have been contributed by the variations in existing site grade elevations and the associated
distance between boring locations. The initial groundwater level recorded at the boring
locations previously completed as part of the initial feasibility study in August, 2009 was
measured to occur at depths ranging from 13 to 18 feet below current grades. The
variations in groundwater depths are likely due to seasonal weather patterns and seasonal
groundwater table fluctuations.
The soils recovered from the boring locations were classified in general accordance with
ASTM D 2487 test method. Based on the soil classifications located throughout the site,
the shallow subsurface soils appeared to be relatively homogenous consisting
predominantly of Clayey SAND (SC) and Sandy CLAY (CL).
Observed color changes and texture of the collected soil samples were used to aid in
identifying the estimated normal seasonal high water table (SHWT) at the location of boring
BMP-1 through BMP-6. It is noted that soil morphology may not be a reliable indicator of
the SHWT. However, color distinctions (from orangish brown and/or brow to light gray)
were observed within the soil profile of soil samples collected at the location of borings
BMP-1 through BMP-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet below the existing site grade and likely the result of perched water
conditions which may occur above encountered restrictive clayey SAND (SC) and sandy
CLAY (CL) horizons at these boring locations.
ECEI E
JAN 3 12013
BY:�
Solutlons. Inc

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
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 t 3 to 4 feet are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
4.0 EVALUATIONS 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, we
request the opportunity to review our recommendations and make any necessary changes.
4.1 Clearing and Grading
The proposed construction areas should be cleared by means of removing the existing
structures along with the associated foundations and utilities, and/or topsoil or sand mixed
with stone. It is estimated that an average cut depth of about 6 to 12 inches will be
required to remove the topsoil and associated root mat from within the proposed
construction areas. This cut is expected to extend deeper in isolated areas to remove
deeper deposits of organic soils, possible abandoned foundations, or unsuitable soils,
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.
Additionally, an estimated cut depth of about 2 feet will be required to remove the
foundations associated with the existing structures.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SM, SC) or CLAY (CL) containing appreciable amounts of fines (silt and/or clay).
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 or aggregate
base in the building and pavement areas).
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Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
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Control of surface water is very important to the successful completion of the proposed
construction. The contractor should plan his grading activities to control surface water and
,minimize erosion of exposed cut or fill material. This may include constructing temporary
berms, ditches, flumes and/or slope drains to intercept runoff and discharge it in a
controlled fashion, while complying with state and local regulations.
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.
The prepared subgrade should be sloped to prevent the accumulation and/or ponding of
surface water. If the exposed subgrade becomes wet or frozen, the geotechnical engineer
should be consulted.
Following the proofroll and approval by the engineer, 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. The suitability of compacting the natural subgrade soils should be more accurately
determined in the field by the G E T Solutions, Inc. representative at the time of
construction as the compaction operations could deteriorate the subgrade soil conditions.
Accordingly, it is anticipated that this site will require monitoring of the clearing, subgrade
preparation, and fill placement procedures by a G E T Solutions, Inc. representative in
order to minimize potential deterioration of the natural subgrade soils. The compaction
testing of the natural subgrade soils may be waived by the Geotechnical Engineer, where
firm and stable bearing conditions are observed during the proofroll.
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,
SM, SW, GP, GW), having a liquid limit less than 20 and plastic limit less than 6, and
should be free of rubble, organics, clay, debris and other unsuitable material.
CEOVE - GET .
JAN 31 2013
nv:

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
The subsurface soils encountered at the boring locations and classified to consist of,Silty
SAND (SM) and SAND (SP-SM) 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. The remaining on -site excavated soils (Topsoil, CLAY (CL) and SAND (SC) are not
anticipated to be suitable for re -use as structural fill but may be used as fill within green
areas.
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 Ary 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 98 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
Care should be used when operating the compactors near existing structures to avoid
transmission of the vibrations that could cause settlement damage or disturb occupants. In
this regard, it is recommended that the vibratory roller remain at least 25 feet away from
existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Shallow Foundation Design Recommendations - Buildings
Provided that the construction procedures are properly performed, the proposed structures
can be supported by shallow spread footings bearing upon firm natural soil or well
compacted structural fill material. The footings can be designed using a net allowable soil
pressure of 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 of 2,000 pounds per square foot
(psf), 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.
t 10
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1iY 1 4 "

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog Sol — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
4.5 Shallow Foundation Settlements - Buildings
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 hand auger borings. Careful field control will
contribute substantially towards minimizing the settlements.
4.6 Mat Foundation Design Recommendations — Water Storage Tank
Provided that the previously recommended earthwork construction procedures are properly
performed, the proposed above ground water storage tank can be supported by shallow
spread (Mat) footing bearing over firm natural soil or well -compacted structural fill material.
The mat foundations can be designed using a net allowable soil pressure of up to 1,500
pounds per square foot (psf). In using net pressures, the weight of the foundation need not
be considered. Hence, only loads applied at or above the finished floor need to be used for
dimensioning the mat.
A licensed structural engineer should design the foundation concrete and reinforcement.
However, in order to aid in minimizing the potential effects of the differential foundation
settlement, it is recommended that the mat foundation designs provide a structurally rigid
member to evenly distribute the loads. In order to develop the recommended bearing
capacity, the base of the mat footing for the above ground storage tank should have an
embedment of at least 18 inches beneath existing grades.
In order to accommodate for the anticipated and estimated elastic (immediate) settlement
of approximately 1 to 1.5-inches (center of tank) and 0.5 to 1-inch (edges of tank) as
indicated in Section 4.7 of this report, it is recommended to perform the filling procedures
within the storage tanks areas in no less than three (3) equal stages (lifts). Each stage (lift)
should be allowed to remain in -place for approximately 3-weeks prior to commencing with
the subsequent lifts. Monitoring the settlements during stage filling is recommended in
order to determine the next stage of filling.
4.7 Mat Foundation Settlements — Water Storage Tank
It is estimated that, with proper site preparation, the maximum resulting total settlement of
the proposed mat foundation for the water storage tank should up to about 2.5-inches (to
the depths explored). The estimated settlement for the storage tank is anticipated to
consist of up to 1.0 to 1.5-inches of elastic (immediate) settlement to occur during the
staged filling of the storage tanks and approximately 0.5 to 1-inch of long-term settlement.
More specifically, the staged filling is recommended to be performed in 3 equal volumes in
order to minimize total and differential settlement effects as opposed to a single filling
event. Total differential settlement occurring between the center and the edges of the tank
ECEIVE¢:. GET
JAN 3 12013

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog Sol — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
pads will be about 1/3 to 1/2 of the total settlement indicated above.
The settlement was estimated on the basis of the results of the field penetration tests in
combination with the anticipated dimensions of the water storage tank (24.5 feet in
diameter and 24-feet in height), which based on the specified 80,000 gallon storage
capacity and our experience with similar above ground water storage tanks. Careful field
control will contribute substantially towards minimizing the settlements. If these settlements
cannot be tolerated by the tank structure or plumbing, then the tank area should be.
surcharged (about 15 feet of fill for about 6 weeks), or the tank be supported on piles.
4.8 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 make 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 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, prior to
concrete placement.
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 98% 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
recompacted. The compaction testing in the base of the footings may be waived by the
Geotechnical Engineer, where firm bearing soils are observed during the footing
inspections.
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.
s _ 12 GET

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SO[ - Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
4.9 Building 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.
4.10 Pavement Design
The recent field DCP testing indicated in -place CBR values generally ranging from about 3
to 12, and averaged 7.5, at depths ranging from approximately 6 to 24 inches below the
existing site grade elevations at the tested locations. The prior field DCP testing indicated
in -place CBR values generally ranging from about 5.5 to 23, and averaged 12, at depths
ranging from approximately 6 to 24 inches below the existing site grade elevations at the
tested locations. The overall average of both the recent and prior field DCP testing is about
10. The average in -place CBR value was multiplied by a factor of two-thirds to determine
the pavement design CBR value. The two-thirds factor provides the necessary safety
margins to compensate for some non -uniformity of the soil. Therefore, a CBR value of
about 7 should be used in designing the asphalt pavement section thicknesses. A summary
of the DCP test results are presented in Appendix IV and VI.
The typical minimum pavement sections provided in the following table are based on the
results of our DCP testing, field explorations, and experience with similar soils conditions.
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.
ECEIVEi.
13 JAN 3 1202
BY;
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Report of Subsurface Investigation and Geotechnical Engineering
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Table IV — Typical Minimum Pavement Sections
March 8, 2011
Hot Mix As halt
Section
Concrete'
Aggregate
Subgrade•••
Surface
Base
(SF-9.5A or
(1-19 0)
Base"
S9.513
Standard Duty
2"
8"
Firm, Stable and
Asphalt
Com acted
Heavy Duty
2"
3"
8-
Firm, Stable and
As all
Compacted
Rigid
8"
8"
Firm, Stable and
Standard Du
Compacted
Rigid
10"
6"
Firm, Stable and
(HeavyDu
Compacted
Concrete minimal compressive strength of 4000 psi at 28 days.
NCDOT Type ABC, compacted to a dry density of at least 100% of the Modified Proctor maximum dry density
(ASTM D 1557).
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The above sections
correspond to thickness representative of typical local construction practices and as such
periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to North Carolina Department of Transportation (NCDOT)
requirements.
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.
Where excessively unstable subgrade soils are observed during proofrolling and/or fill
placement, it is expected that these weak areas can be stabilized by means of thickening
the base course layer by 2 to 4 inches and/or placing an inter -bedded layer of geotextile
biaxial geogrid (such as Tensar BX1100, or equivalent) within the ABC materials. These
alternates are to be addressed by the Geotechnical Engineer during construction, if
necessary, who will recommend the most economical approach at the time.
14
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Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
4.11 Seismic Design Recommendations:
It is noted that, in accordance with the NC Building Code; Chapter 16, this site would be
classified as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the 70-foot deep SPT borings, our
experience with 100-foot deep CPT soundings and SPT borings performed within the
vicinity of the project site, as well as the requirements indicated in the North Carolina State
Building Code (2006 International Building Code).
4.12 Soil Permeability
Six (6) infiltration tests were performed at boring locations BMP-1 through BMP-6 (one test
at each location). The tests were performed at a depth of 2 feet below the existing site
grade elevation. The borehole was 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 the borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the 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 reservoirwas 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 results), the hydraulic conductivity of the shallow soils is
tabulated below (Table V) and is presented on the "Hydraulic Conductivity Worksheet"
(Appendix V), included with this report.
riA.
CEIVE
15 31 2013
BY:_ -----
Solutions. Inc

Report of Subsurface Investigation and Geotechnical Engineering
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
Table V - Infiltration Test Results
March 8, 2011
Boring
Boring
depth
ft
Percent Silt
and/or Clay
Ksat
Value
cm/sec
Ksat
Value
in/hr
Ksat Class
BMP-1
2.0
49.5
8.64 x 10
0.012
Low
BMP-2
2.0
45.7
2.94 x I V
0.042
Low
BMP-3
2.0
33.0
9.88 x 10'
0.140
Moderate
BMP-4
2.0
23.8
1.31 x 10
0.185
Moderate
BMP-5
2.0
52.3
1.75 x 10
0.002
VeryLow
BMP 6
2.0
51.1
3.97 x 10
0.006
VeryLow
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.
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.
''16 GET

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
P-1269 Devil Dog SOI — Field Training Facility
Camp Lejeune, North Carolina
GET Project No: JX10-114G
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 and their consultants for
the proposed project. If there are any revisions to the plans for this project or if deviations
from the subsurface conditions noted in this report are encountered during construction,
G E T Solutions, Inc. should be notified immediately to determine if changes in the
foundation recommendations are required. If G E T Solutions, Inc. is not retained to
perform these functions, G E T Solutions, Inc. can not be responsible for the impact of
those conditions on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
ECEIVE
17 JAN 3 12013
BY:

Report of Subsurface Investigation and Geotechnical Engineering March 8, 2011
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Camp Lejeune, North Carolina
GET Project No: Al0-114G
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 Archer Western
Contractors, LTD and their consultants for the specific application to the proposed P-1269
Devil Dog SOI - Field Training Facility project located within the Camp Lejeune military
installation in North Carolina.
.
18 GET
,
71
-
I.

APPENDICES
BORING LOCATION PLAN
II BORING LOGS
III GENERALIZED SOIL PROFILE
IV DCP TEST DATA
V HYDRAULIC CONDUCTIVITY WORKSHEETS
VI PREVIOUSLY COMPLETED BORINGS ASSOCIATED WITH
THE FEASABILITY STUDY DATED AUGUST 10, 2009
ALONG WITH THE BORING LOCATION SKETCHES AND
DCP TEST DATA
VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
CEIVEDa
JAN 3 12013
BY:

a
N
BORING LOCATION PLAN
PROJECT: P-1269 Devil Dog SOI, Field Training Facility
MCB Camp Lejeune, North Carolina
PROJECT NO: JX10-114G
CLIENT: Archer Western Contractors, LTD
SCALE: As Drawn
DATE: 3/7/2011
PLOT BY: GH

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-114G
- --
rmfd-r•r..�.,.�r•rmq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2.18-11
B-9
DEPTH TO WATER -INITIAL': a 10 AFTER 24 HOURS: -T CAVING> L
c E
ii
m m
� v
U
n
y
d
a'
�
a 01
3 m
m
m
o
u
TEST RESULTS
Plastic Limit H Liquid Limit
n
m
o E
o
Description
(7
n Z
E
V~
m n
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
Brown, moist, Silty fine to medium SAND (SM), Loose
_
s
1
12
as
s
8
:...:...:...:...:...:...:...
Tan and brown, moist, Silty fine to medium SAND (SM) with trace
Z
:
_
Clay, Loose
..
2
22
as
3
5
.. _..........
..........:... .
4
:::::
....
4
3
s
Light gray and brown, moist, Poorly Graded fine to medium SAND
,5? i r
4
- -
(SP-SM) with trace Silt, Loose to Medium Dense
.... {
3
18
as
s
10
- - - - -
—
�l'[i
s
:
. ......... .......... .......
Y
......
�;rr
n:[r
4
20
as
s
10
...:...:...:...:...:...:...
YCi
17
..:...:...:...:...
/
5
11
ss
a
7
10,
1
i[!10
9
Orangish brown and light gray, wet, Silty fine to medium SAND (SM)
4
2
with little Clay, Loose
s
1a
as
3
s
.--......-.----
3
4
z
7
16
as
2
6
q
is
3
—
18
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
! ��:
Z
3
s
trace Silt, Loose
8
15
as
3
6
.:...........:...:...:...:...
�1[r
l }a t
ltr
Gray, wet, Silty fine to medium SAND (SM) with Shell Fragments,
4
. .
_
Loose
4i[i
9
21
as
3
5
i .:..........:...:...:...:...
2s
z
Boring terminated at 25 ft.
9.
....:...:.. .:. ..:...............
30
10
—
JAN 3 1 2013
_:..:..:
BY:
_:...:...:._...:...:...
Notes:: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial aroundwater readina may not be indicative of the static oroundwater leveL WOH = W In of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM O 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-114G
®
r�ir.r .nwe4
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-11
B-2
DEPTH TO WATER -INITIAL*: 10 AFTER 24 HOURS: _ CAVING> L
c ,�
.Tn
a d
a
to
n m
e
0o
TEST RESULTS
m
u
Description
a�
d
z
a>
ry
a
Plastic Limit t-t Liquid Limit
o E
o
N
N y
N r
a n
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
2-inches of Topsoil
_
_
5
0.1F
1
23
as
8
13
..:...:...:..:._:_.:...
Light brown, moist, Silty fine to medium SAND (SM) with little Clay
6
Medium Dense
..:...:...:...:...:...:...
4
iiLi
" t •
2
21
ss
5
s
10
.......................:...
'
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Loose to Medium Dense
tl Lr
.. rl.
7
1..: � I .:.. :. I :...:...:...
3
18
as
5
5
�C
11
........... ......:...:...
6
2
ri:ii.
5
.............
4
19
ss
5
12
..........:...:. _:...:...
Sii
.Ttr
s
:
par....
Ytf
.. .......... ... ......
4
1kfi:
5
13
as
Z
5
.:...:.......:...:...:...:...
10
J'c f t
:...
2
10
_
2
Light gray, wet, Clayey fine to medium SAND (SC), Very Loose
2
—
...'..'.
. . .
6
14
ss
2
4
12
.
J
Orangish brown and light gray, wet, Poorly Graded fine to medium
1«si:
_
SAND (SP-SM) with trace Silt, Loose to Medium Dense
ri f
................... .
7
tr.tJ.
ztr
7
14
ss
2
6
.............. .___.......
5
--
—
....
Jti[f
fY.LL'
0
L1 N.
J:cti
8
15
ss
8
11
...:...: ..:...:_ .:...:...
fi
20
zti
i:f i I
IA ;4
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
.....
I"i
s
Silt, Medium Dense
rr.Lv
9
13
ss
12
..:..:...:...........:...
—
25
r:. r j
9
Boring terminated at 25 ft.
30
10
... .... ... .... ........ .. .. ......
3
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 geneml accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-114G
I•r.�„W r�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-16-10
,. B-3
DEPTH TO WATER -INITIAL': 8 13 AFTER 24 HOURS: CAVING> l_
c
m
m
m
m$
TEST RESULTS
Plastic Limit H Liquid Limit
m
a d
a d
Description
n
6
z
a'
a °'
1O
m
a
'm
o E
o
t7
n
m m
�~
m$
Z
v
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
0
0
3-inches of Topsoil
a
0
0.2
122
ss
48Brown,
moist, Silty fine to medium SAND (SM), Loose
4
Orangish brown, moist, Silty fine to medium SAND (SM), Loose
ox
3
2
22
ss
3
63
Orangish brown, moist, -Sandy Lean CLAY (CL), Medium Stiff4
—
xzz
3
22
ss
3
7
:...:.. r...:...:...:...:...
4
2
Slightly mottled grayorangish brown, moist, Sandy Lean CLAY (CL)
e
Soft to Medium Stiff, Stiff
4
22
ss
5
9
6
� �
ray and orangish brown, moist to wet, Clayey fine to medium SAN
3
_
(SC), Very Loose to Loose
......
5
21
ss
4
7
6-''
11
2
. . .ss
i
. .. ...
...
2
_:...:...I ...:...........:.
f
..............
.....'.
1
7
18
ss
2
8
—
16._...
Gray, wet, Clayey fine to medium SAND (SC), Very Loose
......
WOH
woH
... .. ..:.......
-
.'.r...
8
24
ss
1
1
35.E
...:...:...:...: _L....:...:...
s
20
—
23
3
Grayish brown, wet, Silty fine to medium SAND (SM) with Shell
2
Fragments, Very Loose
;;
9
16
ss
1
3
..:...:...:...:...:...:...:...
25
28
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
fi
r:� 6:
13*
pace Silt and Rock Fragments, Dense to Very Dense
'+:e r }
to
20
ss
13
23'
30
tr.r1.
20
1{[f
rr.ir
...:... c...:...:...:...:...:...
Y4t[
1
3s[r
r.[r
11
17
ss
31
58
75
tr�
�®
EcEI
A:yti
33
E! E
-
JAN 3 12013
4
16
16
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
.
BS = Bulk Sample
*The initial aroundwater readino may not be indicative of the static aroundwater /evel. WOH f Hammer I
PAGE 1 of 2 Standard Penetration Tests were performed in the field in General accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune NC PROJECT NO.: JX10-114G
®
f.l•c,J.®.1•mme
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-10
B-3
DEPTH TO WATER -INITIAL': 4V� 13 AFTER 24 HOURS: CAVING> .L
a r
t >?
t
m
m
m
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
a m
n v
m
D05CflptlOrl
n
d
a m
to
m
c'u
m 1
o E
o
z
m n
Z
Moisture Content - •
uWjN-Value
rn
In
a
-
10 20 30 40 50 60 70
12
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
...
12
18
ss
22
38
40
trace Silt and Rock Fragments, Dense to Very Dense
; T C C
—
zs
.....:..
:r f [
zff
10
n:Lr
]r(i
13
14
as
10
39--
45
u: rl.
]:CCf
1
22
:.. .:. ..:...:...
14
IF r f
'I'411
Greenish gray, wet, Poorly Graded fine to medium SAND (SP•SM)
Lrii.
So
with trace Silt, Medium Dense to Dense
t1
7
�
14
—
e
I:rr{...
]1[i
t6
n:[r
... .. ......... ....
12
15
20
ss
i6
31
................
55
i]:[7:
19
t :I:tf
:kttY•4Y
I S[1
l i:lF
6
to
1>tt
16
24
as
y
16
.....:...........:.......
60
ii�i'r'
12
l i'kl
.. r
.
xofiat:
.:.. .:..
04rL
17
24
as
a
14:...:._
:...:...:...:...
20
65
•1.1'(r
f0
6
i:Ftf
—
[i: i1.,
18
24
as
10
17
:...;._;...;...:... �...
70
a:L i 1
.
12
Boring terminated at 70 ft.--"`
22
75
�.
Notes: "' SS = Split Spoon Sample
- - - - - - -" ST =Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-114G
nmua.fe,t•cae.�..w•tmng
BORING LOCATION: See'Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
B-4
DEPTH TO WATER • INITIAL': " 11 AFTER 24 HOURS: CAVING> L
m
n m
a m
n
ad
m
0
m
a
3 m
m
oo
u
TEST RESULTS
Plastic Limit Fi Liquid Limit
m
o E
o=
Description
N Z
N
N r
m n
i
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
6-inches of Topsoil
3
—
0.
......
1
24
as
3
9
... _:...:...: ...........
Orangish brown and tan to orangish brown and light gray, moist,
4
—
Clayey fine to medium SAND (SC), Loose
.'. '.'
3"''"'
—
2
23
ss
5
9
:...:...:...:...:...:...:
s
...........................
5
..'..".'
5
as
5
9
:...:...:...:...:...:.......
s
4
.."..".."
......
4
24
as
4
6
.
2
Orangish brown and light gray, moist, Silty fine to medium SAND
2
(SM) with trace Clay, Loose
5
18
as
3
5
10
—
:::::
.....
3
:. ... ........ .:...:... :...
2
..1..
6
20
as
5
8
: _.:...:...:.. :...:...:
11-
Orangish brown and light gray, wet, Poorly Graded fine to medium
1'.+: k i
4
—
SAND(SP-SM) with trace Silt, Loose
rzn:"
_
....... .. .......... ..... .....
3
trr
7
11
as
6
.:...:...:...: :...:..."
rr. n'
u: n.
Mtl
r�ctr
—
18
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
!�i:
e
s
s
with trace Silt, Medium Dense
i�
8
10
ss
s
e
18-"'—"-""'—'—
20
......
it
3;e r I
in'f r
23il;.if
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
:I.if
is
Silt and Rock Fragments, Dense
rr.tr
y;; r F
9
16
ss
i6
31
...:...:...:...:...
"
25
36
...:.
Boring terminated at 25 ft.
30
35
E C E I V
... ... ... ... .
JAN 3 12013
BY:
_.;... :
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater readina may not indi .......... cative of the static oroundwatar lavat WOH - Welaht of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
Archer Western Contractors. LTD
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10.114G
®CLIENT:
-
r•c,a.mlw•meq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
B-rJ
DEPTH TO WATER - INITIAL*: a 13 AFTER 24 HOURS: T _ CAVING> C
c
-
o
TEST RESULTS
Plastic Limit H Liquid Limit
�p J
m.
n d
o
n a)
o m
Description
n
a d
Z
a
am
3 to
m
u
E
L�
n
n
gEmi
Inn
z
e
Moisture Content - •
N-Value -
0
a
10 20 30 40 50 60 70
_
3-inches of Topsoil
3
__ 0.2
Orangish brown, moist, Clayey fine to medium SAND (SC), Loose
. ;..:..:
"
1
24
ss
4
3
7
:...:...:
Light gray and orangish brown, moist, Clayey fine to medium SAND
.".'.
3
..:...:...
- a
' (SC), Loose
'.....:
2
18
ss
4
7
:. _:...:...:...:...:.......
...
s
r
.". "."
3
24
ss
5
10
...:...:...:...:...
.....
e
5
5
10
..'.. '..'
3
:.. .:...:.. .:...:...:...
10
Tan and orangish brown, moist to wet, Poorly Graded fine to mediuI
x i i
a
SAND (SP-SM) with trace Silt, Very Loose to Loose
t i
s
r x
4
—
11i7.
......... ........ ..1 ...[...
4
.
_
r
iral
.:...:...:... :...:...:.. .:...
3
ri i!
7
16
ss
4
.:...:...:...: ..:...:...:...
15_
3
.:.. ............:. _:...:. .
tY t!
....
e!L
18
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
410
1 �:
—
—
5
4
6
with trace Silt, Loose
irL
8
t2
ss
5
9'---
20
5
ttt
3;e r t
':
—
23
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace!*
i 1
--
1z
33
Silt and Rock Fragments, Very Dense
n:Lr
;,; r F
9
18
ss
33
56
s
Boring temtinated at 25 ft.
10
35
r
i
Notes: - -... - 1 " 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: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-114G
t�aaar.c,d=®w•mq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
B-S
DEPTH TO WATER -INITIAL': s 13 AFTER 24 HOURS: v _ CAVING> L
r
m
m
m
m
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
n d
n m
Description
n
a d
Z
�'
3'O
m
m
o E
o=
C7
r°
n
0~
m °a
Z
v
Moisture Content - •
a`
N-Value -
10 20 30 40 50 60 70
0
0
4-inches of Topsoil
4
--.... 0.3
..'..'..'
1
23
ss
3
5
.:...:... :...: ...............
Orangish brown, moist, Clayey fine to medium SAND (SC), Loose
-
2
2
3
Slightly mottled orangish brown -gray, moist, Sandy Lean CLAY (CC),
3
Medium Stiff.:
2
21
ss
6
...:...:...:...:...:...:...
4
4
6
Oran Ish brown and gray, moist, Clayey fine to medium SAND SC
9 9 Y. Y ( )
Loose
3
17
as
y
7
4
............:...:...:...:...
2
3
...'...
4
i
...
10
3
Orangish brown, moist to wet, Poorly Graded fine to medium SAND
T.t i
3
2
2
-
(SP-SM) with trace Silt, Loose
?t V6
6
18
as
6
.....:.
i �rt1
5
3
i 7 i'i
t'l.tr
7
12
as
3
5
-
.:...:...:.... ..............
is
Ati'
4
>tl
trit
j re[t
:...:.. .:. .:...:..
lxtf
a
19
05
10
...:...:...:...:...:...:...
6 �
lT.tt:
6
t,tr
lYlf
..:...:...:...:...:
i:r• r L
..II
23
Orangish brown and gray, wet, Poorly Graded fine to medium SAND
jX
r * i
6
6
/
(SP-SM) with trace Silt, Medium Dense
25
Boring terminated at 25 ft.
30
10
JAN 3 12013
_.:...: :.
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater readina may not be indicative of the static oroundwater lavell WOH = Weicht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10.114G
r .ae�•c�....,ar•
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
B-%
DEPTH TO WATER - INITIAL': a 13 AFTER 24 HOURS: CAVING> C
c z
oo
TEST RESULTS
Plastic Limit H Liquid Limit
i N
m m
m m
Description
E 6
E$
E
o toa
w
o E
o`
rn
in
y 1-
m a
i
s
Moisture Content -•
N-Value -
0
0
10 20 30 40 50 60 70
11-inches of Topsoil
_
_
3
::.::
1
23
ss
e
8
a ...:...:...:...:...:...:
0.92
Tan, moist, Silty fine to medium SAND (SM), Loose
3
f.
Light gray and orangish brown, moist, Clayey fine to medium SAND
...
a
.
. . ' . ' '
(SC), Very Loose to Loose
.:..:
2
24
ss
4
7
: : : : a : :
a
:...:...:...:...:...
a
...
...:._
s
' '
3
23
ss
5
10
...:...... ....:...:...:
a
z
4
•
.......
4
23
ss
5
9
:. _:...:...:. .:...:. _:...
4
i
`
_..'..
5
22
ss
z
4
10
10
...
—
—
......... .................
Orangish brown, moist to wet, Silty fine to medium SAND (SM) with
[
i
-
' trace Clay, Very Loose
?;;;;
6
22
ss
i
4
------
3
4
1
7
18
ss
z
4
.............:
5
4
Gray, wet, Clayey fine to medium SAND (SC), Very Loose 18
.... _.
u
s
19.5
...'_'.
:.:..
8
24
ss
z
2
..:...:...:...:...:.
Brown, wet, Poorly Graded fine to medium SAND (SP-SM) with tra
z0
s e I
—
—
- - - -
Silt, Loose
"' t
kA 11�
IYLI
11�t1'
irr
4
.. .:...:. ..:.. .....:...:...
9
16
ss
410
...:...:...:...:...:...:...
25
crt
9
Boring terminated at 25 ft.
30
10
3s
Notes: - SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*T17e initial oroundwater readina may not be indicative of the static aroundwater level, WOH = Weiahl of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog S01 - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-114G
PMMOEEMMM
- -
comwL.6.wn.nm. mroy
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
B'H
DEPTH TO WATER -INITIAL*: s- 11 AFTER 24 HOURS: CAVING> L
Z
1'%h
U
4)
m 02
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
m�
o, JOE
ntd
Description
n
d
Z
a
m~
3 ro
m
m
a
p
o�.?
(7
rq
m$
n
i
s
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
3-inches of Topsoil
_
3
0.2"
"
1
24
ss
3
6
.: _.:...:. ..:...:...:... :...
Brown, moist, Clayey fine to medium SAND (SC), Loose
3
/
Gray and orangish brown, moist, Clayey fine to medium SAND (SC),
.....'
5
L0058
2
24
ss
5
10
...:...:. ..................
5
4
5
.'..'..'.
3
24
ss
4
8
:...:...:...:...:...:...:...
5
4
2
"
4
24
ss
5
9
4
:...:...:...:...:...:...:..
Orangish brown and gray, moist, Clayey fine to medium SAND (SC),
.." ."
2
_
Very Loose to Loose
.:.: .:
5
19
ss
2
4
---------
i
10
.'..'.'.
2
.. _........................
_
2
.'..'..'.
6
19
as
5
B
.. _......... _.... ._......
--
4
4
...
4
.'..'..'.
7
17
ss
3
6
15
78
Orangish brown to tan, moist to wet, Poorly Grades fine to medium
:....._..
B
a
—
a
Silt, Medium Dense
...1
8
19
17SAND(SP-SM)withtrace
"
;'r
r
:. ..:...:...:.. .:. :20 ...
tY[r
i iitr
23
..
4
No Recovery
—
9
0
ss
12
19
_: _.:...:...:...:...
25
t
Boring terminated at 25 ft.
9
..:._c...:..-: _.:._:...:...
to
35
ECERVE
-
JAN 3 12013
._
Y.
Notes: SS = Split Spoon Sample
ST - Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The OiUal aroundwater roadina may not be indicative of the static aroundwater /eye/. WOH - Weiahl of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
PROJECT: P-1269 Devil Dog S01-Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, INC PROJECT NO.: JX10.114G
®
r•r,.r.®r. mee?
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
BMP-1
DEPTH TO WATER -INITIAL*: s 9 AFTER 24 HOURS: _ CAVING> -
o
y
t r
-
m
m
n
m m
m
a m
0 io
m
e
TEST�RESULTS
Plastic Limit"iH Liquid Limit
f
m
m
a d
o
n m
o=
Description
a
d
z
>
m
m
a
E
c�
m
n
n~
a
i
s
Moisture Conte •
N-Value -
0
0
10 20 30 40 c50 60 70
4-inches of Topsoil
3
:!::
1
24
as
2
3
5
g
'
0.3j.:.....
Orangish brown and tan, moist, Clayey fine to medium SAND (SC),
Loose
.:....._:...:_�:...i...i...
....
3
—
2
17
as
2
5
.:...:...:....._ ............
5
4
Light gray amd orangish brown, moist, Clayey fine to medium SAND
...
: : :
3
i
:
...... .............. ........
(SC), Loose
:.::
3
19
ss
4
7
:...:...:...:...:...:...:...
_
4
2
Estimated SHWT 4 feet
3
......
...
4
23
ss
3
6
:...:...:...:...:...:._:...
8
......
3
Orangish brown and light gray, moist to wet, Silry fine to medium
32
SAND (SM), Loose
?;;;!
5
24
ss
3
5—--
—
10
2
Boring terminated at 10 ft.
—
.............................
4
t5
e
20
25
g
. .:.. .:. ..:. ..:...:...:...:...
30
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 pedprmed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC •PROJECT NO.: JX10-114G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwti
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-16-11
BMP-Z
IDEPTH TO WATER - INITIAL*: a _ AFTER 24 HOURS: T _ CAVING> L
c G
'm
m�
a d
o E
a d
o �,
Description
U
a
m
Cx d
E
N Z
a'
N,
m
a m
M F
3 iO
ton
m
m
Z
0
u
v
TEST RESULTS
Plastic Limit N Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
5
8
10
5
2-inches of Topsoil
:': ':
.-.' .
1
_
20
_
ss
3
3
.:...:...:. _: ...:...:...:...
............................
...... ....... —
.1
Brown to orangish brown and brown, moist, Clayey fine to medium
SAND (SC). Loose
:.:.:.
......'
2
22
ss
3
a
5
4
Light gray amd orangish brown to light gray, moist, Silty fine to
medium SAND (SM), Loose
..
3
21
as
e
6
4
_
:::::
4
23
as
<
5
2
Estimated SHWT Q 4 feet
7
5
21
as
3
3
10
6
Boring terminated at 10 ft.-
a
...:...:...:...:...:...... :...
15
20
8
............ ..................
:
........ .. ..... .. .............
•
25
s
'
30
10
...... ... ....... .. .. ..........
`.
_
35
.
ECErye,....IVE
...:...:. ..:...:...:...:.. .:...
JAN 3 12013
_......:. ... _....
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwater readino may not be indicative of the static oroundwater /eye/, WOH = Weiaht of HammeLj
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SO[ - Field Training Facility
Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX70-114G
©CLIENT:
•
r�dd.rm,�,w•mmq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-11
BMP-3
DEPTH TO WATER - INITIAL': �,4 9 AFTER 24 HOURS: T _ CAVING> -L
c
o
m
oo
TEST RESULTS
Plastic Limit H Liquid Limit
m
m
m m
� m
Description
n
d
z
�'
; 1D
n
m
c'u
o E
o
0
m
to
n~
m
Z
a
Moisture Content- •
N-Value -
0
0
10 20 30 40 50 60 70
2-inches of Topsoil
_
_
3
0.1
Dark brown, moist, Silty fine to medium SAND (SM), Loose
�::
1
20
ss
°
a
8
1
:...:...:...:...:...:...:
"
Brown, moist, Silty fine to medium SAND (SM), Loose
3
3
.....
2
4
a5
3
3
6
5
Light gray and orangish brown to light gray and brown, moist to wet,
33
Silty fine to medium SAND(SM), Loose to Medium Dense
[;'
3
24
ss
A
7-"--""-""-
_
a
2
Estimated SHWT Q 4 feet
_
e
a
22
ss
7
11
1
a
5
12
ss
e
9
10
.....
2
' Boring terminated at 10 ft.
is
6
20
...:........ ..............:...
25
e
...:...:. ..:...:.. .:. ..:. ..:...
30
10
35
...
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA = an Auger Sample
BS =Bulk Sample
*The
initial aroundwaterreadina may not be indicative of the static oroundwater lavaL WOH - eiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-114G
rmmaaw•c.d.m�N•nxeq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-11
BMP-4
DEPTH TO WATER • INITIAL•: $ _ AFTER 24 HOURS: 3 _ CAVING> L
E m
m
a>
m
m
o'p
'm
o
u
TEST RESULTS
Plastic Limit F1 Liquid Limit
m
O E
o m
Description
,� z
N 8
E
N t-
m n
Z
v
Moisture Content- •
m
N-Value -
10 20 30 40 50 60 70
0
0
2-inches of Topsoil
2
0.1
[;;
1
21
ss
e
7
:. _t...l._I...: ...........
Brown, moist, Silty fine to medium SAND (SM), Loose
EiEsi
4
3.
:_.:...:...:...:...: _.:...
z
—
2
19
SS
3
5
...................:...:
: :
3
2
5
Light gray, moist, Silty fine to medium SAND (SM), Loose
3
:
3
3
6
—
Estimated SHWT Q 4 feet"
3
.............:._:...:. _:...
...
4
18
ss
i
3
2
—
4
— — - - - -
Light gray and orangish brown, moist, Clayey fine to medium SAND
i .
(SC), Very Loose to Loose
. .
z
.�....
......
5
16
ss
e
7
-
10
..'..'..'
3
Boring terminated at 10 ft.
s
6
20
...............................
:
25
9.
...:. ..................:... :...
30
10
C a ,
35
-
JAN 3 12013
-
BY:
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: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-114G
©
•c.0 ,w.mmi
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
BMP-5
DEPTH TO WATER - INITIAL*: S _ AFTER 24 HOURS: S _ CAVING> L
c,r
-
y
oo
TEST RESULTS
Plastic Limit H Liquid Limit
m
u d
n m
m
Description
a
a o
z
a °'
3 m
m
u
m
o E
o
U
n
n 0
n~
m n
z
v
Moisture Content - •
10
N-Value - (�
10 20 30 40 50 60 70
0
0
7-inches of Topsoil
2
0.5
1
23
ss
3
5
.:...:...:...:...:...:... :
Brown, moist, Sandy Lean Clay (CL), Medium Stiff to Stiff
2
2
3
2
23
ss
e
9
:...:...:...:...:...:...:...
5
q
5
Gray and orangish brown, moist, Clayey fine to medium SAND (SC),
.'..'..'.
5
Loose to Medium Dense
3
22
ss
5
10-4—
1--q.
s
2
Estimated SHWT @ 4 feet
'
e
: :
. .. ...
4
24
ss
a
12
..:...:...:. .:...:...:.—
. .. ...
_
5
5
........ ............ .....
.'..' .
5
24
ss
a
—
10
'..'. '.
3
:.. :. :...
—
..
• Boring terminated at 10 ft.
.:. ..:...:...:... ..
4
al
a
20
...:...:...:..:...:. ..:...:...
25
g
.. .:...:. ..:...:. .. :.. :.. .:...
30
1
—
.. ............. ... .. .... ......
35
✓ -.
T1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The initial aroundwater readino may not be indicative of the static oroundwater level. WOH Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-114G
PMKMNNNEIM
�.a.ar•�,.r.�„m.n.e�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-11
BMP-6
DEPTH TO WATER -INITIAL': -?r _ AFTER 24 HOURS: CAVING> L
c
m
'm
a d
pm E
n -y
pm `•'
Description
g
a
m
n d
w z
m
a i
rn $
n m
rn I-
; <m
m n
Z
"
v
TEST RESULTS
plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
a
0
5
1 1
4-inches of Topsoil
.— 0.3
1
23
as
3
2
.:.. .:...:...:...:...:...:
!
Tan, moist, Silty fine to medium SAND (SM) with trace Clay, Loose
_
5
—
rzzx"
.'.....
!!_:
8
9------
.:._.:_.:...:...:...:...:...
Tan and orangish brown, moist, Sandy Lean CLAY (CL), Medium
LAY
Stiff
4
Light gray and orangish brown, moist, Clayey fine to medium SAND
(SC), Loose to Medium Dense
2
3
21
24
ss
as
3
3
3
5
d
s
2
_
Estimated SHWT @ 4 feet
4
24
ss
5
5
11
. . ..
. . ..
5
23
as
d
3
7
...............
Boring terminated at 10 ft.
d
...:...:...:...:...............
s............................
.
6
20
...............................
25
a
..:...:. .. :...:... :...:.. .:...
30
10
-
EGEI M E
3s
JAN 3 12013
... .
-
EY:
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The initial oroundwater readino may not be indicative of the static aroundwatar level. WOH - Weiaht of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
PROJECT: P-1269 Devil Dog SOI -Field Training Facility '
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune NC PROJECT NO.: JX10-114G
®
m.mr.-==•»�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
P-1
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: T CAVING> L
c
L"
-
oo
TEST RESULTS
Plastic Limit H Liquid Limit
> y
n v
w m
n m
m m
Description
n
12
d
E Z
o>
E
n a
E
3 m
o m
m
u
M
0 E
O
fj
in
N
m t-
m a
Z
e
Moisture Content - •
�m
N-Value -
0
0
10 20 30 40 50 60 70
Tan, moist, Silty fine to medium SAND (SM), Loose
_
_
_
s
1
18
as
y
9
:...:...:...:...:...:...:...
3
Brown, moist, Silty fine to medium SAND (SM) with trace Clay,
s
-
Loose
2
3
ss
3
5
.................:...:...:...
4
....: .
3
. ........ ...... .. .....
5
A
dSii!
3
18
as
a
7:...:...............:..
8
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
1,. t i
5
-
trace Slit, Medium Dense
n:R-
4
21
as
10
15
.:...: _.:.. .:...:...:...
,;,;1
...
14
Orangish brown, moist, Clayey fine to medium SAND (SC), Medium
'.":":
1e
Dense
. .. .. .
5
21
as
5
13
10
5
I Boring terminated at 10 ft.
4. ... ... ......... ....... ..... .....
1s
20
8
... :...:. ..: .. :.. .:...:. ..:...
25
8
...:.. .:. .:...: ..:...:. ..:...
30
10
35
d
it
j
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater madino may not be indicative of the static aroundwater /eye/. WOH = Weiaht of H
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD -
�211111111111
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-114G
•c,re.�=r•mn,r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
P-2
DEPTH TO WATER - INITIAL*: g 10 AFTER 24 HOURS: - _ CAVING> -C
m
m
'p
03
oo
TEST RESULTS
Plastic Limit " Liquid Limit
n v
a'-
Description
n
n d
Z
n>
n
3
#
m
o E
o
(J
rE
d
VE�i ~
m a
Z
v
Moisture Content -•
LLJ
rn
N-Value -
10 20 30 40 50 60 70
0
0
3-inches of Topsoil
0
0.2
..
1
23
as
2
3
..:...:... : ...................
Orangish brown to orangish brown and gray, moist, Clayey fine to
1
medium SAND (SC), Very Loose to Loose...
z--"
2
24
as
a
5
.:...:...:...:...:...:...:...
4
3
5
......
3
18
ss
e
8
:
2
s...
Gray and orangish brown, moist, Clayey fine to medium SAND (SC),
. .
e
4
a
Medium Dense
.., .,.
4
15
ss
a
16-
- ....-..:...
e
5
......
5
24
as
6
11
...........................
10
4
Boring terminated at 10 ft.
4
—
...:... [...:...:...: _.:.. �...
15
f
8
20
25
ECEIVE[
-
JAN 3 12013
BY:
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.

APPENDIX III
GENERALIZED SOIL PROFILE

0
Sd
56
34
Bd
36
0
3d d3
43
t:: [
76
dd
Jd
33 22
-
22
45
3]
3d
33 33
34
;I ;1;(j
57
33
55Z.
45 34
..I:t
]d
j;l: h't'
45
34
Sd
.... d5 33 -
•• ••
85
•.
66 _
34
NM=296 ..
. .. ....
55
56 dd
...... .'....
5
.1 :I: L f
5 5
3 d
r {. 1{-
) 6
5 5
NM=342
d 5
d 5 d d
-
jaV}1
62
1;1:[C1
43
23
22
22 12
•111'1
109
2 2
1 5
NMg23
33
2 3 .. 3 3
10
—, 2 =
—32
—1"2
—3-]
—] :1 :fC 1 —32 t0
33
23
22
—
50
:1'I:(j 5d15
22
•:.h
3d
=_
11
is i, l-
33
1•I.r 1.
a' 31 Fd;l: Lf 33
d3
21
12
NM=26.0
63 2d
.1:CCl:1:[CI
-
23
•-
ia.l}1
35
WON
-44: H
69
J.1•t 9-1 5d 1;;ry d5
ZO —'17;
CJ•
32
'C9,`r-1-
66
WON
—1-1L'1;
NMd>A
'•'
I-J.
98
55 56
77S[3. dJ:.Lf_ p -
.1XCi I
-1-CCt
-1:CCi r1•I1•
:I •I: 1
:I1; 1
:I1; 1 J:I:[C1
42
55
32
1115
1223 56
32
79
11
1638
3322 67 -
t
1310
<�
.6
80LLId-
1320
p _
k,
a
jaa}I
1627
-
.1 .1. l f
31 33
-
r41i•
7;1:t L1
22
25
do
:1016
j;lj r fit•-
w
•r
-
-
i�ji�
7:If[[1
1020
9u
_
-
>>
-
ja:F•l:
195
.lc[Lr
�rtiii•
t12
8 t
-
12
60
;1;t; C•l
A
60
W
SI!a�
symbols
K 'L�' 9i
L •'
sury Sand
,
z
GET Solutions, Inc.
�!!
PoodySilt graded Sand
N wiSilt
c.a
GENERALIZED SOIL PROFILE
r ®
SCALE: DRAWN.aVIAPPROVED BY DATE DRAWN
iovfioll
sVERT
cuE: ]'IVh 3/9/2011
P-1269 Devil Dog SOI - Field Training Facility
Clayey Sand
M
Lean Clay
"°'`T'
FIGURE NUMBER
®
PROJECT NO. JX10-114G

a
+++
31
1 S' '�
23
33
33
1 5
BMP-1
32
33 NM=21.]
3 3
BMP
33
23 NM=
180 3 1 .
MP-3 BMP<
::: 31 23 a
13 41
3 3 NM•11.3 2 2 NM=11A
11
i
55
23
15
33 33
11
11
23
11
33 23
.. .. -
61 1
.. ...
15
.. ..
11
::::: 61
::::: 11 ::::: 33
11
11
33
33
31 12
-
51
i�
12
23- 1�!
22
22
—2-3
4
32
32
: 23
33
: 15 23
— 12 - 13
to
—1 2
..,. Q.
.... .
10
23
—
51
Nz
=
�j
12
13
21
3i
23-20
8>
;1 �I;F1
A�I:C1
6 9
217
d
�
-
3
Io
Ip
w
5p
ro
�
Strawsvmpgl
❑ Void
Silty Sand
GET Solutions, Inc.
Poody graded sand
with Slll
GENERALIZED SOIL PROFILE
Ed
Topsoil
;SKE: DRAWN EIVAPPROVED BY DATE DRAWN
SCALE: r-m h 3/9/2011
Clayey Sand
P-1269 Devil Dog SOI - Field Training Facility
®
Lean Clay
FIGURE NUMBER
PROJECT NO. JX10-I 14G

0
MP-
amp-6 P-1 P-2 0
23
2 3 NM=21.0
35
J3
3 2 NM-18 <
33
85
6 3
22
33
1 1
22
45
33
34
34
45
35
34
34
_ _.
... .. 58
• •• •• 5 5
•• .. -
8 5
:. 1014
•• ••. 8 8
-
. .. .. 5 y
..... 3 3
.. ..
....
< 4
3
.. .. .. t3 8
5 5
.. .... 5 8 -
.. .. 5 4
0
=
—
10
20
20
30
30
_
a
<0
40
50
�
60
W
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GET Solutions, Inc.
c.a
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GENERALIZED SOIL PROFILE
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Topsoil
as
scue: r=la wh r 3/9/2011
P-1269 Devil Dog SOI - Field Training Facility
Clayey Sand
Lean Clay
FIGURE NU MBER
®
PROJECT NO. JX10-114G

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: rof r
Project Name.: P-1269 Devil Dog SOI, Field Traing Facility
Location.......: MCB Camp Le eune, NC
Terminology and Solution
Boring No......: BMP-1
Date .............: 2/26/2011
Ksat : Saturated hydraulic conductivity
investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
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
WCU Sus . Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. r: 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q(sinh-1(H/r)-(r2/H2+1).5+r/Hj/(2pH2) Glover Solubonl
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed
Time I
Flow Rate O
mllmin alb
Kest
Equivalent
Values
hr:min:see
min b
em/min(cm/sec)
(cm/day)
in/hr
ft/da
120
12:45:00 PM
119
1
12:45:34 PM
0:00:34
0.57
1.76
0.001
9.29E-06
0.8
0.013
0.03
118
1
12:46:14 PM
0:00:40
0.67
1.50
0.000
7.90E-06
0.7
0.011
0.02
117
1
12:46:55 PM
0:00:41
0.68
1.46
0.000
7.71E-06
0.7
0.011
0.02
116
1
12:47:29 PM
0:00:34
0.57
1.76
0.001
9.29E-06
0.8
0.013
0.03
115
1
12:48:05 PM
0:00:36
0.60
1.67
0.001
8.78E-06
0.8
0.012
0.02
114
1
12:48:39 PM
0:00:34
0.57
1.76
0.001
9.29E-06
0.8
0.013
0.03
113
1
12:49:06 PM
0:00:27
0.45
2.22
0.001
1.17E-05
1.0
0.017
0.03
112
1
12:49:42 PM
0:00:36
0.60
1.67
0.001
8.78E-06
0.8
0.012
0.02
111
1
12:50:37 PM
0:00:55
0.92
1.09
0.000
5.74E-06
0.5
0.008
0.02
110
1
12:51:17 PM
0:00:40
0.67
1.50
0.000
7.90E-06
0.7
0.011
0.02
Natural Moisture 21.3%
% Passing 9200 : 49.5%
ESTIMATED FIELD KSAT:
0.001
8.654E-061
0.71
0.0121
0.02
USCS Class.: SC
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Low
Structure/Fabric NAJSlo
a/Landsc: NA
IDepth to Bedrock ...................: NA
i= _ Precision Permeameter'
JAM 3 1200
RV.-

GET Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1269 Devil Dog SOI, Field Training Facility
Location.......: MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: BMP-2
Date .............: 2/26/2011
Ksat: Saturated hydraulic conductivity
Investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
0: Steady-state rate of water Flow into the soil
Boring Depth.: 2 fit
WCU Base. HL h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . 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/Hl / (2pH2) . [Glover Solution
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapsed
Time
Flow Rate O
ml/min alb
Ksat
Equivalent Values
hr:min:sec
min b
cm/min
cm/sec(cm/day)
Inlhr
ft/da
120
1:00:00 PM
115
5
1:00:48 PM
0:00:48
0.80
6.25
0.002
3.29E-05
2.8
0.047
0.09
110
5
1:01:36 PM
0:00:48
0.80
6.25
0.002
3.29E-05
2.8
0.047
0.09
105
5
1:02:23 PM
0:00:47
0.78
6.38
0.002
3.36E-05
2.9
0.048
0.10
1001
5
1:03:17 PM
0:00:54
0.90
5.56
0.002
2.93E-05
2.5
0.041
0.08
95
5
1:04:12 PM
0:00:55
0.92
5.45
0.002
2.87E-05
2.5
0.041
0.08
90
5
1:05:06 PM
0:00:54
0.90
5.56
0.002
2.93E-05
2.5
0.041
0.08
85
5
1:06:05 PM
0:00:59
0.98
5.08
0.002
2.68E-05
2.3
0.038
0.08
80
5
1:07:04 PM
0:00:59
0.98
5.08
0.002
2.68E-05
2.3
0.038
0.08
75
5
1:08:03 PM
0:00:59
0.981
5.08
0.002
.2.68E-05
2.3
0.038
0.08
70
5
1:09:02 PM
0:00:59
0.981
5.08
0.002
2.68E-05
2.3
0.038
0.08
Natural Moisture 18.8%
%Passing 0200 : 45.7%
ESTIMATED FIELD KSAT:j
0.002
2.94E-05
2.51
0.042
0.08
USCS Class.: SC
Consistency: Loose 113epth
to an Impermeable Layer: NA
Notes: Ksat Class = Low
Structure/Fabric N
Slope/Landsc: NA IDepth
to Bedrock ...................: NA
Precision Permeameter°

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET sheet No.: 1 of 1
Project Name.: P-1269 Devil Dog SOI, Field Training Facility
Location.......: MCB Camp Le'eune, NC -
Terminology and Solution
Boring No......: BMP-3
Date .............: 2/26/2011
Ksat : Saturated hydraulic conductivity
Investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q[sinh-1(Wr)-(2/H2+1).S+r/H]/(2pH2)
[Glover Solution
Volume Out
l a
hr:min:sec a/
Elapsed
Time
Flow Rate O
ml/min alb
Ksat
E ulvalent
Values
hr:min:see
min b
cm/min
emisee
em/da
inlhrr
2:00:00 PM
10
2:00:28 PM
0:00:28
- 0.47
21.43
0.007
1.13E-04
9.7
0.1
10
2:00:54 PM
0:00:26
0.43
23.08
0.007
1.22E-04
10.5
0.1
10
2:01:22 PM
0:00:28
0.47
21.43
0.007
1.13E-04
9.7
0.1
80
10
2:01:62 PM
0:00:30
0.50
20.00
0.006
1.05E-04
9.1
0.149
0.30
70
10
2:02:26 PM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0,132
0.26
60
10
2:02:58 PM
0:00:32
0.53
18.75
0.006
9.87E-05
8.5
0.140
0.28
50
10
2:03:34 PM
0:00:36
0.60
16.67
0.005
8.78E-05
7.6
0.124
0.25
40
10
2:04:10 PM
0:00:36
0.601
16.67
0.005
8.78E-05
7.6
0.1241
0.25
30
10
2:04:47 PM
0:00:37
0.621
16.22
0.005
8.54E-05
7.4
0.121
0.24
20
10
2:05:25 PM
0:00:38
0.63
15.79
0.005
8.31E-05
7.2
0.118
0.24
Natural Moisture 14.3%
% Passing #200 : 33.0%
ESTIMATED FIELD KSAT:
0.006
9.88E-051
8.51
0.1401
0.28
USCS Class.: SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksal Class =Moderate
Structure/Fabric N
Slope/Landsc: NA
Depth to Bedrock ...................: NA
yq T-- q-o
Precision Permeameter'
JAN 3 12013
EY:

GET Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1269 Devil Dog SOI, Field Training Facility
Location.......: MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: BMP4
Date .............: 2/26/2011
Saturated hydraulic conductivity
Investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
-Ksat:
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 Dla..... : 8.3 cm
WCU Sus . Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = l] sink-l(H/r) - (01/ 12+1),5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
Intl) a
hr:min:sec a/
Elapse Time
Flow Rate O
mVmin a/b
Ksat
Equivalent Values -
hr:min:sec
min b
cm/min
cMsee
(cm/day)in/hr
ft/da
120
12:30:00 PM
110
10
12:30:20 PM
0:00:20
0.33
30.00
0.009
1.58E-04
13.6
0.224
0.45
100
10
12:30:40 PM
0:00:20
0.33
30.00
0.009
1.58E-04
13.6
0.224
0.45
90
101
12:31:02 PM
I 0:00:22
0.37
27.27
0.009
1.44E-04
12.4
0.204
0.41
80
101
12:31:25 PM
0:00:23
0.38
26.09
0.008
1.37E-04
11.9
0.195
0.39
70
10
12:31:50 PM
0:00:25
0.421
24.00
0.008
1.26E-04
10.9
0.179
0.36
60
10
12:32:15 PM
0:00:25
0.42
24.00
0.008
1.26E-04
10.9
0.179
0.36
50
10
12:32:43 PM
0:00:28
0.47
21.43
0.007
1.13E-04
9.7
0.160
0.32
40
10
12:33:13 PM
0:00:30
0,50
20.00
0.006
1.05E-04
9.1
0.149
0.30
30
10
12:33:42 PM
0:00:29
0.48
_ 20.69
0.007
1.09E-04
9.4
0.154
0.31
Natural Moisture 14.4°/.
/. Passing #200 : 23.8% --
ESTIMATED FIELD KSAT:
0.008
1.31E-041
11.31
0.185
0.37
USCS Class.: SM
Consistency: Loose
Depth to an Impermeable Layer: NA '
Notes: Ksat Class = Moderate
Structure/Fabric N
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeameter"

G E T Solutions, Ine.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET- Sheet No.: _1 of 1-
Project Name.: P-1269 Devil Dog SOI, Field Training Facility
Location.......: ' MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: BMP-5
Date .............: 2/26/2011
Ksat: Saturated hydraulic conductivity
Investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
O: Steady-state rate of water flow into the soil `
Boring Depth.: 2 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. f : 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0[sinh-1(H/r) - (r2/H2+1).5 + r/Hl / (2pH2) [Glover Solution
VOLUME
ml
Volume Out
ml a
TIME
hr:min:see al
Elapse Time
Flow Rate O
mVmin alb
- Ksat
Equivalent Values---
hr:min:sec
min b
(cm/min
emisee
(cm/day)
inlhr
ft/da
120
1:30:00 PM
119
1
1:32:40 PM
0:02:40
2.67
0.38
0.000
1.97E-06
0.2
0.003
0.01
118
1
1:34:57 PM
0:02:17
2.28
0.44
0.000
2.31E-06
0.2
0.003
0.01
117
1
1:38:24 PM
0:03:27
3.45
0.29
0.000
1.53E-06
0.1
0.002
0.00
116
1
1:41:35 PM
0:03:11
3.18
0.31
0.000
1.65E-06
0.1
0.002
0.00
115
11
1:44:50 PM
0:03:15
3.25
0.31
0.000
1.62E-06
0.1
0.002
0.00
114
1
1:48:12 PM
0:03:22
3.37
0.30
0.000
1.56E-06
0.1
0.002
0.00
113
1
1:51:27 PM
0:03:15
3.25
0.31
0.000
1.62E-06
0.1
0.002
0.00
Natural Moisture 21.0%
% Passing #200 : 52.3%
ESTIMATED FIELD KSAT:
0.000
1.75E-061
0.21
0.0021
0.00
USCS Class.: CL
Consistency: Medium Stiff
I Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very Low
Structure/Fabric N
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeameter°n
L
JAN 3 12013

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1269 Devil Dog SOI, Field Training Facility
Location.......: MCB Camp Le'eune, NC
Terminology and Solution
Boring No......: BMP-6
Date .............: 2/26/2011
Ksat : Saturated hydraulic conductivity
Investigators.: B. Cone and M. Guzman
File No.........: JX10-114G
O: Steady-state rate of water Flow into the soil
Boring Depth.: 2 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. r : 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = O[sinh-l(H/r) - (2/H2+1).5 + r/H] /
(2pH2) [Glover Solubon]
VOLUME
ml
Volume Out
ml a
TIME
hr:m[n:see al
Elapsed Time
Flow Rate O
mi/min a/b(cm/min)
Kest
Equivalent
Values
hr:min:see
min b
(cm/sec)
(cm/day)
inlhr
ft/da
120
1:45:00 PM
119
1
1:46:20 PM
0:01:20
1.33
0.75
0.000
3.95E-06
0.3
0.006
0.01
118
1
1:47:35 PM
0:01:15
1.25
0.80
0.000
4.21E-06
0.4
0.006
0.01
117
1
1:49:24 PM
0:01:49
1.82
0.55
0.000
2.90E-06
0.3
0.004
0.01
116
1
1:50:38 PM
0:01:14
1.23
0.81
0.000
4.27E-06
0.4
0.006
0.01
115
1
1:51:55 PM
0:01:17
1.281
0.78
0.000
4.10E-06
0.4
0.006
0.01
114
1
1:53:12 PM
0:01:17
1.28
0.78
0.000
4.10E-061
0.4
0.006
0.01
113
1
1:54:29 PM
0:01:17
1.28
0.78
0.000
4.10E-06
0.4
0.006
0.01
112
1
1:55:48 PM
0:01:19
1.32
0.76
0.000
4.00E-06
0.3
0+0061
0.01
111
1
1:57:06 PM
0:01:18
1.30
0.77
0.000
4.05E-06
0.3
0.006
0.01
110
1
1:58:25 PM
0:01:19
1.32
0.76
-0.000
4.00E-06
0.3
0.006
0.01
Natural Moisture 18.4%
% Passing 0200 : 51.1%
ESTIMATED FIELD KSAT:j
0.000
3.97E-061
0.31
0.0061
0.01
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class = Very Low
Structure/Fabric N
Slo elLandse: NA
Depth to Bedrock ...................: NA
Precision Permeameter""

APPENDIX VI
PREVIOUSLY COMPLETED BORINGS ASSOCIATED WITH THE FEASABILITY
STUDY DATED AUGUST 10, 2009 ALONG WITH THE BORING LOCATION
SKETCHES AND DCP TEST DATA
;. LCEIVE..
JAN 3 12013
BY:_

Parking
NEW w
e � � Launtl
Applied
7
$. $ e -o - Instruction $-3'
h I O ED
i
e
I q
�a' n'�' •y�� e _ _ _ _ CAMP eEML DOG WAI R Me,$EIYER PL ('`�`''E�
(-'h 1 PriZ 9 GTE I�ICLO TRAINING DEVIL BOG S01
CAMP LEJWNE, NORM CAROLINA
Pr.JeL EC09-2M Bruwn By APE
r_•�r.rm. Bn lr 8/TO/09 Figure No; 1
BUR1NG LOCATION PLAN SCALD
NOT TO SCALE

7
v 1

GET
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
®
fmlNedvl•4v6e,�,W1>d4r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
B-1
DEPTH TO WATER -INITIAL*: H 18' AFTER 24 HOURS: a _ CAVING> L
,�
fi C
5
.9
m
N m
m
w
0
oo TEST RESULTS
m
n d
o
..
n m
o m
Description
n
a o>
Z
I
3 1p
m
m
u Plastic Limit H Liquid Limit
u2
E
N
m
m
n
Z
Moisture Content -•
N-Value -
0
0
10 20 30 40 50607
4 inches of TOPSOIL
..
=
1
24
SS
2
2
a
.:...:...: ..:...:...:...:
:...:...:...
Mottled Gray -Reddish Tan, moist, Lean CLAY (CL) with sand, soft to
medium stiff
.:...:...:...:..
2
2
24
SS
3
5
.:. .:. .:...:...:...:..:...
3
5
3
24
SS
a
7
:...:...:...:...:...:...:...
4
:. :...:...:... :...:...
2
2
.. ..
4
24
SS
3
4
6
59.1 .:...:.� :...:...:...:...:...
`
Mottled Gray -Reddish Tan, moist, Silty fine SAND (SM), very loose
:T
2
s
t0 loose
iliii
5
24
SS
4
.:.'.: ..: _.:...:...:...:...
10
4
2
.:...:...:...:...:...:...:...
`.
6
24
SS
3
8
.'. ``
a
11.5
Mottled Gray -Reddish Tan, moist, Clayey SAND (SC) with silt, loose
4
Mottled Tan -Reddish Tan, moist, poorly graded fine to medium
SAND (SP) to poorly graded fine to medium SAND (SP-SM) with silt,
:l � ° `
ipui
7
24
SS
s
10
..........:...:...:.
l:r[t
:I:[I'
.:...:...:...:...:...:...: :..
18
Reddish Tan, wet, Silty fine SAND ISM), loose
.....
2
3
6
8
24
SS
2
5
.:...:...:...:...:...:...:...
20
a
s.
.....
'
:...:...:...:.......:...:...
23
Reddish Tan, wet, poorly graded fine to medium SAND (SP), loose
'.:'.:'
......
.....
e
. ....
9
14
SS
4
8
:...:...:...:...:...:...:.
25
s
g
.::::.
...:...:...: _.:...:...:. _:...
Light Gray -Tan, wet, Silty fine SAND ISM) with marine shell
10
fragments, medium dense
10
24
SS
11
21-
30
3
0
..... ........ ...... ............
33
Gray, wet, poorly graded fine to coarse SAND (SP) to poorly graded
': "
!�i(i:
z3
fine to coarse SAND ( SP-SM) very with sill, dense
1:': t !
I]:t1
11
24
SS
30
58
35
i +: r't:
33
Yeti
•-
a --.c c/
......:...
"
38
Gray, wet, poorly graded fine to medium SAND (SP-SM) with silt to
..
21
Notes: r i i SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
' BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT Inc.
ro•amm�r.awuq
BORING LOG
B-1
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
DEPTH TO WATER -INITIAL*: -V 18' AFTER 24 HOURS: aS _ CAVING> L
m
>
n JEE_
o
nm
o �
Description
d
t� v Z
a'
m
m
c
m~
3 m
m n
m
i
c
e
TEST RESULTS
Plastic Limit r-I Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 011
..............................
:...:. ..:...:. .:..
4.
....:... :. ..:. .
.:... :...:...:...: ..
.:...:...:...:...:...
..:...:. .:...:.—;...
..:... :... :...:...:...
i> : C-4
.. ._. ._4M!':
lead
4vij y. ... �. ..
:......Q.
-
. ........... ...........
12
40
Silty fine SAND (SM), medium dense to dense
Light Gray with marine shell fragments from 43 feet
48
Gray, wet, Silty fine SAND (SM) with cemented sand, medium dense
3
Gray, wet, Silty fine SAND (SM), medium dense
?_ 12
24
SS
26
30
47
23�-�--
29-
27
24
23
17
20--
td.
f [ [
13
24
SS
7
12
45
;;...
` [ '
14
24
SS
7
7
1d
13
18
15
24
SS
6
14
13
17
16
65
iiii
;; 16
60
24
SS
in
17
20
17
:::::
24
SS
7
R
15
65
18
24
SS
y
12
2
70
lEEEE
19
24
SS
9
75
Boring terminated at 75 ft.
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
A
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
©
�dol.cd m.away
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
B-2
DEPTH TO WATER - INITIAL-: V 18' AFTER 24 HOURS: & _ CAVING> L
o
t C
m
m
m
H
m
oo TEST RESULTS
i y
aai m
m m
Description
E Z
E>
E
o
a Plastic Limit Fi Liquid Limit
w
o E
a
O
N
in 8
m l
rn c,
Z
v Moisture Content -•
N•Value -
0
0
10 20 30 40 50 60 70
4 inches of TOPSOIL
t
1
20
SS
i
0
4
.:...:...: _.:...:._:
Reddish Tan, moist, Lean Clay (CL), soft to stiff
Mottled Gray -Reddish Tan from 2 feet
z
2
20
SS
3
5
............. f._I...I...t. .
3
5
3
A
SS
s
9
:...:...:...:...:.. :...:...
4
Mottled Gray -Reddish Tan, moist, Silty fine SAND (SM) to Clayey
." ....
y
2
SAND (SC) with silt, loose:::::
4
24
SS
4
8-
'. '.'
4
:...:...:.......:...:...:...
.
...
5
24
SS
2
5
.:...:...:...:
10
4
1
....'..'
6
22
SS
a
7
....... ........:...:. .:...
s
Mottled Tan -Reddish Tan, moist, poorly graded fine to medium
s
SAND (SP) to poorly graded fine to medium SAND (SP-SM) with silt,
',?i�'�.e !
7
18
SS
5
11
15
medium dense
: is
a
...:...:.. :...:...:...:...
:I:ir
l aerl
9:C1'
..
..............
16
Reddish Tan, wet, Silty fine SAND (SM), very loose
5
a
22
SS
3
4
....................... ..... .
20
4
23
Gray, wet, poorly graded fine to medium SAND (SP) to poorly grade
'� r�
s
fine to medium SAND (SP-SM) with silt, loose
':I l'
CpCI
9
18
SS
5
10
— — —
25
... ..
4
.:..
Fii
_.:... :.. .:. ..:. '...:. '
X[ r
28
Light Gray -Tan, wet, Silty fine SAND (SM), medium dense
o
10
20
SS
12
26
-
30
6
rI.....
4 ±
..... ... .... ..... ......
f
,• •
U.
>
t
33
Light Gray, wet, poorly graded fine to coarse SAND (SP) to poorly
':..
14
fiSSP-SM with silt, very d
gradedfine to coarse AND(SP-SM)
( ) ryense
11 t `
tf• t l
11
24
SS
u
68
j 1
35
3�
i af[r
1:C[[
?];tr
38
Gray, wet, Silty fine SAND ISM), medium dense to very dense
:
x
ze
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
r.r.,.a®m.maq
BORING LOG
1 B-2
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
DEPTH TO WATER - INITIAL': $ 18' AFTER 24 HOURS: a _ CAVING> L
m
0
o E
o„
Description
n
a d
y z
a>
N
a
N
3 m
m a
m
i
o
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content — •
N-Value -
10203040506
........ .:...:.. :...
I [ f
:... :. .. :.. :.. .:...
. .............. ..... ... ... ... ..
.....—....:...:...
.:._ :. .. :...:.. .:...
'...: ... :... :.. :...:...
...:...:...:...:.. .:...
<j.:.::..
:
�N.. ......
.:.�...R[.-
12
40
Light Gray with marine shell fragments from 43 feet
46
Gray, wet, Silty fine SAND (SM) with cemented sand, medium dense
a
a a[
12
22
SS
26
52
23
27
29
24
21
16
17
14
iiiii
iiiii
13
22
SS
6
iu
21
45
i i
iiiii
i i
14
24
SS
6
ie
14
16
50
Gray, wet, Silty fine SAND ISM), medium dense
Ei
EEEE;
15
22
SS
1s
14
14
55
1
?i?iE
iiiii
16
23
SS
19
16
60
iiiii
20
17
24
SS
6
1z
aw
i
18
24
SS
y
14.
22
10
iiiii
1
19
24
SS
4P�..
6
g
12
75
Boring terminated at 75 ft.
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r
Fq
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
©
rmsatrr.am.rrmy
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
B-3
DEPTH TO WATER -INITIAL': S 18' AFTER 24 HOURS: g _ CAVING> L
m
m' N
$
a d
pm E
L ..
a m
p°' m
, Description
-
L
o.
m
(9
n o
m z
m
a
m d
rn
m
a
m F
rn
a
3 'O
m n
>
z
op
`�
v
ae
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
0
0
1 4 50 0 70
3 inches of TOPSOIL
P
-
1
24
SS
➢
s
12
..I _.I... t... l...l...a
.2
Gray -Tan, moist, SILT (ML), stiff
Mottled Gray -Reddish Tan, moist, Silty CLAY (CL-ML) to Lean CLA
(CL), stiff
2
24
SS
y
s
10
...:...:...i...i...:.._i...
s
s
3
24
SS
s
a
13
..: ..:...:...:...:...:...
..:...:...:...:.. :...:...
7
4
24
SS
5
s
2
12
..:...:.. .:. ..:. ..:.. .:...
..:. .. .:..... :...:...
8
Mottled Gray -Reddish Tan, moist, Silty fine SAND (SM) to Clayey
SAND (SC) with silt, loose
5
22
SS
s
s
4
4
8
....................
..... ...........:...:...:...
10
. .. ....
6
20
SS
1
3
6
.:...:...:...:..
e
°
13
Mottled Tan -Reddish Tan, moist to wet, poorly graded fine to
medium SAND SP to poorly graded fine to medium SAND SP-SM
with silt, loose to medium dense
qea
!a: [ t:
'4 ^1!
7
18
SS
e
r
15
'
15
I ;etl
Reddish Tan from 18 feet
6
Wet from 18 feet
1 .1•�I'
;ri:
ii:ii•
CFti
6
18
SS
3
2
7
20
l par
Tan with fine to coarse Sand from 23 feet
r
nc{r
!'. t,:
1225
:...:...:
9
18
SS
2
6
l2(v
.... .. ...... ... .
....
l T, tl.
1:C[r
XEI:i
Lri i'
15
.:...: .. .:...: . ..........
.. ......................
10
24
SS
3
r
e
9
JO
Boring terminated at 30 ft.
.:...:...:...:.. .:. .:..
10
is
35
I
°
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: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT Inc.
PROJECT LOCATION: Camp LeJeune North Carolina PROJECT NO.: EC09-216G
Wimenamom
r�add.Js.e..�m•mmf
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-24-09
. B'4
DEPTH TO WATER - INITIAL': S 18' AFTER 24 HOURS: 3 _ CAVING> -C
WCID
oEo„Description
n
6
N z
a'
N
N
I
3 mm
m n
z
o
n
v
TEST RESULTS
PlasticLimit H LiquidLimit
Moisture Content -•
N-Value -
1 4 0 0 70
o
0
9
3 inches of TOPSOIL
1
24
SS
2
e
6
:...:...:... [... t...t. _:
.2
Gray, moist, SILT (ML), stiff
Mottled Tan -Reddish Tan, moist, Lean CLAY (CL), medium stiff to
stiff
Mottled Gray -Reddish Tan from 4 feet
2
24
SS
3
4
e
7
:...:...:. .:...:...:...:...
4
5
3
24
SS
5
10
...:...:...:...:.. :...:...
r
...:...:...:...:...:...:...
2
4
24
SS
4
6
11
... :._.:...
Mottled Gray -Reddish Tan, moist, Silty fine SAND ISM) to Clayey
SAND (SC) with silt, loose
.. ...
5
24
SS
r
2
7
10
... ...
4
:...:...: .. .:. ..:... :.. :...
2
. .. ...
.
. .. ...
6
24
SS
6
8
........... . .
6
4.
13
Mottled Gray -Reddish Tan, moist, poorly graded fine to medium
SAND (SP-SM) with silt to Silty fine SAND (SM), medium dense
.....
'
T
24
SS
3
5
11
15
a
1
Mottled Tan -Reddish Tan, wet, poorly graded fine to medium SAND
(SP) to poorly graded fine to medium SAND (SP-SM) with silt, loose
to medium dense
..
rx t':
��[ f
....
.iaa r
8
24
SS
z
3
3
4
6
.:... t...[,..:...:...[...[...
'
6
20
Gray from 23 feet
.itifC
�, � ; i
❑: f J.
9
:...:...:... :. _:...:...:...
....:...:...:...:...:...:...
.. ..... ... ..... .. .... .....
9
24
SS
0
y
5
25
e
.....
r1:f L'
Tan from 28 feat
'I :I: [ i
11:; 4
11
1V7. ..
eei
® '
10
24
SS
6
6
Boring terminated at 30 ft.
10
Hu 7..
W .:;:.gym
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
fHammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
r•.+.w.�Wa.mv
BORING LOG
B-J
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-23-09
DEPTH TO WATER -INITIAL': $ 13' AFTER 24 HOURS: S _ CAVING> C
a
m
2
w
n
o
EJE-E
t -•
o-
Description
L
a
S'
C0
m
adm
m z
ul
m m
A
ti
m
m H
rn
m
m n
m
>
Z
oo
v
ae
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
1 50 60 7
--
0
a
_
8
7
10
10
13
4
6
8
0.
Gray -Tan, moist, Silty fine SAND ISM); (FILL), loose
1
22
SS
5
4
5
:.,.. _:...:...:.... . ..
'
:._:...:...: _.:...:...:...
...........................
...:............:...:...
... :... :...:...:.. :...:...
.:...:...:. _:...:...:...
..........................
:...:�.:...:...:...:...:...
.............................
:...:...:...:...:..'...:
p.
......... ... .... .......... .....
.............. .. .. ... .. .. ... ..
..:. _:...:...:._:.. :...:...
Tan, moist, Silty fine SAND ISM), loose to medium dense
Mottled Light Gray -Reddish Tan from 6 feet
i
E E f
2
20
SS
3
4
5
2
5
3
24
SS
a
5
5
4
24
SS
2
B
8
5
20
SS
5
j
4
Light Gray, moist, Lean CLAY (CL) with sand, soft
13
Reddish Tan, wet, poorly graded fine to medium SAND (SP-SM) wit
silt to Silty fine SAND ISM), loose
Light Gray from 18 feet
:: [[:
6
20
SS
2
2
3
-
22
SS
3
3
3
1s
6
[[
8
18
SS
0
°
4
3
20
Boring terminated at 20 ft.
k,
" I
2s
Z30
10
85
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample'Thennitialorm, may not be indicative of the static groundwater level, -
1 Weiahtof Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT,
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
co�xdd•d.u..m,w.nmq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-23-09
„ B-S
DEPTH TO WATER - INITIAL': S 14' AFTER 24 HOURS: b _ CAVING> L
z
lii
°
u
m
qno°
fi
m
3
m
o
aMoisture
TEST RESULTS
lastic Limit H LiquidLimit
P
Content - •
N-Value -
10 20 30 40 50 60 70
a
0
4
3 inches of TOPSOIL
1
24
SS
t
z
3
.:...:. _:...:...: _.:.
.2
Gray -Tan, moist, SILT (ML), soft
Tan, moist, Silty fine SAND ISM) to Silty, Clayey SAND (SC-SM),
loose to medium dense
2
2a
SS
3
4
5
7
:...:...:...:...:...:...:...
6
3
24
SS
4
5
71
..............: _.:...:...
Tan, moist, poorly graded fine to medium SAND (SP-SM) with sill to
Silty fine SAND ISM), loose to medium dense
Light Gray from 8 feet
Light Gray -Tan, moist, Clayey SAND (SC) with silt, loose
::[
4
24
SS
e
5
8
9
12
6
' - - • -
......t. _[...I...I... I...
;iii':
6
6
1 24
24
1 SS
SS
s
2
3
4
14
Mottled Gray -Reddish Tan, wet, poorly graded fine to medium SAND
(SP-SM) with silt to Silty fine SAND(SM), loose
15
...
7
24
SS
3
4
5
8
......... .... I—— ....... ,
:............ ..:. ..:.. .:...
f8
Gray, wet, poorly graded fine to medium SAND (SP) to poorly grades
fine to medium SAND (SP-SM) with silt, loose
i I
!°: E b'
::
8
24
SS
3
3
5
6
20
Boring terminated at 20 ft.
5
x'
. .:...: .. ..": .....:.
a.
30
m
®. .
US
ch
...:...:...... ...........:. .
Z:
s:•-=max,.,-,..+... .
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: P-1269 GTF -Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
r .a�c.+•c.w•raea
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
BORING LOG
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) - DATE: 7-23-09
B-%
DEPTH TO WATER - INITIAL': V. 18' AFTER 24 HOURS: 6 _ CAVING> -C
o
m
> y
W
n d
m m
o E
n m
m m
o '�
Description
n
Lp
t7
m
a o
E Z
rn
m
a'
E o
N o
y
a 01
E
w
3 `O
o m
rn a
m
-au
z
o
a
TEST RESULTS
Plastic limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
3 inches of TOPSOIL
F
1
24
SS
3
3
4
:...:...:...:...:...:...:
8
.2
Dark Gray, moist, SILT (ML), medium stiff
Reddish Tan, moist, Lean CLAY (CL), medium stiff to still
2
24
SS
3
3
6
.:...:...:...:. ...... . :...
Mottled Gray -Reddish Tan from 4 feet
4
3
5
3
24
SS
3
8
..:.... .........:...:...
6
3
4
24
SS
511
...:...:.. :...:...:...:...
6
5
24
SS
1
3
"
5
............:. :...: _.:...
10
1
Mottled Reddish Tan -Gray, moist to wet, Clayey SAND (SC) with silt,
veryloose
-.-.-.
...:.::.
6
24
SS
5
1
1
2
3
.:...:...:...:...:...:. .:
3
. . .
WON
'.."..".
7
24
SS
WOH
WOH
1
0
4 1.1
1--I ..............
\
15
6
Wet from 18 feet
' ' '
0
33.
.. :4
8
24
SS
WOH
WOH WOH
WOH
20
1
25
Mottled Tart -Reddish Tan, wet, poorly graded fine to medium SAND
(SP) to poorly graded. fine to medium SAND (SP-SM) with silt, loose
Li:if•
�, .,_ e i
9
24
SS
3
3
5
.:...:...:...:._:...:
i{
LX
1.
.I:,: c i
28
Light Gray, wet, poorly graded fine to medium SAND (SP-SM) with
silt to Silty fine SAND ISM), loose to dense
:'i :::
;
10
24
SS
3
3
6
:...:...:...:...: ..
- - •
30
1
r
10,
B
;+
11
20
SS
21
25
46
':...:...:...
a.'
35
21
:...:..
(
:L
...:...:...:...:...:...:...:...
4
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
WOH - Wei,ht of Hammer
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
B-%
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD! Mud Rotary (Wash) DATE: 7-23-09
DEPTH TO WATER - INITIAL`: V 18' AFTER 24 HOURS: ;f _ CAVING> L
cu
020
E
o
Description
n
U�'
0
n d
n Z
n>
rm
n
m~
m n
0
i
c
s
TEST RESULTS
Plastic Limit' H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
12
4e
43
Light Gray, wet, Silty fine SAND (SM) with cemented sand and
marine shell fragments, dense
-
4
Gray, wet, Silty fine SAND (SM), medium dense
12
20
SS
18
2e
33
42
17
19
16
18
20
20
-
............... _:...
:.. :...:...:...:...:. .
.:...: ....: ...:...:...:...
:. _.::..:.—:—•:—._
LU ..:...
Iry� C"
1
::
Eliii
13
20
SS
9
23
19
21
14
45
50
:
:
14
24
SS
J
y
14
::::
15
24
SS
4.:.
10
12
55
tee
16
24
SS
5
y
12
60
2
17
24
SS
5
10
12
as
18
24
SS
iu
is
iFi
19
20
SS
5
5
16
75
Boring terminated at 75 fit.
Notes; SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS - Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
Gmmaa.u.u�m. mmq
BORING LOG
HA-1
PROJECT: P-1269 GTF -Field Training Devil Dog SO]
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 7-22-09
DEPTH TO WATER - INITIAL': S _ AFTER 24 HOURS: $S _ CAVING> L
o r
'm
> y
W
y B
a d
v m
o E
a m
m ;_>
o
Description
o
o
m
t7
m
d
E Z
N
m
n
E$
N
m
E
y
m
3 m
o m
m a
m
m
Z\
oo
TEST RESULTS
Plastic Limit I-1 Liquid Limit
Moisture Content.- •
N-Value -
10 20 30 40 50 60
a
o
HA
HA
Gray, moist, Silty fine SAND (SM) mixed with stone
............ ... :..::...:...
..:...:...:...:...:...:...:...
.......... .. :. ..:.. .: .. .:. ..
..:...:...:...:...:...:...:...
... .. _
Mottled Gray -Reddish Tan, moist, Clayey SAND (SC) with silt
. 3
Mottled Gray -Reddish Tan, moist, Lean CLAY (CL)
... ...
z
s
i Boring terminated at 5 ft.
._,l
f
i
10
4
15
8
20
a
25
30
10.
r:
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests wereperformed in the field in general accordance with ASTM D 1586.

GET
G¢udNY•GvbwmnW •aeeq
BORING LOG
HA-2
PROJECT: P-1269 GTF -Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 7-22-09
DEPTH TO WATER - INITIAL: V _ AFTER 24 HOURS: 4 _ CAVING> L
o ,F
'm
>
Flir?
n d
W E
n d
o
Description
u
n
m
E o
al Z
m
E'
oM
of
n
'03 ~
m
3 `O
i°nn
m
m#
z
oo
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
19 0 aQ AQ 50 60 70
o�
0
HA
HA
Tan -Gray, moist, Silty fine SAND (SM) mixed with stone
22
..:...........................
..: .....:...:...:.. :...:. .
..:...:...:...:...:...:...:...
_..�.I.N ..;
m
e'!'S
.. [...1. .;... ... [...
Q
cm
1
Mottled Gray -Reddish Tan, moist, Lean CLAY (CL)
s
Boring terminated at 5 ft.
10
a.
6
20
25
30
to
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 0 1586.

GET
•u•m•r
BORING LOG
HA-3
PROJECT: P-1269 GTF -Field Training Devil Dog SOI
CLIENT: JMT, Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 7-22-09
DEPTH TO WATER -INITIAL': 8 AFTER 24 HOURS: s CAVING> L
m
'Np�
W
n J!i
m
p� `°
Description
``
(:1
d
m z
N
N�dJ
m F
3`DmuPlastic
m n
>
Z
v
a
TEST RESULTS
Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
HA
6 inches of TOPSOIL
;.
- - - - .. ....
...... -...
. .:...:...:...:. .. :...: ... :...
... .. .. ....:... :.. .:.. .:...
_:...:...:...:...:...:...:_
..:...:...:...:...:...:...:...
Gray, moist, Silty fine SAND (SM)
2.5
Mottled Tan -Gray, moist, Clayey SAND (SC) with silt
2
3.
Mottled Gray -Reddish Tan, moist, Lean CLAY (CL)
5
Boring terminated at 5 ft.
4
t
1
a
15
6
20
25
30
10
35
1
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
r�w•o-.+,..s,,,.t•mev
BORING LOG
I"1A►-4
PROJECT: P-1269 GTF - Field Training Devil Dog SOI
CLIENT: JMT.Inc.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC09-216G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: INA
DRILLER: G E T Solutions, Inc. LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 7-22-09
IDEPTH TO WATER - INITIAL*: $ _ AFTER 24 HOURS: -V _ CAVING> L
c
>
MM
n d
O E°`
n m
Description
u
17
m
E o
N Z
m
E
n
m
E
M l—
m
; `o
o n
m
m
i
oo
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
a
o
1
HA
HA
HA
3 inches of TOPSOIL
iiiii
...
_.I.., I... f... [._ [... .I.... [...
..i...i...i...i...i.......
..............................
..............................
..:...:...: ..:...:.. :...:...
a.
..:... :...
s.
�. .N.
s®
7 .
.2
Tan -Gray, moist, Silty fine SAND (SM)
1
Mottled Gray -Reddish Tan, moist, Lean CLAY (CL)
Mottled Gray -Reddish Tan, moist, Clayey SAND SC with silt 3
Y Y ( )
2
s
Boring terminated at 5 ft.
10
i
15
20
25
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 0f 1 Standard Penetration Tests were performed in the field w general accordance with ASTM D 1586.

7'
GEC
DCP TEST DATA
;rm=
Project: P-1269 GTF- Field Training Devil Dog SOI Date: 22Jul-09
Location: Camp LeJeune, North Carolina Soil Type(s): Sea Boring Log (HA-1)
GET Project#: EC09.216G
Surficial Thickness: 12 Inches of Stone Test Starting Depth: 6Inches
(Concrete. Aephalt, Hammy Sol TYDa
Stone, Tapwd, etc.)
•1o.l ils. Test Identification: Oa
O17., ies. HA 1 Oa
O B hammers Ua Mother wik
No. of
Blows
Accumulative
Penetration
mm
Type of
Hammer
0.1
0
5
10
15
20
C 25
30
a
W
0 35
45
50
55
80
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762 F
06
889 LU
G
1016
1143
1270
1397
1524
100.0
0
155
2
5
180
2
---____
-
—______
- -
-
_______
-
5
205
2
5
231
2
5
257
2
---
—
-
-
-----
-
-
-
5
284
2
4
312
2
4
339
2
-
-
-
4
392
2
------____
—
—
-
—______
-
___—
—
-___
-
-
4
420
2
3
447
2
-
-
3
1 499
2
4
527
2
4
554
2
—
-
3
580
2
3
607
2
- -
--
-
3
633
2
1.0
10.0
3
659
2
3
686
2
0
5
10
15
20
.5 25
Q.30
p 35
40
45
50
55
60
0 2000
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
381
508
635 E
762 F
889 G
1016
1143
— Bawd on approximate Interrelationships 1270
of CBg and Bsedng values (Design of
— ConcreteAirport Pavement, Portland 1397
Cement Association, page a, 1955)
1 1524
42 56 69 83
CAPACITY, psi
3
713
2
3
740
2
3
768
2
3
794
2
3
821
2
3
850
2
3
887
2
3
914
2
-
t
2
2
2
— —
•
-
2
2
2
Y>
•i
2
2
•-
2
L
- - -
2
2
0 14
28
BEARING
�t
2
I
2 .

GEC
DCP TEST DATA
Project: P-1269 GTF- Field Training Devil Dog SOf Date: 22Jul-09
Location: Camp LeJeune,North Carolina Soll Type(s): Sae Boring Log (HA-2)
GET Project 0: EC09.216G
Surficial Thickness: 14 inches of Stone Test Starting Depth: 6Inches
(CWn ,Asphalt.
Stone. Topsail, eta) IlNmxrier
910.1 Test Identification: 017.cihs. HA-2
OCL
=CH
Oeammo
No. of
Blows
cumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
t0
15
20
c 25
f- 30
0.
C 35
45
53
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
e35 E
762 3
f-
889 m
O
1143
1270
1397
1524
0
205 1
2
3
232
2
---____
--______
-
3
259
2
3
287
2
3
315
2
--____
- -
--_____
-
-
_
-
—
-
-
_
-
_
--
3
341
2
3
369
2
3
394
2
-
-
-
-
-
3
419
2
3
446
2
_--____
—
-
- -
--
—____
-
_----____
-
3
473
2
2
499
2
2
525
2
2
552
2
2
578
2
2
606
2
3
632
2
3
660
2 _
3
687
2
1.0
10.0
100.0
3
715
2
3
740
2
0 2000
0
5
10
i3
20
25
F 30
a
p 35
40
45
$0
55
60
0
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
Sal
608
35
635 E
762 3
IL
889 WO
1018
1143
1270
1397
1524
83
3
771
2
3
799
2
3
824
2
3
851
2
3
878
2
3
904
2
-
2
2
2
2
-
1--
2
—
2
2
2
2
Based on approximate interrelationships -
of CBR and Bearing values (Design of
- Concrete Airport Pavement. Portland -
Cement Association, page 8, 7955)
2
2
2
2
14 26
BEARING
42 56 69
CAPACITY, psi
2
2

IL
GET
DCP TEST DATA
Project: P-1269 GTF- Field Training Devil Dog SW Date: 22Jul-09
Location: Camp Woune, North Carolina Soil Type(*): See Boring Log (HA3)
GET Project 0: EC09-216G
Sur icial Thickness: 6Inches of Topsoil Test Starting Depth: 7 inches
(Canmm, Mohan,
Bmee, Twwu, etc.)
• to lhs. Test Identification: Oa
017.61Ee. HA-3 Oa
O BONNo. hammers usM M other mik
of
a
alders
wrs
Blos
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
20
c 25
F 30
W
0 35
40
45
50
55
60
0.1
1.0
C8R
70.0
100.0
0
127
254
381
S0o
635 E
782 S
R
889 m
0
1016
1143
1270
1397
1524
0
185
1 2
3
214
2
---___-_
—
- -
-
—
__
---__
4
241
2
4
271
2
4
300
2
-----
—
__
--
---____
—
--
—_
-
_
4
332
2
3
360
'2
3
392
2
--------
—
—
-
-
------
-
-----
---------
—
---
-
3
419
2
3
447
2
3
475
2
3
503
2
3
530
2
—
—
-
-
-
--
-------
—
-
-------
-
3
558
2
3
585
2
3
614
2
—
-
__
—
2
639
2
2
665
1 2
2
691
2
1.0
10.0
100.0
3
718
2
3
1 743
2
0 2000
0
5
10
15
20
25 --
W. 30
O 35
45
50
55
80
0 14
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
381
508
635 E
762 F
$89 w
O
lots
1143
1270
1397
7524
83
3
1 769
2
3
795
2
3
821
2
3
847
2
3
873
2
2
900
2
2
2
2
2
2
2
2
2
—T—
_+
2
2
- eased on approximate Interrelationships
Concrete Airport Pavement, Portland
- of Cement and Bea4 Lion. page 8, sign12M o/
Cement Association. pqe 8, 1951)
2
2
2
2
28
BEARING
42 56 69
CAPACITY, psi
2
-.
2

GET'
Q
DCP TEST DATA
Project: P-1269 GTF-Field Training Devil Dog SOI Date: 22Jul-09
Location: Camp LeJeune, North Carolina Soil Type(s): See Boring Log (HA-4)
GET Project g: EC09.216G
Surficial Thickness: 3 Inches of Topsoil Test Starting Depth: 7 Inches
(Canmete, Aaphall,
Slane. Twp . ek.) Hammer rTY
• t9.t �. Test Identification: O17.6ft. HA-4 aO—" hammeru a other sdk
No. of
Blown
Accumulative
Penatratlon
mm)
Type of
Hamm"
0.1
0
5
10
15
20
c 25
F 30
W
G 35
45
50
53
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635
762
889
lots
1143
1270
1391
1524
E
H
a
W
G
0
2
4
180
210
240
2—
2
2
________
—
--____
---___
—
4
272
2
3
300
2
--
-
--
------
—
-
3
330
2
3
364
2
—
—
—
-
-
_
3
397
2
2
423
2
2
450
2
_—______
-
---___
- -
-
_ _--____
—
-
3
481
2
3
514
2
2
539
2
—
-
2
568
2
2
602
2
2
637
2
-
-
-
-
-
-
----
2
673
2
2
706
2
2
736
2
1.0
10.0
10).0
2
763
2
2
788
2
0
0
5
10
15
20
5 25
H 30
Q.
p 35
40
45
50
55
60
0
2000
—
BEARING
4000
CAPACITY, psf
6000 8000 10000
- BaaM on approa1ma41nterrNanonshipa
of CBR and Bearing values (Design of
Conen a Airport Pavement, Portland
Cement Assoc; don, on. 6, 1955)
42 56 69
CAPACITY, psi
12000
0
127
254
381
508
635
762
889
10Is
1143
- 1270
-7 1397
1524'
83
E
E
X
W
O
a
tt
F
2
1 813
2
2
840
2
2
865
2
2
891
2
2
J 918
2
2
2
2
2
—
2
2
T
2
2
2
2
2
2
2
2
2
14 28
BEARING
-
2

GET
GolnFukY • LmironvwY•Ra+NA
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penettadon Test (SPA' . N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense I I to 30 blows/ft.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft. or more
Particle
Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium '/7 to 1 inch diameter
Fine t/s to t/2 inch diameter
Sand
Coarse 2.00 men tot/t inch
(diameter of pencil lead)
Medium 0.42 to 2.00 ram
(diameter of broom straw)
Fine 0.074 to 0.42 ram
(diameter of human hair)
Silt
0.002 to 0.074 men
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
_ Hard
31 blows/ft. or more
Relative
Pro_uortions
Dgsgrtytive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Coarse Grained Soils
Fine -Grained Soils
More than 509b retained on No. 200 sieve
50%or more passes the No. 200 sieve
GW - Well -graded Gravel
CL - Lean Clay
GP - Poorly graded Gravel
CL-ML - Silty Clay
GW-GM - Well -graded Gravel w/Silt
ML - Silt
• GW-GC - Well -graded Gravel w/Clay
OL - Organic Clay/Silt
GP -GM - Poorly graded Gravel w/Silt
Liquid Limit 50%or greater
GP -GC - Poorly graded Gravel w/Clay
CH - Fat Clay
GM - Silty Gravel
MH - Elastic Silt
GC -Clayey Gravel
OH - Organic Clay/Silt
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
H4bly OrPAk Soils
SP - Poorly graded Sand
PT - Peat
SW-SM - Well -graded Sand w/Silt
SW -SC- Well-gmded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand �
7*,,C E 0
SC-SM - Silty, Clayey Sand
v
f
JAN 3
12013
page 1 of 1
eT Revision 11111107
BY:
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdmins and areas of covered soil (paved parking
to", side walks, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP. SW.SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
60
Q
x 40
W
25 30
ca 20
q10
i 0
Plasticity Chart
■■■■■■■■.,
LIQUID LIMIT (LL) (%)
LIQUID LIMIT (LL) (%)

I
Il
H
GeotechnicalF• Environmental
PRELIMINARY REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
Project 1269C Devil Dog Stormwater. Enhancements,
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX11-110G
August 16, 2011
Prepared for
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, North Carolina 28451
ATTN: Mr. Perry Davis, P.E.
Prepared by
GET Solutions, Inc.
ECEIVE
JAN 3 12013
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]
C7 �

I
August 16, 2011
TO: Cape Fear Engineering, Inc.
(1 151 Poole Road, Suite 100
I Belville, NC 28451
Attn: Mr. Perry Davis, P.E.
RE: Preliminary Report of Subsurface Investigation and
CI Geotechnical Engineering Services
Project 1269C Devil.Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
fi GET Project No: JX11-110G
�J Dear Mr. Davis:
l In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
CI 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 SN CAI?
FFfSolutions, Inc.
• `'OQ �Essip��y
PE Na
1 oas5zs
Glenn W. Hohmeier, P.E: `i;1 �cINE�P E� Senior Project Engineer W. ", HONE
'NC Reg. # 033529 w
ROB '%,
Camille A. Kattan, P.E.
Principal Engineer SEAL
NCYReg # 0141V :: c : 014103
(� msFNCINEFQ
�i . �
11
415-A Western Boulevard . Jacksonville, NC 28546 • Phone: [phone], ' Fak: [phone]
[e-mail]

(I
TABLE OF CONTENTS
(1
1.0
PROJECT INFORMATION..............................................................................1
�I
1.1 Project Authorization .......... :.................................................... I ..............
1
1.2 Project Location and Site Description ................................................ ;...
1
1.3 Purpose and Scope...............................................................................1;
l 2.0
FIELD AND LABORATORY PROCEDURES..................................................2
j2.1
Field Exploration....................................................................................2
{j
2.2 Laboratory Testing ................... :.............................................................
2
3.0
SITE AND SUBSURFACE CONDITIONS......................................................:.3
3.1 Site Geology..........................................................................................3
3.2 Subsurface Soil Conditions....................................................................4
f 1
3.3 Groundwater information .......................................................................4
4.0
IL
EVALUATION AND RECOMMENDATIONS...................................................5
L1
4.1 Soil Permeability....................................................................................5
4.2 Structural Fill and Placement.......:.........................................................5
4.3 Suitability of On -site Soils......................................................................6
5.0
CONSTRUCTION CONSIDERATIONS...........................................................6
5.1 Drainage and Groundwater Concerns...................................................6
5.2 Site Utility Installation.............................................................................6
i5.3
II
Excavations...........................................................................................
7
6.0
REPORT LIMITATIONS...................................................................................8
APPENDIX I TEST PIT LOCATION PLAN
APPENDIX II TEST PIT LOGS
APPENDIX III GENERALIZED SOIL PROFILE
I
APPENDIX IV CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Il ECEavE
t 1 JAN 3 12013
BY.-

rI
Preliminary Reportof Subsurface Investigation and Geotechnical Engineering Services August 16, 2011
r Project 1269C Devil Dog Stonmwater Enhancements
MCB Camp Lejeune, North Carolina
GET ProjectNo: JX11-110G
I1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Preliminary Geotechnical Engineering study for
the proposed Project 1269C Devil Dog Stormwater Enhancements located within the Marine
Corps Base (MCB) Camp Lejeune, North Carolina. The geotechnical engineering services
were conducted in general accordance with the. scope agreed upon with Cape Fear
Engineering, Inc..Authorization to proceed with our preliminary subsurface investigation and
geotechnical engineering services was received from Mr. Perry Davis of Cape Fear
Engineering, Inca
1.2 Project Location and Site Description
The project site is located within the Devil Dog Training Complex of MCB Camp Lejeune,
() North Carolina. This project includes the preliminary evaluation and development of
6 stormwater management system alternatives to enhance the existing stormwater facilities
at the. Devil Dog site. -
The 163 acre site is located within a mostly wooded tract and includes partially open areas;
of land near the center portion of the site. The project site also includes the existing Devil
Dog Training facilities located within the approximate center of the project site which
contains existing buildings, new buildings currently under construction, gravel parking areas
and other infrastructure components. The site generally is gently sloping in various
directions towards several natural drainage features and is bordered in all directions by
vacant parcels of land.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain preliminary information on the general subsurface
I conditions at the proposed project site. The subsurface conditions encountered were then
evaluated with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
L 1 1. General assessment of the soils revealed by the borings performed at the
(( proposed development.
L.I 2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
(} performance, including existing fills, surficial/subsurface organics, or
l J expansive soils.
3. Soil preparation and construction considerations including grading, and
compaction, as well as providing Engineering criteria for placement and
compaction of approved structural fill material, including weather and
equipment effects.
Solutions, Inc.

I
Preliminary Report of Subsurface investigation and Geotechnical Engineering Services August 16, 2011
r Project 1269C Devil Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GET Project No: JX11.110G
4. Estimated permeability (infiltration) values are provided based on the soil
types encountered as well as our experience with similar soil conditions
(� Seasonal high groundwater table (SHWT) was also estimated.
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
! l conditions are strictly for the information of the client. Prior to development of this site, an
[ environmental assessment is advisable.
(1 2.0 FIELD AND LABORATORY PROCEDURES
[ j 2.1 Field Exploration
In order to explore the general nature and composition of the subsurface soils at this site, a
total of seven (7) 6.5 to 10-foot deep test pits (designated as P-1 through P-7) were
excavated using a track mounted excavator supplied and operated by C.M. Mitchell. These
test pits were completed within the limits of the proposed storm water management basin
areas.
A representative portion of each disturbed test pit sample was collected, placed in a ziplock
bag, sealed, labeled, and returned to our laboratory for review.
The test pit locations were surveyed in the field by the client. The- approximate test pit
locations are shown on the attached "Test Pit Location Plan" (Appendix 1), which was
reproduced based on the site plan provided by the client.
2.2. Laboratory Testing
Representative portions.of all soil samples collected during the test excavation activities
were sealed in ziplock bags, labeled and transferred to our laboratory for classification and
analysis. The soil classification was performed by a Geotechnical Engineer in accordance
with ASTM D2488.
Twenty (26) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture and 4200 sieve wash testing and analysis, in order to
corroborate the visual classification. These test results are provided in the table on the
following page (Table I — Laboratory Test Results) and are presented on the "Test Pit Log"
sheets (Appendix 11), included with this report.
it 2 ECEIVE&T
r � ii
JAN 3 12013 '
i BY:—_

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services
r Project 1269C Devil Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GET ProjectNo: JX11-110G'
Table I - Laboratory Test Results
I
H
H
August 16, 2011
;Boring
$' NQ'
Sample, *
1 TYPe'
Depth
(Feet)
;Natural '
Moisture'
% r
"Passing']
�','4200, ?
Attei6erg
Limits
. ; LIJPL/PI .
'USCS
Classificatio.
:;dn..;
P-1
Test Pit
0.5-2
11A
19.4
Non -Plastic
SM
P-1
Test Pit
2-4.5
11.5
20.8
Non -Plastic
SM
P-1'
Test Pit
4.5-6.5
.9.5
10.7
Non -Plastic
SP-SM
P-2
Test Pit
0.5-2
12.5
20.5
Non -Plastic
SM
P-2
Test Pit
2-5
10.6
27.0
Non -Plastic
SM
P-3
Test Pit
0.67-3
13.9
42.2
Non -Plastic
SM
P-3
Test Pit
3-8
13.8
49.8
Not -Tested
SC
P-3
Test Pit
8-10
8.9
11.9
Non -Plastic
SP-SM
P-4
Test Pit
.0.33-1.5
14.3
46.0
Non -Plastic
SM
P-4
Test Pit
1.5-6
'11.2
32.8
Not -Tested
SM
P-4
Test Pit
6-7
8.2
23.7
Non -Plastic
SM
P-5
Test Pit
0.5-1.5
12.3
32.4
Non -Plastic
SM
P-5
Test Pit
1.5-4
16.2
58.2
Not -Tested
CL
P-5,
Test Pit
4-7.5
20.0
78.4
Not -Tested
CL
P-6
Test Pit
0.67-1.5
11.0
�15.4
Non -Plastic
SM
P-6
Test Pit
1.5-3.5
12.7
'29.2
Non -Plastic
SM
P-6
Test Pit
3.5-6.5
10.0
15.9
Non -Plastic
SM
P-7
Test Pit
0.5-1.5
12.5
29.2.
Non -Plastic
SM
P-7
Test Pit
1.5-8
15.9
42.8
Not -Tested
SC
P7
Test Pit
8-9
7.5
8.9
Non -Plastic
SP-SM
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 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.
.I ', ,1'• q ,'rt
41
Solutlons, Inc '

Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services August 16, 2011
r l Project 1269C Devil Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GET Project No: JX11-110G
3.2 Subsurface Soil Conditions:
I The results of our field exploration program indicated the presence of approximately 4 to 8
inches of topsoil at the test pit locations. Underlying the topsoil and extending to the test pit
termination depths of 6.5 to 10 feet below existing site grades, the natural subsurface soils
generally consisted of SAND (SP-SM, SM, SC) with varying amounts of silt and clay. A
subsurface deposit of CLAY (CL) was encountered at the location of test pit P-5 at a depth
ranging from 1:5 to 7.5 feet belowexisting grades.
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 "Test Pit
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III); which should
be reviewed for specific information as to the individual test pits. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual test
pit locations. Variations may occur and should be expected between test pit 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 is to be tested for approval prior to use.
3.3 Groundwater Information:
Groundwater was not encountered at test pits P-1 through P-7 locations at the time of
excavation to depths explored.
Also, the soils recovered from test pit P-1 through P-7 locations were visually classified to
identify color changes to aid in indicating the normal estimated Seasonal High WaterTable
(SHWT). It is noted that soil morphology may not be a reliable indicator of the SHWT.
However, color distinctions (from tan to light gray and/or light gray-orangish brown) were
observed within the soil profile of soil samples collected at the location of test pits P-1
through P-7. As such, the normal SHWT depth was estimated to occur ranging from
approximately 1.5 to 5 feet below the existing site grades at the test pit locations. The
estimated SHWT depths are presented on the "Test Pit Log" sheets (Appendix ll), included
with this report. It should be noted that the shallow estimated SHWT of 1.5 feet below
existing grades at Test Pit P-4 through P-7 locations is likely the result of perched water
conditions which may occur above an encountered restrictive Silty SAND (SM) with Clay;
Clayey SAND (SC) and Sandy CLAY (CL) horizons at these boring locations.
Groundwater conditions will vary with environmental variations and seasonal conditions,
I 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 t 2 feet are common in
tj the project's area; however, greater fluctuations have been documented. We recommend
I that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
EGEUVE ET
JAN 3 12013 r
I

rl
Preliminary Report of Subsurface Investigation and Geotechnical Engineering Semites
I Project 1269C DevilDog'Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GET Project No: At 1-110G
ll
4.0 EVALUATION AND RECOMMENDATIONS
I
August 16, 2011
Our preliminaryrecommendations are based on 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,
we request the opportunity to review our recommendations and make any necessary
changes.
4.1 Soil Permeability
Infiltration testing at the test pit locations was not included in the scope of work for this
project. However, based on the soils encountered at the test pit locations and as
corroborated with laboratory testing results (published values compared to classification
results), the estimated range of the hydraulic cohductivity'of the shallow soils is tabulated
below (Table II).
Table II — Estimated Infiltration Rates Based on Soil Type
Rangwof Hydraulic Conductivity,
%•'Soil Type.
,Classification,,,
;(Irdhour-.cmisec) -
!hlhour _ :.'
'cm/sec
Silty SAND
SM
1.44 to 1.44E-2
1.0E-03 to 1.0E-05
Clayey SAND
SC
1.44E-2 to 1.44E-3
1.0E-05 to 1.0E-06
Sandy CLAY
CL
1.44E'3 to 1.44E-4
1.0E-05 to 1.0E-07
[� 4.2 Structural Fill and Placement
�t Any material to be used for backfill or structural fill should be evaluated and tested by
G E T Solutions, Inc. prior to placement to determine if they are suitable for the intended
use. Suitable structural fill material should consist of sand or gravel containing less than 20
percent by weight of fines (SP, 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.
5 GET
_. .
?y•
r
r

Preliminary Report of Subsurface Investigation and Geotechnical Engineering ServicesAugust l6, 2011
r I Project 1269C Davit Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GETProjectNo: JX11-110G
4.3 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SM) soils
encountered at the test pit P-1 and P-2 locations (beneath the topsoil) 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
structural fill. The encountered on -site soils (Topsoil, CLAY (CL) and SAND (SC) are not
anticipated to be suitable for re -use as structural fill but may be used as fill within green
areas.
Backfill material in utility trenches within the construction areas should consist of structural
N fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
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
will likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
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.
5.2 Site Utility Installation:
The base of the utility trenches should be observed by a qualified inspector prior.to the pipe
and structure placement to verify the suitability of the bearing soils. Based on the results of
our field exploration program it is expected that the utilities and structures located in the
vicinity of test pit P-5 may bear in wet, soft clayey soils. In these instances the bearing soils
will likely require some stabilization to provide suitable bedding. This stabilization is typically
accomplished by providing additional bedding materials (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. Excavations extending
below the groundwater level will likely require well pointing.
LI 6 'ECERVE ET
CI JAN 3 12013
BY:

,I
Preliminary Report of Subsurface Investigation and Geotechnical Engineering Services August 16, 2011
r) Project 1269C Devil Dog Stormwater Enhancements
MCB Camp Lejeune; North Carolina
GET Project No: J,X11-110G
I I Generally, the subsurface soils encountered at the test pit locations, generally meet the
criteria recommended in this report for reuse as structural trench backfill. Accordingly, bulk
soil sampling acid classification testing is recommended to be performed to substantiate the
suitability of their Intended use at the time of construction. Additionally, stockpiling and.
allowing the soils to air dry may be required in order to obtain a moisture content suitable
�I for compaction procedures. The encountered on -site soils (Topsoil, CLAY (CL) 1.and SAND
(SC) are not anticipated to be suitable for re -use as structural fill but may be used as MI
within green areas.
5.3 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 oir 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
t excavations and should shore, slope, or bench the.sides of the excavations as required to
C l 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
r I 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
t responsibility is not being implied and should not be inferred.
7 GET

Preliminary Report of Subsurface Investigation and'Geotechnical Engineering Services
r Project 1269C Devil Dog Stormwater Enhancements
MCB Camp Lejeune, North Carolina
GET Project No: JX11-116G
r I 6.0 REPORT LIMITATIONS
t
H
H
August 16, 2011
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 our recommendations are
required. If G E T Solutions, Inc. is not retained to perform these functions,
G E T Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork recommendations may be properly interpreted and
implemented. At that time, it may be necessary to submit supplementary recommendations
and/or complete an additional subsurface investigation. This report has been prepared for
the exclusive use of the Client and their consultants for the specific application to the
proposed Project 1269C Devil Dog Stormwater Enhancements located within the MCB
Camp LeJeune military installation in North Carolina.
°.ECEIVE
JAN 3 12013
Solutions, Inc.

APPENDICES
I TEST PIT LOCATION, PLAN
II TEST PIT LOGS
III GENERALIZED SOIL PROFILE
IV CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX I
TEST PIT LOCATION PLAN
ECEIVE
JAN 3 12013

•
VP
` _y
TEST PIT LOCATION PLAN
PROJECT P
roJect 1268C Devil Dog Stormwater Enhancements SCALE: As Drawn
MCB Camp Lejeune, North.Carolina
PROJECT NO: JX11,110G
DATE: 811612011
CLIENT: Cape Fear Engineering, Inc. PLOT BY: GH

APPENDIX II
TEST PIT LOGS
ECEIVE
JAN 3 1 2013
BY:_

•GE®
�•....�.®
TEST PIT LOG
,pp
yo P-1
PROJECT: Devil Dog Slormwaler Enhancement
CLIENT: Cape Fear Engineering, Inc.
MCB Camp
T EST PIT LOCATION: See Attached Test Pit Location Plan . SURFACE ELLEVATION:bne, NC PROJECT NO.: 11 24 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8.10.11
DEPTH TO WATER -INITIAL*: S _ AFTER 24 HOURS: 3 CAVING> L
ioE
55
DBSCfIp110D
u
n
g
°
n
.
`D
m
v
TEST RESULTS
PlasticUmdt H Liquid Limit
Moisture Content - •
N-Value -
4
e1210
0.
o
6-inches of Topsoil
I
I
lI
... T
I
.t
j
I
�.
j I [ t t
Tan, moist, Silty fine to medium SAND ISM)
SHWT Estimated at 4.5 eel Below Existing Grade
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt
!A(k
irrl
;t'�
„t,•
!+E).
r airr
4S
20
4
Is
a
2.4
- Boring terminated at 0.5 ft.
•
10
4
14.
to'
i
Notes: SS = Splil Spoon Sample
ST = Shelby Tube Sample
' HA = Hand Auger Sample
' BS - Bulk Sample
Cl -
PAGE,1 0/1 - ' Standard Penefrefion Tests were performed /n the field in general accordance with ASTM D 1586.

rl
a
GE®
r.4w.: •r.v..•.-,....,„„
TEST PIT LOG
P-2
PROJECT: Devil Dog Stormwater Enhancement
CLIENT: Cape Fear Engineering Inc.
PROJECT LOCATION: MCB Camp Lejeune NC PROJECT NO.: JX11-110G
TEST PIT LOCATION: See Attached Test Pit Location Plan SURFACE ELEVATION: 22.5 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8-10-11
DEPTH TO WATER -INITIAL*: .4 _ AFTER 24 HOURS: 3 _ CAVING> L
z
@
g' d
E
o
Description
- u
O
u
Z
m m.2
E >
E r
b
3 �'
>
z
$
TEST RESULTS
Plastic Limit Fi Liquid Limit
Moisture Content - •
N-Value -
7
g
9`
6-inches of Topsoil
4;
I
l i
.:
'I '
l
7
• • - -^ • • •- •
EC:EIVi E.
JAN 3 2013
Tan and orangish brown, moist, Silty fine to madium,SAND (SM)
20
Orangish brown, moist, Silty fine to medium SAND ISM)
SHWT Estimated at 5 Feet Below Existing Grade
4
is
Tan. moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Si!t
!3:N:
r•n t t
i:Ctr
r:e t t
a:tr
18
Boring terminated at 7 fl.
14
4
10
4
Notes: ' SS = Split Spoon sampla
ST = Sharby Tube Sample
RA = Hand Auger Sample
BS - Bulk Sample
PAGE T of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

I
GET
c.�.,..ya•q,®
TEST PIT LOG
P-.3
PROJECT: Devil Dog Storrnwaler Enhancement
CLIENT: Cape Fear Engineering Inc.
PROJECT LOCATION: MCB Camp Leleune NC PROJECT NO.: JX11.110G
TEST PIT LOCATION: See Attached Test Pit Location Plan SURFACE ELEVATION: 22 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8-10-11
DEPTH TO WATER -INITIAL': H _ AFTER 24 HOURS: b _ CAVING L
c.c
n
g Eto
n `•
$
Description
o
n
,�
o
d
z
m
a m
y
y F
b
m
v$
i
zz
ti
Y
TEST RESULTS
it
Plastic Limit H Uquld Limit
Moisture Content - •
N-Value -
'8-Inches of Topsoil
iiii
..:) ..: ...:. :....
;I
: I
r(
I�
f:
I:
I
I
it S
I
I =
l
i
.67
Tan, moist. Silty fine to medium SAND ISM)
.SHWT Estimated at 3. Feet Below Existing Grade
All-
Light gray and orangish brown, moist, Clayey fine to medium SAND
' (SC)18
t
Tan and orangish brown, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt
Zli
t:4(l
iM t
i ;art
r (V
4
14
32
—
Boring terminated at 10 B.
i
Notes: SS = Sprit Spoon Sample -
ST = Shaby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed In the field in genial accordance with ASTM 0 1586.
L.

rl
I
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I
GET
a•v:,.rq.r„a...,w.nq„ r
TEST PIT LOG
P-4
PROJECT: Devil Dog Stormwater Enhancement
CLIENT: Cabe Fear Engineering Inc.
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX11-110G
TEST PIT LOCATION: See Attached Test Pit Location Plan SURFACE ELEVATION: 19.5 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8.10-11
I DEPTH TO WATER -INITIAL*: 8 _ AFTER 24 HOURS: S _ CAVING> .G
DBScri tlorl
P
(9
o
n d
E
� Z
m
E
m
E
in
io ii
m
f
g
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
e.
2.
3.
BY
4-Inches of Topsail
)
I:
I:
;
i t
(
I .
I
•I
..I
I
t
I:
"—PEIVE .
JAN 3 9 2M
3
Tan, moist, Silty fine to medium SAND ISM)
SHWT Estimated at 1.5 Feet Below Existing Grade
1.5
Light gray and orangish brown, moist. Silty fine to medium SAND
ISM) with little Clay
Tan and orangish brown, (mist, Silty fine to medium SAND ISM)12
aF
i
to
4
14
'a
10
Boring terminated at 9 ft.
''
Notes: SS = Split Spoon Sample
ST - Shelby Tube Sample
HA - Hand Auger Semple
BS - Bulk Sample
PAGE. i of 1 Standard Penetration Tests were performed in the field In generel accordance with ASTM D 1586.

r)
GE
®'
TEST PIT LOG
P-5
PROJECT: Devil Dog Stormwater Enhancement
CLIENT: Cape Fear Engineering Inc.
PROJECT LOCATION: MCB Camp Lefeune NC PROJECT NO.: JX71.110G
TEST PIT LOCATION: See Attached Test Pit Location Plan SURFACE ELEVATION: 29.0 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8-10-11'
DEPTH TO, WATER -INITIAL*: 8 _ AFTER 24 HOURS: S _ CAVING> C
Lry� c
m r j
y
E
C
u
o `
N Description
a
�e,
m
E d
in
3�
E
eft
m
E
`p°r
1p
al
o
j
f,
8
v
TEST RESULTS.
Plastic Limit H Liquid Limit
Moisture Content - •
N•Value -
S.
6-inches of Topsoil
I
ci t
: I.
I:
I'
is
l
...:.. I . . . .:.....:. ..:
6
t
f
...:
9
e
Tan, moist, Silty fine to_medium SAND (SM)
s . .SHWTEstimated at-15 Feet Below Exitingrae, Grade,
t
o
1
f
7.
Slightly mottled light gray-orangish Gown, moist, Sandy CLAY (CL)
e
I
4
7
Light gray, moist," Sandy CLAY (CL)24
I
22
Boring terminated at 7.5 B.
10
Is
r
Is
41
f
Notes: SS - Split Spoon Sample
' ST = Shelby Tube Sample
RA - Hand Auger Sample
'Ma Initial gn�ndwmfor BS - Bulk Sample
PAGE i. of 1 Standard Penetration Tests were pedormed In the field Ingeneml accordance with ASTM 0 1566.

M
GETPROJECT:
���+-r�:•r•�.-w.�•e,N..'
TEST PIT LOG
P-s
Devil Dog Stormwater Enhancement
CLIENT: Cape Fear Engineering Ind.
PROJECT LOCATION: MCB Camp Lejeune NC PROJECT NO.: JX11-110G
TEST PIT LOCATION: See Attached Test Pit Location PlanSURFACE ELEVATION: 18.5 MSL
EXCAVATOR: C.M. Mitchell LOGGED BY: gwh
METHOD: Backhoe DATE: 8.10-11
1 DEPTH TO WATER -INITIAL': 4 _ AFTER 24 HOURS: S _ CAVING> C
o,E
.W
dr
o
Descriptionz
u
�d
m
o
m
a
a
ro
M
.fD
m k
v
m
g
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
2.
512
18
8-inches of Topsoil
.67
iXX
4
I
I
I
I
j
3 cEQVE
J4P 31 2013
sx:
Tan, moist, Silty fine to medium SAND ISM)
SHWT Estimated at 1.5 Feet Below Existing Grade
Light gray and orangish brown, moist, Silty fine to medium SAND
ISM) with little Gay
3.
Orangish brown, moist, Silty fine to medium SAND ISM) with littla
Clay14
°
Boring terminated at 6.5 6.
ID
•4
-
4
Notes: SS =. Split Spoon Sample
ST -Shelby TUbe Sample
HA = He Auger Sample
BS - Bulk Sa
PAGE 1 of i Standard Penetration Tests were peAormed in the field In general accordance with ASTM D 1566.

rIt
GE®
PROJECT: Devil Dog Slormwater Enhancement
CLIENT: Cabe Fear Engineering
a. Inc.
PROJECT LOCATION: MCB Camp Leieunej NC
PROJECT NO:: JX11.110G
�.
ts...ar..ui.....„•.r.,e„
TEST PIT LOCATION: See Attached Test Pit Location Plan
SURFACE ELEVATION: 21.0 MSL
TEST PIT LOG
6CAVATOR: C.M. Mitchell
LOGGED BY: awh
METHOD: Backhoe
DATE: 8.10-11
P-%
DEPTH TO WATER - INITIAL': 8 _ AFTER 24 HOURS: 3.
CAVING> C
lc
B
9
d
e-
m
m
g
TEST RESULTS
Plastic Umtt H Liquid Limit
N 8
V g
DeSCri lion
P
�•
E d
Z
R
E
Y
S.�
�
v
1
E
V,
N
N. t'
rn $
Moisture Content - o'
K
N•vaWe • DJ%%JIIJ�
PAGE i of Standard Penetietion Tests were performed in the field in general accordance with ASTM U 1586.

APPENDIX III
GENERALIZED SOIL PROFILE
' ECEIVE
JAN 3 12013
BY:-

25
25.
MY,,.,
WMtG e
N W,2.5
NWU.S
]e
- Nwg.B
Nup06
i0
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rai.13.0
M 112 , Izl
,s
s
NM.,a.a
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,
1W 62
,a-
'a-
5
a---
0
Strata
El
BMWIS
Tomil
GET Solutions, Inc.
im
Silly Sand
GENERALIZED SOIL PROFILE
pppm, lj p
Sena
scwLe DRAWN BV/A ROVED BY DATE DRAWN
9!r
with sin
srwLe r-s h 8/16/2011
Clayey Sand
Devil Dog StormwaterEnhancement
®
Lein clay
FIGURE NUMBER
PROJECT NO. JX11-110G

}5
T7
A
1 w15.9
is
I5.
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10
5
10
5
3
0
0.
strata
El
symWis
Topsail
..,.m.w nv.
.
`
4 :
GET Solutions, Inc:
satysario
`
D
GENERALIZED SOIL PROFILE
no
r
DRAWN BV/APPROVED BY DATE DRAWN
IPIO Sillgraded
wrn
scuE:-r-s h 8/16/2011
Clayey Sand
11020
Devil Dog Stormwater Enhancement
®
Haan Clay
W
'FIGURE NUMBER
PROJECT NO. JX11-110G

APPENDIX IV
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

r�I
I
11
GET
GwnM,rei •rme..rum•raaa
V-trginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
(757) 518-1 703
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg. Virginia 23185,
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Tots (SPI) were performed in the field in general accordance with ASfM D 1586. The soil samples were obtained with a
standard 1.4" I.D.,.2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring lags. The win of the second and third penetration increments is termed the SPf N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense II to 30b1owdR.
Dense 31 to 50 blowa/ft.
Very Dense 51 blows/ft. or more
Particle Size Identification
Boulders 8 inch diameter or more
Cobbles 3 to 8 inch diameter
Gravel Coarse
1 to 3 inch diameter
Medium
'12 to 1 inch diameter
Fine
'/s to 1/1 inch diameter
Sand Coarse.
2.00 mm tot/a inch
(diameter of pencil lead)
Medium
0.42 to 2.00 mm
(diameter of broom straw)
Fine
0.074 to 0.42 into
(diameter of human hair)
Silt
0.002 to 0.074 Tom
(cannot we particles)
Se2aTaaGtaige�l.St7I65
FincGs4itu;d_Sg)]a
Mare than 50% retained on No. 200 sieve 50% or coon passes the No. 200 sieve
��
GW - Well -graded Gravel
CL - Lean Clay
GP- Poorly graded Gravel
CL-ML - Silty Clay
L I GW-GM - Well -graded Gravel w/Silt
ML- Silt.
GW-GC - We11-graded Gravel w/Clay
OL- Organic Clay/Silt
GP -GM- Poorly graded Gravel w/Silt
Liquid Limit%% or greater
GP -GC - Poorly graded Gravel w/Clay
CH - Fat Clay
GM - Silty Gravel
MH - Elastic Silt
GC - Clayey Gravel
OH - Organic Clay/Silt
GC -GM - Silty, Clayey Gravel
l SW - Well -graded Sand
milwv Organic SOB
Il SP - Poorly graded Sand
I
PT - Peat
SW-SM - Web -graded Sand w/Silt
SW -SC =Well -graded Sand w/Clay
SP-SM = Poorly graded Sand w/Silt
I
SPSC - Poorly graded Sand'w/Clay
SM - Silty Sand
/E`
SC -Clayey Sand
r v
ECEI
SCSM.silly, Clayey Sand
I
BAN 3 12013
P of I
GET Revision IV12Nr
RY:-------
�
COHESIVE SOILS
(CLAY, SILT and Combinations).
Very Soft
Consistency
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows(ft. or more
v
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Moody
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with. environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, in well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdnins and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fined (friction smaller than No.
20D sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW'.GP,SW',SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
fill
1[
se 40
20
q ID
K 0
■■E■N■■..,
NUNN
all
EOM■■■■.
LIQUID LIMIT (LL) (%)

For OENR Oae ONLY
R.,e.l CIO 2a
North Carolina Department of Environment and
�e�i/
1 Natural Resources
S"I —Z)
CCAY-)
NCDENR Request for Express Permit Review
nth•: �_°O
Conlin,: —I(_IU
FILL-IN all the information below and CHECK the Pemrit(s) you am requesting for express review. FAX or Email me completed form to txpress
^ _
Coordinator along with a completed DETAILED narrative, site Plan fPDF file) and vicinity map /same Items expected in the application package
of the project location. Please include this forth In the application package.
• Asheville ReglomAllson Davidson 828.296-469&oliwn.davklsonftcmail.m
• Fayetteville or Raleigh Region -David Lee 919-791-4203, davld.lee®ncmail.net
• Mooresvilled -Patrick Grogan 704-663-3772 or aamick.groganoncmaltnef
• Washington Region -Lyn Hardison 252-946.9215 or Nn.hardisonftminaRnet
1
• Wilmington Region Janet Russell 910-350-2004 or lanetmsselRdncmailnef
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name:P_;,--1269 DEVIL DOG ISOII FIELD TRAINING FACILITY— Counly _ONSLOW_ - Field Code Changed
Applicant US GOVERNMENT-MCB CAMP LEJEUNE Company: MCS CAMP LEJEUNE PUBLIC WORKS
Address: 1005 MICHAEL ROAD Gty: CAMP LEJEUNE State: NC Zip: 28542-
Phone: [phone] Fax: [phone] Email, CARL.H.BAKER USMC,MIL
Physical Locadon:PERIMETER ROAD
Project Drains into SOUTHWEST CREEK waters- Water classification qNSW (for dassifiration see.
htm:lfi2o enr.state nc.usihims/reoodslmoortsWB.Mtn)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , whin Y, mile and draining to class SA waters N or within 1 mile
and draining to clan HOW waters? N
EngineerlConsultant MELISSA PRITCHARD Company: EARSONS BRINCKERHOFF— .... . ..... . ...... - Field Code changed
Address, 999 THIRD AVENUE SUITE 3200 City: SEATTLE, State: WA Zip 98104-_
Phone: [phone] Fax:: - - Email: PRITCHAROMJ(dPBWORLD,CObt—_......... _-------- _------------------ _----.-----_--_--__-_--__--_-_-_.._ Field Code Changed
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® OWQ, ❑ DCM, -❑ DLR, ❑ OTHER:_
SECTION TWO: CHECK ONLY THE PROGRAM is) YOU ARE REQUESTI
❑401 Unit ❑ Stream Origin Determination: _#of stream calls- Please attach TOPO map marking fire areas in questions
❑ IntermihentlPerennial Detenninadom _ # of stream calls - Please allach TOPO map marking the areas in questions
❑ 401 Water Quality Gertficabon ❑ Isolated Wetland Llinear ft or_acros)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
V ® Slate Stonmwater ❑ General ❑ SFR, ❑SkhdB at Rmp, ❑ Gear 8 Grub, ❑ U01ity
❑ Low Density ❑ Low Density -Curb 8 Gutter _# Curb OudetSwales ❑ Off -site (SW— (Provide permh#)j
❑ High Density-Detendon Pond _# Treatnrent Systems ❑ High Density -Infiltration _#Treatment Systems
❑ High Density-Bio-Retention # Teatment Systems ❑ High Densitotomrwater Wetlands _#Tmatment Systems❑ High Density -
Other _# Tmabnent Systems /®MODIFICATION: ®Major ❑Minor ❑Revision SW 80 813(Pmim nor" #)
❑ Coastal Management ❑ Excavation 8 Fill ❑ Bridges 8 Culverts ❑ Structures Information
❑ Upland Oevelopment ❑ Marina Development ❑ Urban Waterfront
V ® Land Quality ® Erosion and Sedimentation Control Plan with 5 acres to be disWiDed (CK if (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No
Isolated werand on Pmperty ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ® No Pennit
Received from US ACOE ® Yes ❑ No
For DENR us any
Fee Split for multiple pmmlb: IChecka 1
ToW Fee Amoml4
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
Fee
LAMA
9
Verance JLJ Mal; LJ MIn1
{
See ju HD, U W, U Gen)
I
1 S
"1-
S
Los
1
1 9
Stream Near,_
{
NCDENR EXPRESS Septemeer 2008
ECEIVE
JAN 14 2013
BY:

4 Range Rd, Camp Lejeune, NC 28445, USA
G
8e�
X L

Project Narrative
P-1269 Camp Devil Dog SOi Stormwater Enhancements
MCB Camp Lejeune, Onslow County, North Carolina
Project Description
Camp Devil Dog is an approximately 142 acre site located within Camp Lejeune on the west side
of New River. The main drive, Perimeter Road, can be accessed from U.S. Route 17 and Verona
Loop Road. A study was completed to evaluate the existing stormwater management and
flooding problems routinely occurring within the Camp Devil Dog watershed and the objective
of this project is to alleviate the identified flood areas and also provide stormwater
management for current and future development.
Existing Conditions
Camp Devil Dog is one of many training sites located within MCB Camp Lejeune. The majority of
the 142 acre site is forested land with low density development. There is a pocket of high
density development within the site that consists of academic, administrative, storage, and
other miscellaneous support buildings, barracks, latrines, outdoor training course, paved
roadways, detention ponds, and a large parking lot.
Overall, the terrain for the site is relatively flat with slopes not exceeding 2%. The existing site
has problems with erosion control, sustaining vegetation and flooding or standing water. Camp
Devil Dog drains to the Non -SA waters of either Mill Run or Hicks Run and then eventually to
Southwest Creek. Southwest Creek is in the New River subbasin, the largest and most
populated of the White Oak River Basin. Southwest Creek is located in the White Oak river
basin, its Index number is 19-17-(6.5) and its class is C; HQW; NSW. Mill Run and Hicks Run are
both class C; NSW.
Erosion and Sediment Control
There is an existing state erosion and sediment control permit for the previous phase of this project that
expires December 31, 2014.
The proposed disturbed area for this project is approximately 5 acres. 1.15 acres of disturbance are in
the existing permit boundary. The remaining area is new area to be disturbed.
ECEI V E
JAN 14 2013
BY:

Range Rd, Camp Lejeune, NC 28445, USA
Yf
:Y`

Planned Erosion and Sediment Control Practices
North Carolina Department of Natural Resources
ce Temporary Gravel Construction Entrances— 6.06
Three construction entrances will be installed at access points onto Perimeter Road. During wet
weather it may be necessary to wash vehicle tires at this location. See page 6.06.1 for
specifications.
Rolled Erosion Control Products — 6.17
Rolled erosion control products should be used to aid permanent vegetated stabilization when
runoff velocity will exceed 2 ft/sec on bare earth during 2 year rainfall event that produces peak
runoff. The product selected must have a permissible shear stress that exceeds the shear stress
of the design runoff event.
OSilt Fence— 6.62
sF
Silt fence will be located around stock pile areas, the proposed parking lot, and proposed
buildings as indicated in the erosion control plans. See 6.62.1 for specifications.
vu Diversion Dikes —6.22
Permanent ditches will be installed east of the construction activity for the AIF building to
transferring runoff to sediment trap. See 6.22.1 for specifications.
sr Sediment Trap — 6.60
Sediment traps are often installed in outlets for diversions, channels, slope drains, and other
points where sediment -laden water is concentrated. Restricted to drainage areas less than 5
acres.
uP Outlet Protection — 6.41
Riprap is to be placed at indicated pipe outlets to dissipate energy. See 6.41.1 for specifications.
R<o Rock Check Dams — 6.83
Check dams will be installed upstream of the sediment traps to reduce concentrated flow
velocity and help increase the sediment basin's effectiveness. See 6.83.1 for specifications.
Surface Roughening — 6.03
Surface roughening will be provided on the AIF building's east embankment. Provide a rough
soil surface with horizontal depressions to aid in the establishment of vegetative cover and
reduce runoff velocities. See 6.03.1 for specifications.

Reservations may be changed or cancelled, without a charge, via one of the following methods:
• From our View/Change/Cancel Reservation page.
• By calling our Reservations Center— in the U.S. or Canada and giving them your confirmation number.
• By calling the hotel directly.
n
Two
Trips
One
Night
Free
Take
two
separ
ate
trips
betwe
en
Augu
st 30
and
Nove
n
at
over
1,500
hotels
More
Detail
It
Book early
and save
up to 20%
Save up to
0% off our
Best
Rate when
you book in
More
details
4

Top soiling (Stockpile) — 6.04
Topsoil will be stripped from graded areas and stockpiled for later use as indicated on the plans.
Stockpile areas will be protected by silt fence and seeded if they are to remain in place for
longer than 21-days. See 6.04.1 for specifications.
Temporary Seeding — 6.10
All denuded areas which will be left denude for a period greater than 21 days shall be seeded
with fast germinating temporary vegetation immediately following grading. Selection of the
seed mixture will depend on the planting season. See 6.10.1 for specifications.
OPermanent Seeding —6.22
PS
Surface stabilization will be accomplished with vegetation and mulch as specified in the
landscape plan.
Rolled Erosion Control Products — 6.17
Erosion control blankets will be installed over fill slopes of 3:1 or greater which have been
constructed to final grade and seeded to protect the slope. Mulch (straw or fiber) will be used
on relatively flat areas and will be applied as a second step in the seeding operation. See 6.17.1
for specifications.
Stormwater Management
Existing Site
There is an existing state stormwater permit impacted by the project, SW8 080813 TECOM
(SOI) Interim Facilities and Field Training Facility P1269 Camp Devil Dog. The existing permit
consists of two wet detention facilities and five sand filters.
Proposed Site
The proposed site will redirect the flow of drainage to one of the existing basins (SWM-1) which
will require the basin to be modified. The outfall location of this basin will also be moved during
the modification. The other existing basin (SWM-2), near the AIF building, will not be affected
with this project. A new basin is proposed with the project to alleviate flooding and also provide
water quality treatment to existing and future development. The modification to the existing
wet detention basin and the addition of a new stormwater basin will make it possible to
remove the sand filters treating both Billet buildings and the Classroom building. The two
existing sand filters located on the Thunderdome will not be affected by this project.
Camp Lejeune Public Works would like to modify the existing State Stormwater Management
permit boundary to include all of Camp Devil Dog. See below figure for approximate proposed
permit boundary.
r�CEIVE .
JAN 14 20B

Land Quality Section: 127 Cardinal Drive Extension, Wilmington, NC 28405 [phone]
Linda Willis, DWQ - " j
cc: -
TGH Revised 4/29/2011 Page 2 of 2

SOUTHWEST
9TORMWATER
PERMIT
OUNDARY
P
GONMN D
POST ROAD
SEMAC
ROAD
P
�.
I
PHASE
UNEE
'/
ROAD
JAN 14 20B
:6
BY:

N
y

�1
J

Mud o 805 0
For DENR Use ONLY
aA North Carolina Department of Environment and Renexer
it Natural Resources s,tsou, i-0 tAo
NCDENR Request for Express Permit Review Time: : co
Coro",
FILL-IN all the information below and CHECK the Parmit(s) you are requesting for express review. FAX or Email the completed hand to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity mad (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alfson.davidson(&ncnino
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leefdncmail.net®��
• Mooresville& -Patrick Grogan 704-663-3772 or patdck.moganAmcmail.ne( ob
(dil.ne • Washington Region -Lyn Hardison 252-946.9215 or lvn.hardisonncr l ,l
• Wilmington Region -Janet Russell 910-350-2004 or janetrusselkiiincmail.net n n
NOTE.. Project application received after 12 noon will be stamped in the following work day. N T„ \
Project Name: P-1269 DEVIL DOG (SOI) FIELD TRAINING FACILITY _ _ County.. ONSLOW _ _ _ _ _
Applicant: US GOVERNMENT-MCB CAMP LEJEUNE Company: NICE CAMP LEJEUNE PUBLIC WORKS
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542- O L
Phone: [phone] Fax*:910-451-2927 Email: [e-mail] Vr 1
Physical Locabop.PERIMETER ROAD
Project Drains into SOUTHWEST CREEK waters - Water classification C�SW (for classification see-
htto:/ih2o,enr.slate.nc.uslbimsirepons/reoonsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N within h mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: MELISSA PRITCHARD Company: PARSONS BRINCKERHOFF
Address: 999 THIRD AVENUE SUITE 3200 City: SEATTLE, State: WA Zip 98101
Phone: [phone] Fax:: - - Email: PRITCHARDMJAFBWORLD.COM.
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
.® Scalping Meeting ONLY ® DWQ, ❑ DCM,p DLR,_❑ OTHER__
SECTION TWO: CHECK ONLY THE PROGRAM (SI YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑401 Unit ❑ Stream Origin Determination: _ # of stream calls- Please attach TOPO map marking the areas in questions
❑ IntennittenVPerennial Determination: _# of stream calls -Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Codification ❑ Isolated Welland (_linear ft or acres)
❑ Riparian Buffer Authanzation ❑ Minor Variance ❑ Major General Vanance
State Stonnwater ❑ General ❑ SFR, ❑Bkhd & Bt Ral ❑ Clear & Grub, ❑ Utility jyY�
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site SW 8080813 (Provide permit it)] 7I I
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density-Bio-Retention _ It Treatment Systems ❑ High Density-Stornwater We Treatment Systems❑ High Density -
Other _# Treatment Systems /® MODIFICATION: ® Major ❑ Minor ❑ Revisipn S �a permit IT
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts
❑ Upland Development ❑ Manna Development
❑ Structures Information
❑ 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 Buffer Impacts: ® No ❑ YES: _acre(sl
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ® No Permit
Received from US ACOE ® Yes ❑ No
Fv DFNR use rndy
SUBMITTAL DATES
Fee
1
1 SUBMITTAL DATES
Fee
CAMA
I
I b
I varunce (LJ Mal; ❑ Min)
I
b
SW 1❑No, ❑LD,❑Gen)
I
8
1 401:
1
b
LOS
I
b
I Stream Deter,_
1
b
NCDENR EXPRESS September 2005
SEP 1`9 2012
r
13Y: L
_
I
i

Russell, Janet
From: Pritchard, Melissa J. [[e-mail]]
Sent: Wednesday, September 19, 2012 3:53 PM
To: Russell, Janet
Cc: Towler GS03 David
Subject: Request for Scoping Meeting - Camp Devil Dog
Attachments: REQUEST FOR SCOPING MEETING P-1269 Devil Dog SOI.doc; P-1269 Devil Dog SOI Mod
Narrative.docx; P-1269 Camp Devil Dog Proposed Design.pdf
Hello Janet —
I hope you're having a good summer. I've begun work on the modification to state stormwater permit SW8 080813
TECOM (SOI) Interim Facilities and Field Training Facility P1269 Camp Devil Dog. I'm hoping to shorten this title to just P-
1269 Camp Devil Dog SOL I will be in the Virginia/North Carolina area from September 27`"-October 2nd and would like
to sit down with DENR staff for a Scoping meeting to gain some direction on this modification. I have attached the
request for Scoping meeting along with the project narrative and a preliminary design.
October 1" or 2"d work best for me. Is DENR staff able to meet either of those days?
Let me know if you need anything else from me.
Thanks —
Melissa
Melissa J. Pritchard, PE, LEED AP
Senior Stormwater Engineer
Parsons Brinkerhoff
999 Third Avenue, Suite 3200
Seattle, WA 98104
Desk 206.382.6325
Cell 586.855.8647
www.pbworld.com
NOTICE: This communication and any attachments ("this message") may contain confidential information for
the sole use of the intended recipient(s). Any unauthorized use, disclosure, viewing, copying, alteration,
dissemination or distribution of, or reliance on this message is strictly prohibited. If you have received this
message in error, or you are not an authorized recipient, please notify the sender immediately by replying to this
message, delete this message and all copies from your e-mail system and destroy any printed copies.
N`CFIVED
SEP 1 9 2012
F: v -
�e

Project Narrative
P-1269 Camp Devil Dog SOI
MCB Camp Lejeune, Onslow County, North Carolina
Project Description
Camp Devil Dog is an approximately 163 acre site located within Camp Lejeune on the west side
of New River. The main drive, Perimeter Road, can be accessed from U.S. Route 17 and Verona
Loop Road. A study was completed to evaluate the existing stormwater management and
flooding problems routinely occurring within the Camp Devil Dog watershed and the objective
of this project is to alleviate the identified flood areas and also provide stormwater
management for current and future development.
Existing Conditions
Camp Devil Dog is one of many training sites located within MCB Camp Lejeune. The majority of
the 163 acre site is forested land with low density development. There is a pocket of high
density development within the site that consists of academic, administrative, storage, and
other miscellaneous support buildings, barracks, latrines, outdoor training course, paved
roadways, detention ponds, and a large parking lot.
Overall, the terrain for the site is relatively flat with slopes not exceeding 2%. The existing site
has problems with erosion control, sustaining vegetation and flooding or standing water. The
existing storm system is filled with sediment compounding the drainage problems onsite. Camp
Devil Dog drains to the Non -SA waters of either Mill Run or Hicks Run and then eventually to
Southwest Creek. Southwest Creek is in the New River subbasin, the largest and most
populated of the White Oak River Basin. Southwest Creek is located in the White Oak river
basin, its Index number is 19-17-(6.5) and its class is C; HOW; NSW. Mill Run and Hicks Run are
both class C; NSW.
Stormwater Management
Existing Site
There is an existing state stormwater permit impacted by the project, SW8 080813 TECOM
(SOI) Interim Facilities and Field Training Facility P1269 Camp Devil Dog. The existing permit
consists of two wet detention facilities and five sand filters.
Proposed Site
The proposed site will redirect the flow of drainage to one of the existing basins (SWM-1) which
will require the basin to be modified. The outfall location of this basin will also be moved during
the modification. The other existing basin (SWM-2), near the AIF building, will not be affected
with this project. A new basin is proposed with the project to alleviate flooding and also provide
water quality treatment to existing and future development. The modification to the existing
SEP 1 9 Z012
�;V:

wet detention basin and the addition of a new stormwater basin will make it possible to
remove the sand filters treating both Billet buildings and the Classroom building. The two
existing sand filters located on the Thunderdome will not be affected by this project.
Camp Lejeune Public Works would like to modify the existing State Stormwater Management
permit boundary to include all of Camp Devil Dog. See below figure for approximate proposed
permit boundary.
COMMAND
POST ROAD
SEM AC
ROAD
PHASE
ROAD
n
PERMIT
RUN
SEP 1 S 2012
RY•

`-
♦^� j�t '`
/ j ♦A♦�--
-''
RETROFIT -
EXISTING hilt-
------- \
POND � \G♦'' ^ _ //_✓�/�pV
FHUNOERDOME C�
.,� � �_-�♦ � ``�```` I1ry/sz ,vim- 1�, , � - w�, ,
---
Ic
REMOVE
' j1 �/' ��� �.1 _, ♦�`�S ¢ .Oj .r FILTER1 i 1,= __
1,-"' �/• \\ \�� - ) -�/�/ s' 7 '!�`�s'/ - ��' 'ti �„'_�_--_. -__ / _ .�\� °Y
_
�ySS-
it li%'"� N' - \ 1 ♦., ``;% / � � /� '•,@` " _ � I �---cVf'-_— I'` / i_ ___� Y
W
, _ g PROPOSED---\ / ', / // _ - '♦♦ / i ry I' / __ 1� Y
;r�; jJ BASIN � I
REMOVE SAND
,
_
FFE 15.70' s �
FILTERS _ i o c IJ
BILLET 1
FFE= 15.79'
I
- -�rowE-w goy
1 _"- � e _G tZJ- - .� �'7 '"mow': � 'r _- __ " -"ri.J•_ ______
,
-
_
__--NIL-
----= ---- —

DEPARTMENT OF THE NAVY TELEPHONE:
A. OFFICER IN CHARGE OF CONSTRUCTION 910-449-5587
RESIDENT OFFICER IN CHARGE OF CONSTRUCTION FAX [phone]
NAVAL FACILITIES ENGINEERING COMMAND CONTRACTS IN REPLY REFER TO:
1005 MICHAEL ROAD
CAMP LEJEUNE, NC 28547.2521 JAX/ijb
19 Jul 2011
From: Jim Burns, SCM OICC
To: Carl Baker, Deputy PWO
Subj: N40085-08-C-8462, TECOM (SOI) INTERIM FACILITIES AT CAMP DEVIL DOG,
STORM WATER PERMIT SW8-080813
Ref: (a) Storm Water Permit SW8-080813
Encl: (1) Engineering Certification
1. As required by reference (a), enclosure (1) provides the Engineer's Certification.
2. If there are any further questions concerning the subject contract, please call the undersigned at
[phone].
J. urns, P.E.
)riginal permit)
!uality Performance ... Quality Results