SW8140601_HISTORICAL FILE_20140701

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \y 0 �D 01
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2oiy 0`1c71
YYYYMMDD

NC®ENK
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
July 1, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: State Stormwater Management Permit No. SW8 140601
SOF Sustainment Training Complex (North of Loop Road), P-1391
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
the SOF Sustainment Training Complex (North of Loop Road), P-1391 on June 27, 2014. 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 and Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 140601, dated July 1, 2014, for the construction, operation and
maintenance of the BMP's and built -upon area associated with the subject project.
This permit shall be effective from the date of issuance until July 1, 2022, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any 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, INC 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,
?= Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/can: \\\Stormwater\Pennits & Projects\2014\140601 HD\2014 07 permit 140601
cc: Crystal Hill, Hankins and Anderson
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • (910) 796-72151 Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140601
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
SOF Sustainment Training Complex (North of Loop Road), P-1391
Loop Road, MARSOC, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of three (3) sand filters in compliance with
Session Law 2008-211 and the provisions of 15A NCAC 2H .1000 (hereafter collectively
referred to as the "stormwater rules') and the approved stormwater management plans
and specifications and other supporting data as attached and on file with and approved
by the Division of Energy, Mineral and Land Resources and considered a part of this
permit.
This permit shall be effective from the date of issuance until July 1, 2022 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit.
3. The application form, supplement forms, approved plans and specifications for
this project are incorporated by reference and are enforceable parts of the
permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
The project shall provide and maintain a 50' wide vegetated buffer adjacent to
surface waters, measured horizontally from and perpendicular to the normal pool
of impounded structures, the top of banks of each side of rivers and streams and
the mean high water line of tidal waters.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 140601
6. All runoff being directed into wetlands shall flow into and through those wetlands
at a non -erosive velocity of 2 fps or less.
The following design elements have been approved for this sand filter stormwater
facility, and must be provided in the system at all times.
BMP1
BMP2
BMP3
a. Drainage Area, acres:
2.60
0.72
2.12
Onsite, ft':
113,256
31,363
92,347
Offsite, ft"
0
0
0
b. Total Impervious Surfaces, ft :
36,590
13,076
34,600
Onsite, ft':
36,590
13,076
34,600
Future, ft :
0
0
0
Offsite, ft':
0
0
0
c. Design Storm, inches:
3.68
3.68
3.68
d. Pre -development 1-yr, 24-hr
discharge rate, cfs:
4.47
1.24
3.64
e. Sediment Chamber Depth, ft:
2.25
2.20
2.00
f. Sediment Chamber Bottom Elev
excluding 12" of sediment storage,
fmsl:
11.00
21.00
14.00
g. Sediment Chamber Surface Area,
ft:
2,290
792
2,470
h. Bottom of Pervious Weir Elevation,
fmsl:
11.00
21.00
15.00
i. Total Sand Chamber Depth, ft:
2.25
2.20
2.00
j. Sand Media Depth, ft:
1.5
1.5
1.5
k. Sand Chamber Bottom Elev, fmsl:
8.50
18.50
12.50
I. Sand Chamber Surface Area, ft':
2,239
920
2,087
m. Maximum Head on Filter, ft:
2.25
2.20
2.00
n. Permitted Storage Volume, ft':
7,797
2,520
6,739
o. Orifice Diameter, inches:
6.0
6.0
6.0
p. Orifice Flowrate, cfs:
0.91
0.37
0.85
q. Time to Draw Down, hr:
14.0
11.0
14.0
r. Seasonal High Water Table, fmsl:
6.30
14.70
9.20
s. Receiving Stream/River Basin:
LIT to New River / White Oak
t. Stream Index Number:
19- 27
u. Classification of Water Body:
SA, HOW
No direct discharges to SA waters are allowed. The underdrain discharge and
the excess design storm bypassed from the sand filter must be directed into a 50'
vegetated filter strip and level spreader, designed per Section .1008 (f) of the
stormwater rules or to a vegetated area capable of achieving effective infiltration
of the runoff. The following design criteria have been provided in the level
spreader and vegetated filter strip and it must be maintained at this design
condition:
BMP 1
BMP 2
BMP 3
a. Peak Discharge:
Design Storm, cfs:
4.23
1.16
3.37
10 r Storm, cfs:
7.90
2.20
7.00
b. Length of Level Spreader, ft:
90
30
80
c. Width of Vegetated Filter Strip, ft
50
50
50
d. Slope of Vegetated Filter Strip, %:
2.00
2.00
2.00
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 140601
II. SCHEDULE OF COMPLIANCE
No person or other legal entity shall alter the approved storm water management
system, or fill in, alter, or pipe any drainage feature, including swales, shown on
the approved plans as part of the stormwater management system, unless and
until the permittee submits a modification to the permit and receives approval
from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire project 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.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. 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.
The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
C. Further subdivision, acquisition, 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.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 140601
9. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function 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 side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of filter media, bypass structures, orifice,
catch basins and piping.
g. Access to all components of the system must be available at all times.
10. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEMLR. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by
DEMLR personnel. The facility must be in compliance with all permit conditions.
Any items not in compliance must be repaired or replaced to design condition
prior to the transfer. Records of maintenance activities performed to date will be
required.
13. The facilities must be constructed in accordance with the conditions of this
permit, the application, approved plans and specifications, and other supporting
data.
14. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division of Energy, Mineral and Land Resources at
least 60 days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part, except in the case of an individual lot sale that is made
subject to the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 140601
The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director 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, constitutes an approved permit transfer.
3. Any individual or entity found to be in noncompliance with the terms and
conditions of a stormwater management permit or the stormwater rules is subject
to enforcement action by the Division, in accordance with NCGS143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The 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.
7. Permittee grants permission to staff of the DEMLR to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
9. The permittee shall submit a permit renewal application and processing fee at
least 180 days prior to the expiration date of this permit.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
Permit issued this the 1" day of July 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 140601
SOF Sustainment Training Complext (North of Loop Road) Page 1 of 2
Stormwater Permit No. SW8 140601
Onslow County
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 140601
Certification Requirements:
Page 2 of 2
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 sand filter elevations are per the approved plan.
6. The sand filter is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. For open sand filters, all slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DEMLR Regional Office
Page 8 of 8

Permit Number: Vw lliW�l
(to be provided by DWQ)
aF 'N A)�/J
or TAoc.
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM U
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)
Project name P-1391 SOF SUSTAINM
Contact name ;Crystal Hill
Phone number I(804)285-4171
Date u e 7FF2UT,4),-
Drainage area number ;1 '
Site Characteristics
Drainage area (A,)
i113,256.00:gz OK
Impervious area
i 36,590.00 ft'
% Impervious (IA)
32.3% %
Design rainfall depth (Re)
1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.68 in
1-yr, 24-hr intensity
. 0.15 :.inlllr
Pre -development 1-yr, 24-hr runoff
@'.d71 M�MT—,
Post -development 1-yr, 24-hr runoff
t6::98)egg
Pre/Post 1-yr, 24-hr peak control
2.49 ft'/sec
Storage Volume
Design volume (WQV)
I ,7,526.00.:g'
Adjusted water quality volume (WQVAd;)
5,644.50 ft' OK
Volume contained in the sedimentation basin and on top of the sand filter
° ' 7,797.00 ft
Top of sand filter/grate elevation
13.25 , �ff amsl
Weir elevation (between chambers)
13.25 M amsl
Maximum head on the sedimentation basin and sand filter (hW,F,n„)
Average head on the sedimentation basin and sand filter (hA)
1T3
Runoff Coefficient (Rv)
0.34 (unilless)
Type of Sand Filter
Open sand filter? I
Y' ' : Y or N
SHWT elevation
6.30 ft amsl
Bottom of the sand filler elevation
Clearance %d )
1 2.20
Closedipre-cast sand filter? I
N - I Y or N
SHWT elevation !
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (d,e ) �.
If this is a closed, underground closed sand filter: The clearance between i
-
the surface of the sand filter and the bottom of the roof of the underground j, -
' '.It
Structure (ds,,)
ECEIVE
JUN 2 7 2014
BY:_----- --
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (Ar)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)'
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow -splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamberRorebay (Wsaa)?
What is the depth of sand over the outlet pipe (dpipe)?
2,290.00 ft'
OK.
Meets minimum, but may need to be increased to
I 2.20 it
I 2,239.00 ft'
OK.
Meets minimum, but may need to be increased to
�. Ej -;m
I 9.50,ft amsl
1.50 ft
I 3.50. (ft/day)
6.00 in
�- 0.91ft'/sec
14.00 hours
OK.
Submit drainage calculations.
0.58 days
I� Y. YorN
OK
._y YorN
OK
Y, YorN
OK
50.00 ft
i - y YorN
OK
I Y YorN
OK
Y YorN
OK
Y YorN
OK
N YorN
t
Insufficient
ROW location.
33.00 ft
OK
i.. 1.50 ft
OK
�EIVE
JUN 2 7 2014
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 2 of 2

.t
Permit No.
(to be provided by DWQ)
)III. REQUIRED ITEMS CHECKLIST )
rlease malcate me page or plan sneer numoers wnere me supporting aocumentation can oe louna. An incomplete suomlttal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CDH C-301 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CDH C-509 2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CDH C-509 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
filter
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
CDH ATTACHED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
CDH ATTACHED 5. Supporting calculations (including drainage calculations)
CDH ATTACHED 6. Signed and notarized operation and maintenance (0&M) agreement
CDH NA 7. A copy of the deed restrictions (if required).
ECEIVE.
JUN 2 0 2014
BY:
Form SW401-Sand Filter-Rev.5 2009Sept17
Part III, Page 1 of 1

M
Permit Number', fM fy�Wl
(to be provided by DWQ)
Ni
10tW:7, Y131:1:H12H.0elill&IQkI2:WI1/i1NXIV141=01:Uul
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the 18M Agreement (Section IV)
Project name
Contact name
Phone number
Date
Drainage area number
II..J DESIGN',INF,ORMATION1 IN
Site Characteristics
Drainage area (Ag)
Impervious area
% Impervious (I,)
Design rainfall depth (Ro)
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume
Design volume (WOV)
Adjusted water quality volume (WOV a)
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter/grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (hM„Fin„)
Average head on the sedimentation basin and sand filter (hr,)
Runoff Coefficient (Rv)
Type of Sand Filter
31,363.00'ft OK
1 13,076.00 fil
41.7% %
1.50in
3.68
. :in
I 0.15
in/hr
,IZ'081
YWow'
0.84
ftW/sec
2,500.00 ft�
1,875.00 ft° OK
i 2,520.00113
1 23.2 It amsl C
23.2 It amsl — PQtV(uJy -h all
2.20 ft OK
�.. 1.10 ft OK
0.43 (unitless)
Open sand filter? Y Y or N
SHWT elevation - 14.70 ft amsl
Bottom of the sand filter elevation
Clearance (dsr,wt) 3.80
Closed/pre-cast sand filter? ! N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dsrw­,)
If this is a closed, underground closed sand filter The clearance between I
the surface of the sand filter and the bottom of the roof of the underground + ,ft
structure (dsvaa)
&:CE'VE
JUN 2 7 2014
BY:
Form SW401-Sand Filter-Rev.5 2009Sept17
Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
792.00,ftz
OK. Meets minimum, but may need to be increased to
Sedimentation basin/chamber depth
f 4 2.20 ft
Sand Filter
Surface area of sand filter (AF)
) -. 920.00 ftZ
OK. Meets minimum, but may need to be increased to
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
19.50,ft amsl
Depth of the sand media filter bed (dF)
1.50 ft
Coefficient of permeability for the sand filter (k)
! - 3.50 (ft/day)
Outlet diameter
1 6.00 in
Outlet discharge/flowrate
i - -. 0.37 ft'/sec
Time to drain the sand filter (t)
. 11.00 hours
OK. Submit drainage calculations.
Time to drain the sand filter (t)
0.46 days
Additional Information
Does volume in excess of the design volume bypass the sand filter? !
__ _ _
Y
Is an off-line flow -splitting device used? I
- Y
If draining to SA waters: Does volume in excess of the design volume flow
Y `
evenly distributed through a vegetated filter?
What Is the length of the vegetated filler?
50.00 ft
Does the design use a level spreader to evenly distribute flow?
Y
Is the BMP located at least 30ft from surface waters (50ft if SA waters)? I -.
Y
If not a closed bottom, is BMP located at least 100ft from water supply wells? I"
Y '
Are the vegetated side slopes equal to or less than 3:1
Y
Is the BMP located in a recorded drainage easement with a recorded access
"N . .
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsa,)? ! •
24.00 ft
What is the depth of sand over the outlet pipe (dpipe)? i
- 1,50 ft
YorN OK
YorN OK
Y or N OK
YorN OK
YorN OK
YorN OK
YorN OK
Y or N Insufficient ROW location.
OK
OK
.-, = i E
JUN 2 7 20%
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
ITEMS CHECKLIST
mease Inalcate me page or plan sneer numoers wnere me supporting aocumemauon can oe Touna. An incomplete suommal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CDH C-301 1. Plans (V - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CDH C-509 2. Plan details 0" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
Flow splitting device,
Vegetative filter strip dimensions and slope (if SA waters),
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable), and
Boundaries of drainage easement.
CDH C-509 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
CDH ATTACHED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
CDH ATTACHED 5. Supporting calculations (including drainage calculations)
CDH ATTACHED 6. Signed and notarized operation and maintenance (0&M) agreement
CDH NA 7. A copy of the deed restrictions (if required).
Ul EGEI E
JUN 2 0 2014
ft_---------
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1

Permit Number:
(tobeprowdsdbyDW )
2�f �A'A?Ekp
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the 18MAgreement (Section Ill
1.4P,ROJECTdNFORMATION I
Project name!P-139TSOF.SUSTAINMENTTRAINING COMPLEX
Contact name iCrystal Hill
Phone number '[phone]
Date u. e,, ._ T. _ .
Drainage area number ;3
IIYDESIGN:INF,ORMATIO N
Site Characteristics
Drainage area (Ae)
_
( _ 92,347.00 rye OK
Impervious area
34,600.00.ry'
% Impervious (IA)
37.5% %
Design rainfall depth (Re)
j 1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
I 3.68 . in
1-yr,24-hrintensity
i 0.15 'in/hr
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
t
Pre/Post 1-yr, 24-hr peak control
2.27 ft'/sec
Storage Volume
Design volume (WQV)
6,684.00 ft'
Adjusted water quality volume (WQVAdi)
5,013.00 ft3
Volume contained in the sedimentation basin and on top of the sand filter i
6,739.00.ft'
Top of sand filter/grate elevation i
17 ft amsl
Weir elevation (between chambers)
17 ft amsl
Maximum head on the sedimentation basin and sand filter (hMuF61)
- 2.00 ft
Average head on the sedimentation basin and sand filter (hA)
1.00 it
Runoff Coefficient (Rv)
0.39 (unitless)
Type of Sand Filter
Open sand filler? - Y . Y or N
SHWT elevation 9.20 it amsl
Bottom of the sand filter elevation 071.50 -ams
Clearance (ds,,,) 3.30',
Closed/pre-cast sand filter? ' N Y or N
SHWT elevation i It amsl
Bottom of the sand filter elevation : ft amsl
Clearance (ds�)
If this is a closed, underground closed sand filter:. The clearance between
the surface of the sand filter and the bottom of the roof of the underground i • ft
structure (ds,,,,)
OK
io 6 tl
K
OK
ECEIVE
JUN 2 7 2014
BY.
Form SW401-Sand Filter -Revs 2009Sept17
Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by D WQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow -splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Ws,)?
What is the depth of sand over the outlet pipe (dpipe)?
2,470.00ft2 OK. Meets minimum, but may need to be increased to
I 2.00 ft
2,087.00 ft2 OK. Meets minimum, but may need to be increased to
13.50 ft amsl
1.50 ft
3,50 (ft/day)
6.00 in
0.85 ft'/sec
14.00 hours OK. Submit drainage calculations.
0.58 days
Y - Y or N OK
Y
YorN
OK
f Y
YorN
OK
I
50.00 ft
Y
YorN
OK
i Y
YorN
OK
i Y
Y or N
OK
is Y
YorN
OK
• N
Y or N
Insufficient ROW location.
121.50ft
OK
I
1.50 ft
OK
rJUN 2 7 2014
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and It. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CDH C-302
1. Plans IV - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CDH C-509
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CDH C-509 3, Section view of the sand filter IV = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
CDH ATTACHED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
CDH ATTACHED 5. Supporting calculations (including drainage calculations)
CDH ATTACHED 6. Signed and notarized operation and maintenance (0&M) agreement
CDH NA 7. A copy of the deed restrictions (if required).
EG EIVE
JUN 2 0 2014 61
qY:_----
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1

I
MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
324
07.02 10:03
918042178529
9
07.02 10:03
07.02 10:05
9
OK
TIME
FAX NO.1
NAME
-SUCCESSFUL TX NOTICE'
sr.<e or rvorah c.rour.r.
neppr<.nwn< nr s..wreemera wwa PIH4.r.1 uuou rye.
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07-02-2014 10:05
Pef MCGYoryGovernor' FAX COVER SHEHT
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unto:
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No. Ynges Cf�cl. mvar):
l27 G'weelnwt 1Jaun paaen..i on, Wnmin p.a.t NC 2H.a05 � (910) 796-')Z15 � An 5qu s1 Oppo.'m nlly A}n.m.nl ve Aa[Inn flmyloyv�

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
Date:
Co: GL // �..h 5 �l
Fax: — Z / -7—
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
Re: �SD u s T�.'n m E ✓7 �.� R . CO o ���
P"Zn /-S S uC �4— f7a ma c✓ GOB y,, /"-� �r ,'
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] e An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :07-02-2014 10:07
FAX NO.1
NAME
FILE NO.
325
DATE
07.02 10:03
TO
n 919104512927
DOCUMENT PAGES
9
START TIME
07.02 10:05
END TIME
07.02 10:07
PAGES SENT
9
STATUS
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`SUCCESSFUL TX NOTICE'
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarfa III, Secretary
Date: _ No. Pages (excl. cover):
To: From: Jo Casmer
Co: ��' and Le/ ld Phone: [phone]
Fax: % �O l%S/-7j9Z Fax: [phone]
Re: J�4� �yS7'LIil?mE
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

SUBMITTAL REVIEW COMMENTS
PROJECT: P-1391 SOF Sustainment Training Complex PROJECT #: 6163.15
REVIEWER: Christine Nelson DATE: June 27, 2014
SUBMITTAL ITEM: SPECIFICATION SECTION:
CONTRACTOR SUBMITTAL #: H&A SUBMITTAL #:
Dear Ms. Nelson:
This is a response to the Request for Additional Information you sent June 26, 2014. Below lists the
responses and attached are the comments.
1. In each supplement, under "Type of Sand Filter" the subsection "Bottom of sand filter elevation"
has been corrected to give the elevation to the bottom, not the bottom of the "sand" portion of
the sand filter. This change is highlighted on the attached supplements 1-3.
2. In each supplement, under "Sand Filter" the subsection "Top of sand media filter bed elevation"
has been corrected to give the elevation at the top of the sand filters. This change is highlighted
on the attached supplements 1-3.
3. The volumes are correct. The excel spreadsheet was formatted to only show one decimal place.
The change is highlighted on the attached volume calculations.
4. The maximum head for sand filter one has been updated to 2.25 on the calculations and
supplement. The change has been highlighted on the attached supplement 1 and sand filter 1
calculations.
5. The Pre -Developed and Post -Developed 1-yr, 24 hr runoff information has been updated on
Supplements 1-3. This change is highlighted on the attached supplements 1-3.
6. Thank you
7. Understood.
Please let me know if you have any additional question or need any additional information.
Thanks,
Crystal Hill, PE
Sr. Civil Engineer
804-822-3020
c.hill(a2ha-inc.com
ECEI V E
"I'll",
BY:�----
4880 Sadler Road, Suite 300
Glen Allen, VA 23060
l 18041285-4171 t: 181341217-852D
I IANKINS & ANDERSON
FORM REVISION DATE: 617110

%Nelson, Christine
From: Crystal Hill [[e-mail]]
Sent: Friday, June 27, 2014 1:37 PM
To: Nelson, Christine
Cc: Weaver, Cameron; thomas.brad [e-mail]1; [e-mail]
Subject: RE: SOF Sustainment Training Complex - request for adiditional info
Attachments: Responds to NCDENR comments 6.27.14.pdf, Updated Supplements for Sand Filter 1-3.pdf,
Comment 3 - Volume Calculations.pdf, Comment 4 - Sandfilter 1 Calculations - max head
u pdated. pdf
Christine,
Attached is a comment response letter and revised document for your approval.
Please let me know if you have any questions or need any additional information.
Thanks,
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Nelson, Christine [mailto:christine.nelson(o ncdenr.gov]
Sent: Thursday, June 26, 2014 2:09 PM
To: Crystal Hill
Cc: Weaver, Cameron; thomas.bradshaw(o)usmc.mil; david.towleNlusmc.mil
Subject: RE: SOF Sustainment Training Complex - request for adiditional info
Crystal,
A second request for additional information is attached. There are just a few minor comments on the revised items
submitted on June 20`h. Please note that I will be on vacation July 3-7 so please let me know if you have any questions
before then.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records taw
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Crystal Hill [mailto:C.HillCalha-inc.com]
Sent: Thursday, June 12, 2014 1:33 PM
To: Nelson, Christine
Cc: Weaver, Cameron; thomas.bradshawCabusmc.mil
Subject: RE: SOF Sustainment Training Complex - request for adiditional info
Thanks Christine. I will begin working on addressing these comments.
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: (804)-285-4171 f: [phone]

Pat McCrory
Governor
June 26, 2014
NCDENR
North Carolina Department of Environment and Natural Resources
John E. Skvarla, III
Secretary
Commanding Officer Q_„ VO,X
MCB Camp Lejeune �(
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road G�� G*oC_\tJ2
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 140601
SOF Sustainment Training Complex (Portion North of Loop Road), P-1391
Onslow County
Dear Mr. Paul:
�, (ak./6
The Wilmington Regional Office received an Express Stormwater Management Permit Application for
the SOF Sustainment Training Complex (the Portion the North of Loop Road) on June 2, 2014 with
additional information received on June 20, 2014. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
✓`I The elevation of they bottom of the sand filter listed in the revised supplements appears to be
an elevation above the bottom of the sand media. For instance, the revised supplement for
sand filter 1 indicates that the bottom of the sand filter elevation is 10.75 ft amsl, however the
plans list the bottom of the sand filter media at an elevation of 9.5 ft. Please confirm the
"Bottom of the sand filter elevation" listed in the 'Type of Sand Filter" section of the supplements
is for the very bottom of the sand filter from which the separation from the seasonal high water
table (SHWT) is measured from.
/2. It appears that when item # 8 of the previous request for additional information was addressed,
the section of the supplement actually designed to list the top of the sand media was also
updated by mistake. For instance, The "Sand Filter" section of the revised supplement for sand
filter 1 indicates that the top of sand medial filter bed elevation will be 13.25 ft, however the
plans and other documents list the top of the sand elevation as being 11 ft. Please confirm that
the 'Top of sand media filter bed elevation" listed in the "Sand Filter" sections of the
supplements are listed correctly.
✓3. The reported storage elevation for sand filter 1 is 13.25 ft, however the stage -storage tables list
an elevation of 13.3 ft. Please confirm the elevations listed in the stage -storage tables and if
necessary, include extra decimal places.
✓ 4. The supplement and calculations for sand filter 1 indicate that the maximum head on the
sedimentation basin and sand filter will be 2.2 ft, however, with the change in the temporary
storage elevation, it appears the maximum head should be 2.25 ft. Please confirm the
maximum and average head on the sedimentation basin and sand filter.
V/5. The pre -development and post-devleopment runoff rates presented in the revised supplements
do not appear to have been updated. Please confirm the information is current.
f6. Due to the minor nature of comments, the express additional information review fee has been
waived.
,/7. 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.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Neal Paul
June 26, 2014
Stormwater Application No. SW8 140601
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to July 7, 2014, 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,
CYi/L� 11
Christine Nelson
Environmental Engineer
GDS/can: G:\WQ\Shared\StormWater\Permits & Projects\2014\140601 HD\2014 06 addinfo_2 140601
cc: Crystal Hill, Hankins and Anderson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From: Nelson, Christine
Sent: Thursday, June 26, 2014 2:08 PM
To: 'Crystal Hill'
Cc: Weaver, Cameron. [e-mail],'[e-mail]'
Subject: RE: SOF Sustainment Training Complex - request for adiditional info
Attachments: 2014 06 addinfo_2 140601.pdf
Crystal,
A second request for additional information is attached. There are just a few minor comments on the revised items
submitted on June 20`". Please note that I will be on vacation July 3-7 so please let me know if you have any questions
before then.
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: Crystal Hill [mailto:C.Hill(alha-inc.com]
Sent: Thursday, June 12, 2014 1:33 PM
To: Nelson, Christine
Cc: Weaver, Cameron; thomas.bradshaw(obusmc.mil
Subject: RE: SOF Sustainment Training Complex - request for adiditional info
Thanks Christine. I will begin working on addressing these comments.
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Nelson, Christine[mailto:christine.nelson(abncdenr.00v]
Sent: Thursday, June 12, 2014 1:24 PM
To: Crystal Hill; thomas.bradshaw(a)usmc.m'il
Cc: Weaver, Cameron.
Subject: SOF Sustainment Training Complex - request for adiditional info
Crystal,
A pdf of the request for additional information on the SOF Sustainment Training Complex (Portion North of the Loop
Road) is attached. In an effort to save paper, I am not planning on mail the letter but can if you wish to have a hard
copy. Please let me know if you have any questions!
Thanks,
Christine
** Please note the new direct phone number **
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-796-7215 / Fax: [phone]

Nelson, Christine
From: Crystal Hill [[e-mail]]
Sent: Wednesday, June 25, 2014 11:18 AM
To: Nelson, Christine
Subject: RE: wrong set of HydroCAD calcs?
Attachments: Revised Sand Filter 1-3 Calculations.pdf
I am sorry about that. Please see attached.
Thanks,
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Nelson, Christine [ma !Ito:christine.nelsonCcbncdenr.gov]
Sent: Wednesday, June 25, 2014 11:10 AM
To: Crystal Hill
Subject: wrong set of HydroCAD calcs?
Crystal,
I'm attempting to review the revised items for the NOF Sustainment Training Complex (North portion) but it seems that
the HydroCAD files you submitted are for Sand Filters 4 and 5. Can you confirm? Or e-mail me a copy of sets for 1-3 so I
can compare?
Thanks,
Christine
** Please note the new direct phone number **
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-796-7215 / Fax: [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.

SUBMITTAL REVIEW COMMENTS
PROJECT: P-1391 SOF Suslainment Training Complex PROJECT #: 6163.15
REVIEWER: Christine Nelson DATE: June 19, 2014
SUBMITTAL ITEM:
CONTRACTOR SUBMITTAL #:
Dear Ms. Nelson:
SPECIFICATION SECTION:
H&A SUBMITTAL #:
This is a response to the Request for Additional Information you sent June 12, 2014. Below lists the
responses and attached are the comments.
1. a. Supporting information has been added to the Stormwater Narrative to justify the use of
Hydrologic Soil Group C.
b. The CN values have been updated to reflect the Hydrologic Soil Group C and the existing
conditions as "good" instead of "fair" as previously submitted. The CN pre -developed number for
wood and grass combination is 72, while the CN post developed of 74 for open space and 98 for
impervious areas was used.
c. For the drainage areas, the pervious and impervious areas have been broken into two
separate subcats in HydroCAD so the CN values are not weighted.
2. The calculations were checked and modified as needed to insure the WQV used is consistent
between the calculations and the supplement and the greater WQV between the 1.5" runoff and
pre vs post 1 year 24 hour storm.
3. The drainage area line for sand filter 2 has been corrected on C-701.
4. The grading has been revised on C-301 to pick up the additional impervious area. This created a
slight in increase in drainage area (0.07 acres) and impervious area (0.01 acres) to Sand Filter
1. The drainage area map on C-701, calculations, permit application and supplement have been
updated accordingly.
5. The calculations were checked and modified as needed to insure the WQV used is consistent
between the calculations and the supplement and the greater WQV between the 1.5" runoff and
pre vs post 1 year 24 hour storm.
6. The stormwater narrative has been updated to explain the function of the weir wall in the sand
filters.
7. The detail D2 "Sand Filter Basins Cross Section" on C-509 has been updated so the bottom of
the riprap weir is the same elevation as the top of sand filter media.
8. The Top of Sand Filter/Grate Elevation has been corrected on the supplements.
9. The design of the flow splitter weir devices has been revised so the
equal to or above the sand filter storage elevation.
HA
HANKINS & ANDERSON
JUN 2 0 2014
4 a er oa 300
Glen Allen, VA 23060
285-4171 L 18041 217-H520
ha-inc.com
FORM REVISION DATE. 6\7\10

SUBMITTAL REVIEW COMMENTS
10, The coordination has been updated on the permit application section 1.4 to cover the northern
part of Loop Road, not the southern.
11. Thank you
12. Understood. The plans, calculations and supplements were back checked to ensure
consistency.
Please let me know if you have any additional question or need any additional information.
Thanks,
Crystal Hill, PE
Sr. Civil Engineer
804-822-3020
c.hill(a)ha-inc.com
I WE
JUN 20 2014
48808adler Road, Suite 300
Glen Allen, VA 23060
p: [8041 285-4171 1: [6041 217-8520
HANKINS & ANDERSON
FORM REVISION DATE: 6\7\10
ha-inc.com

Neal Paul
June 12, 2014
Stormwater Application No. SW8 140601
June 12, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 140601
SOF Sustainment Training Complex (Portion North of Loop Road), P-1391
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for the SOF Sustainment Training Complex (the Portion the North of Loop Road) on
June 2, 2014. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
If it is desired to use the SCS method to determine the required storage volume, then
certain considerations, documentation, and justification is needed.
a. Please provide documentation supporting a Hydrologic Soil Group classification of B.
b. It is unexpected to have a CN value for the pre -developed pervious area to be
greater than the post -developed pervious area. Additionally, for any pervious CN
value other than a CN of 61 for pasture or open space or 55 for woods within B soils,
additional justification is needed. Please provide justification for the selected pre -
development pervious CN values of 64.
c. When determining the runoff volume from a drainage area for a standard (non -LID)
project, it is appropriate to separate the pervious area from the impervious area for
the volume calculations. The weighted average or composite CN value for these two
uses may not be used.
2. 15A NCAC 021-1.1005(a)(1)(13)(iii) requires that high density projects within 1/2 miles of
and draining to SA waters control and treat the greater of either the runoff from 1.5" of
rainfall or the difference in the runoff from the predevelopment and postdevelopment
condition for the 1-year, 24-hour storm event. The design volume listed in the
supplements for two of the three sand filters does not appear to be the greater of these
two volumes identified in the calculations. With some of the corrections required by
other items, it is anticipated that these volumes will likely change. Please confirm that
the greater of the two calculated volumes is the selected design volume (WQV) and is
presented consistently between the calculations and the supplements.
3. The delineated drainage area for Sand Filter 2 appears to exclude a portion of the sand
filter chamber. Please confirm that the drainage areas are delineated accurately.
4. There appears to be a small portion of built upon area to the north of the project between
drainage areas 1 and 2 that is not directed to a sand filter. Please either treat the area
or provide justification on why this area cannot be directed toward one of the treatment
devices.
5. The pre -development area for Sand Filter 3 presented in the HydroCAD summary does
not match the post -development area. Please confirm the areas used in HydroCAD are
consistent with the delineated drainage areas.
ECErvE
JUN 2 0 2014
Page 1 of 3
BY—�_

Neal Paul
June 12, 2014
Stormwater Application No. SW8 140601
The proposed sand filter design is slightly different than described in the BMP Manual.
Please explain the function of the weir wall in the narrative similarly to the discussion
provided in the narrative for the modification to SW8 091108 re -issued on July 16, 2013.
7. In the previously approved design, the bottom of the rip rap portion of the weir wall
between the sediment chamber and the sand filter was set at the same elevation as the
sand. The two benefits to setting the weir elevation as the same elevation as the top of
sand, is that 1) the volume in the sediment chamber between the top of sand (top of weir
wall) and the overflow elevation could be counted as storage volume and 2) to reduce
erosion of the sand filter media. In the sand filters proposed with this project, it appears
that the sand media is 1.2 to 2 feet below the bottom of the rip rap in the weir wall. This
reduces the amount of available storage in the sediment chambers to be just the volume
stored between the bottom of the rip rap weir and the overflow elevation. For instance,
in Sand Filter 1, the sediment chamber volume is based on the volume available
between elevations 11 and 13.2. However, because the weir does not appear to be
available at an elevation of 11, the volume should be based on the volume available
between 12.2 (13.2 - 1 ft of rip rap porous area) and 13.2. Please either reconsider the
elevations of the weir or reconsider the volume available in the sediment chambers.
8. The Top of Sand Filter / Grate Elevation listed under the Storage Volume Section of the
Sand Filter supplement is intended to be the top of the device or overflow elevation, not
the elevation of the top of the sand media. Please confirm the elevations listed in this
section of the supplement.
9. The detail for the flow splitter on plan sheet C-509 appears to indicate that the weir wall
in the flow splitter for two of the three sand filters is below the storage elevation in the
sand filters. For example, the weir top in the flow splitter for Sand Filter 1 is listed as
being at an elevation of 12 ft, however the supplement and calculations provide a
volume in this sand filter to an elevation of 13.2 ft. Please reconsider the flow splitter
weir elevation or explain how the sand filter will be able to store water upto an elevation
of 13.2 ft.
10. The coordinates provided in Section 1.4 of the application are for a point on the south
side of Loop Road. Please double check that the coordinates provided relate to the
specific project area being covered by this permit.
11. The express additional information review fee has been waived.
12. 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 June 20, 2014, 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.
Page 2 of 3

Neal Paul
June 12, 2014
Stormwater Application No. SW8 140601
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: G:\WQ\Shared\Storm Water\Permits & Projects\2014\140601 HD\2014 06 addinfo 140601
cc: Crystal Hill, Hankins and Anderson
Wilmington Regional Office
Page 3 of 3

TRANSMITTAL
COMPANY: NCDENR SENDER: Crystal Hill
RECIPIENT: Christina Nelson CC:
ADDRESS: Wilmington Office
- ---------- ---- - ---
PHONE#: [phone] DATE: June 19, 2014
PROJECT: P-1 391 SOF Sustainment Training PROJECTM 6163.13
Complex
CONTENTS: Identify if Contents are Attached
F-, Prints [-I Electronic Media F- Specifications F Submittal F Other
SHIPPING METHOD: UPS - Next Day Air AM Delivery
DESCRIPTION
COPIES
ACTION
CODE
1. Submittal Review Comment Response
1
F
2. Revised Permit Application (Page 1 of 6 & Drainage Areas)
1
F
-1 Revised Stormwater Narrative
1
F
4. Revised Supplements
1
F
5. Revsied Calculations
1
F
6. Revised Plans (full size) - Drawings C-301, C-302, C-305, C-306, C-405,
C-406, C-509 & C-701
2
F
If any Action Codes are omitted or conflict with information included in the attached documentation, please contact the sender
immediately for clarification.
ACTION CODES: A For your information C As requested E Refer to remarks below or on attached
sheet(s)
B For your action D Refer to Submittal Review F For submission
REMARKS:
For Approval
ECEIVE
JUN 2 0 2014
BY:
H
48Sadler Road, Suite 3
Glen Allen. VA 23060
&80 00 k T aD4) 285A171 1 F (8041217.8520
�.i, hankins . � =7 4- �Vi� I 'g m'- ��m
Ancm'ri,'c'rs & ENGINEERS lASI

Stormwater Narrative for
P-1391 SOF Sustainment Training Complex
MARSOC, Camp Lejeune, North Carolina
The P-1391 SOF Sustainment Training Complex site is undeveloped except for the existing Loop Road
that runs northwest/southeast through the project area and an existing obstacle course. A fence also
exists on the north side of this existing Loop Road. The site is wooded and does have some wetlands
around the perimeter. Wetland will not be disturbance with this project. There is a 50' buffer from the
wetlands.
The P-1391 project will construct an 83,649 SF SOF Sustainment Training Complex and miscellaneous
supporting structures/utilities/infrastructure for small arms and breaching activities required for East
Coast based units assigned to U.S. Marine Corps Forces Special Operations Command (MARSOC). The
Complex will consist of an Indoor Small Arms Shooting Range with Decontamination/Head Component,
(2) Shoot Houses, a Breacher Classroom, (2) Breather Houses, miscellaneous small training venues, and
expansion of tactical landing zone Vulture.
The proposed SOF Sustainment Training Complex site improvements include walkways, parking lots,
roadways, fencing, control gates, site utilities, grading and stormwater management sand filters.
Parking lots will be located to serve buildings on both sides of the existing Loop Road. All roads and
parking areas will be gravel; however, road and parking paving is a bid option. For stormwater
permitting purposes, the gravel areas are assumed 100% impervious.
The site drainage discharges into wetlands that discharge into New River. New River is in the White
Oak basin area with a stream index 19-(11) and classification SA (market shell fishing, salt water) and
HOW (high quality waters).
The site will require 2 stormwater permits. One new stormwater permit and one permit modification
for MARSOC Complex stormwater permit no. SW8 070847. The new permit will cover the portion of
the project north of Loop Road, 12.40 acres and sand filters 1, 2 and 3. The permit modification will
cover the portion of the project south of Loop Road, 12.50 acres and sand filters 4 and 5.
For stormwater management, sand filters with underdrains, level spreaders and vegetative filter strips
at the discharge points were used in lieu of infiltration measures because of the high seasonal high
water table and the poor infiltration rates. The seasonal high water table and infiltration rates were
determined by the projects geotechnical report.
To comply with the no direct discharge to SA waters this project following the options provided in the
document "Options for Complying with the No Direct Discharge to SA Waters Provision of the Coastal
Stormwater Rule" dated March 7, 2014. This project falls under option 2 which is discharging BMPs
other than wet ponds which treats the entire drainage area in a sand filter with underdrains. In order
to provide effective infiltration, this project uses the option of "A LS-VFS designed per the BMP
manual". The underdrains from the sandfilters discharge into the LS-VFS and the LS-VFS for this project
was designed in accordance with the NCDENR BMP Manual. fh
CEIVE
The sand filters have two chambers, sediment chamber (forebay) and sand filtII a nThe914
stormwater will first enter the sediment chamber. The sediment chamber is tal storage area

that traps and settles out sediment before it reaches the sand filter chamber. The sediment chambers
are 3-3.25 feet deep with one foot dedicated to sediment storage. From the sediment chamber, the
water will flow over a weir spillway into the sand filter chamber. The weir structures separating the
sediment chamber and sand filter chamber are at the temporary water elevation, which insures the
water quality volume, will remain within the sand filter system. The weir structure between the
sediment chamber and sand filter chamber is made of Class I rip -rap, which has a stone size of 5"-17".
This rip -rap weir is the same design as a rock dam used in erosion control. The rock temporary holds
back the water so it ponds and sediments fall and the "clean" water will seep through voids between
the rock. Larger storm events will flow directly over the dam. The rip -rap also prevents erosion. The
sand chambers have 18" of sand, with an underdrain system.
The SCS method was used to determine the required storage volume. The Hydrologic Soil Group
classification of C was based on the soils boring in the geotechnical report prepared by GER dated July
10, 2013. For the existing conditions woods and grass combination in good condition was used with a
CN value of 72. For the proposed conditions, the CN value for open space good conditions used is 74
and for impervious area 98 was used.

Revised Civil Calculations for
P-1391 SOF Sustainment Training Com
MCAS New River, Camp Lejeune, NC
June 19, 2014
Prepared For: NCDENR
PREPARED bY:
H&k
HANKINS & ANDERSON
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JUN 2 0 2014

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ZD
9.29
9e9
11A
12S
(250-0.&1
(307-3,52)
IS.B3-15B)
Pl5-5I5)
1567-a60)
(&L"1.7a)
(7A5-B911
ISeS-102)
(Be1-12.1)
(11.1-136)
12-h7IF
J.31
(2.85-352)
3.91
n511-128)
5.01
(I EO-SIB)
7-6,
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TM
1872-009)
6.69
(]a0-912)
tart
(B%-108)
11.6
n0.2-12.e)
1J.9
(12.1-16.1)
15.9
(135-17.3)

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STORMWATER CALCULATIONS
Runoff Volume Calculations
Formulas: Rv=US+0.9 x la (Simple Method, Schueler, 1987)
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)), unitless
IA = Impervious fraction (impervious portion of drainage area (ac)/ drainage area (ac)), unitless
V = 3630 x Ro x Rv x A (Simple Method, Schueler, 1987)
V = Water Quality Volume of runoff that must be controlled for the design storm (ft)
Ro = Design storm rainfall depth (in) (1.5" for P-1391)
A = Watershed area (acre)
VAdi = V x .75
VAai = Adjusted Water Quality Volume (ft'). This is used as the volume that must
be contained between the sediment chamber and the sand filter.
hmaxeiter= VAai / (As + Af)
hMa„niter= Maximum head on the sand filter (ft), typically measured from top of the overflow
weir to the top of the sand, no more than 6'
A, = Surface area of the sediment basin (ft')
A, = Surface area of the sand filter bed (ft')
hA= hMaxFador / 2
hA= Average head (ft)
A,=(240x Rvx A)x Ro
A,=(Vxd,)/(k xtx(hA+dF))
dF = Depth of the sand filter bed = 1.5 (ft)
k = Coefficient of permeability for the sand filter bed = 3.5 (ft/day)
t = Time required to drain V through the sand filter bed = 40 (hours) = 1.66 (days)
Sand Filter Water Quality Volumn Check
(At+A,) x (hMaxniter) Z Vadi
Drawdown Calculation
t = (V'dF) / (k'(hA+dF)'AF)
t = drawdown time (hours)
dF = Depth of the sand filter bed = 1.5 (ft)
k = Coefficient of permeability for the sand filter bed = 3.5 (ft/day) = 0.14 (ft/hour) Runoff Discharge Calculations
A, = Surface area of the sand filter bed (ft') (actual) Formulas:
V = Water Quality Volume of runoff that must be controlled for the design storm (ft) (actuz Q= C x I x A (Rational Method)
hA= Average head (ft) (actual)
Q= Design Discharge (cfs)
C = Composite runoff coefficient
Underdrains
I = Rainfall intensity (in/hr)
D= 16 (Crn) sra
A= Watershed area (acre)
IS os
)
C pre grass/wood= 0.25
D = diameter of single pipe (in)
C pre impervious = 0.95
n = roughness factor (0.011)
C post grass = 0.3
s = internal slope (%)
C post impervious = 0.95
Q = flow rate (cfs)
Q=1 xSA
Q= flow rate through soil media (cfs)
Q.x10 = flow rate through soil media with safety factor of 10 (cfs)
NOTE" Qx10 used for underdrain sizing
I = Infiltration Rate for sand = 3.5 feet/day = 1.75 inches/hour = 4.05 x 10 5 ft/s
SA = Surface Area (ft) = (A,)

BMP#
IMP.
FRAC-
TION
NEEDED .
PROVIDED
BYPASS STR
BYPASS STR
p or LENGTH
BYPASS
ELEV
1
DA, ac
2.60
IMP -pre, ac
0.00
0.000
Tc=12m
IMP -post, ac
0.84
0.323
Rv pre
0.050
Rv post 1
0.341
Vts, cu.f. 1
4824
V"" cu.f.
3618
.7797
Spillway
1 20' 1
13.2
Pre/Post lyear 24-hr V difference
7526
7797
'See below Calc for pre -post V difference
hMa�FiIRv ft
hr ft
A, + Ar, ft
ME
4529
A„ ft (Forebay)
319
2290
A, ft (Sand Filter)
M
2239
Vpai Check Calc. (A'+A,) x (hMa,riiia,)
am
a=
Underdrain slope, %
0.5
Underdrain 0, cfs
0.09
Underdrain Qx10, cfs
0.91
Underdrain D
7.68
Per Table 5-1 in NCDENR Stormwater BMP Manual = Minimum Required 2 -4"
pipes, 2-6" pipes provided
D vol (total), hr
14
less than 40 = oka
IMP -pre, ac,
0.00
0.000
-`'
Tc=12m
IMP -post, ac
-0.30
0.417
"
Rv pre _..
'0.050
._
j
Rv post
0.425
..
-
-
Vtycu.f.
1666
Vaa,Yu,f. - .v . -
12501
2520
Spillway _.
10'
23.2
Pre/Post lyear 24-hr V difference
25001
2520
-See below Calc for pre -post V difference
hMaankt,•ft
2.20
hn•ft
11U.
... _
A.+A, ft. .: ..
,.568
- 1712
A„ft(Forebay)
110
792
-
Ar, ft (Sand Filter) <.
165
920
VAdj Check Calc(Ai+ A,) x(hMaseim,) ....
1250
3766
Underdrain slope, % '
1.0
-
Underdrain 0, cfs
0.04
-
Underdrain QxlQ cfs
::. 0.37
,•:�
-
-
Underdrain D
4.83
Per Table 5-1 in NCDENR Stormwater BMP Manual = Minimum Required 2-4"
pipes, 2-6" pipes. provided
-
D vol (total), hr
11
less than 40 = oka
3
DA, ac
2.12
IMP -pre, ac
0.00
0.000
Tc=12m
IMP -post, ac
0.79
0.373
Rv pre
i 0.050
Rv post
1 0.385
Vvs• CU f
1 4449
Vgal, cu.f.
3336
6739
Spillway
120'
17
Pre/Post lyear 24-hr V difference
6684
6739
'See below Calc for pre -post V difference
h MaaFiirev It
z.00
hA, ft
1.00
A,+A, ft
1668
4557
A„ ft ft (Forebay)
294
2470
Ar, ft (Sand Filter)
459
2087
Vgai Check Calc. (Fy+A,) x (hManme,)
3336
9114
U nderdrain slope, %
1.0
Underdrain 0, cfs
0.08
-
- --
Underdrain Cx10, cfs
1 0.85

BMP q
IMP.
FRAC-
TION
NEEDED
PROVIDED
BYPASS STR
BYPASS STR
k or
LENGTH
BYPASS
ELEV
As, ft (Forebay)
294
2470
Ar, ft (Sand Filter)
459
2087
Vpol Check Calc. (Ar+As) x (hMsrii,,,)
3336
9114
Underdrain slope, %
1.0
Underdrain 0, cfs
0.08
Underdrain Qx10, cfs
0.85
Underdrain D
6.57
Per Table 5-1 in NCDENR Stormwater BMP Manual = Minimum Required 2 -
4" pipes, 2-6" pipes provided
D vol (total), hr
14
less than 40 = oka
4
DA, ac
2.75
IMP -pre, ac
0.00
0.000
Tc=14m
P-post, ac
0.81
0.295
Rv
0.050
Rv pos
0.315
Vrs, cu.f.
4718
V'i, cu.f.
3539
7221
Spillway
15'
13
Pre/Post 1year 24-hr erence
7117
7221
*See below Calc for pre -post V difference
hma.Fnm„ ft 0
hq, ft 1.00
As + A�, ft
1769
4721
As, ft (Forebay)
312
2972
A�, ft (Sand Filter)
1749
Vgdl Check Calc. (Ar+As) x (hM,srine,
9442
Underdrain slope, %
1.0
Underdrain 0, cfs
0.07
Underdrain Qx10, cfs
0.71
Underdrain D
6.14
Per Table 5-1 in NCDENR Stormw BMP M al = Minimum Required 2 -
4" pipes, 2-6" pipes provided
D vol (total), hr
18
less than 40 = oka
5
DA, ac
4.37
IMP -pre, ac
0,00
0.000
Tc=10m
IMP -post, ac
1.84
0.421
1.00
Rv pre
0.050
Rv post
0.429
V,." cu.f.
10207
V,sdi, cu.f.
15427
Spillway
20'
22
Pre/Post 1year 24-hr V difference
e15304
15427
*See below Calc for pre -post V differencehma.cn,er,
ft
2.00
h,s, ftAs+A,,ft
9417
As, ft (Forebay)
675
4296
A', ft (Sand Filter)
1054
5121
Ilk
al ,+As) x (hmasruse,)
7655
18834
ope, %
0.5
14
, cfs
0.21
07c10, cfs
K)hr
2.07
D
10.47
per Table 5-1 in NCDENR Stormwater BMP Manual = Minimum Required 2 -
6" pipes, 2-6" pipes provided
hr
13
less than 40 = oka
1 Year Storm Pre vs Post Volume
(Please see Sand Filter HydroCAD calcualtions for volume numbers)
Basin
1 YR Storm Pre Vol (cf)
1 YR Storm Post Vol (cf)
Difference
1
11706
19232
7526
2
3230
5730
2500

BMP #
IMP.
NEEDED
PROVIDED
BYPASS STR
BYPASS STIR
BYPASS
F RAC-
# or
TION
LENGTH
ELEV
3 9511 16195 6684

Sand Filter Volumes
Countour
Area
Incremental
Cumulative
Elevation
Volume
Volume
M
M
M
Basin 1 - Forebay
11.00
1158
0
0
12.00
1640
1392
1392
1( 325`
2290
2445
3837
Basin 1 - Sand Filter
11.00
1270
0
0
12.00
1723
1491
1491
1( 3-.25}
2239
2469
3960
Basin 1 -Total
11.00
2428
0
0
12.00
3363
2883
2883
03125'
4529
4914
F7797 J
14.00
5300
3682
11479
Basin 2 - Forebay
21.00
271
0
0
22.00
503
381
381
23.20
792
770
1152
Basin 2 - Sand Filter
21.00
337
0
0
22.00
601
463
463
23.20
920
906
1369
Basin 2 - Total
21.00
608
0
0
22.00
1104
844
844
23.20
1712
1676
_
[2520'
24.00
2225
1570
4090
Basin 3 - Forebay
15.00
1285
0
0
16.00
1837
1553
1553
17.00
2470
2146
3699
Basin 3 - Sand Filter
EGEIVE
15.00
1001
0
0
16.00
1513
1248
1248
JUN 2 7 20%
17.00
2087
1792
3041
By:_------
Basin 3 - Total
HankiriN% Anderson, Inc.2286
0
0
page 1

16.00
3350
2801
2801
17.00
4557
3938
c6739.
18.00
5244
4896
11636
asin 4 - Forebay
11.00
1741
0
12.00
2322
2025
25
.00
2972
2640
4665
Basin 4 - d Filter
11.
848
0
0
12.00
1270
1052
1052
13.00
1749
15
2555
Basin 4 - Total
11.00
2589
0
0
12.00
3592
3077
3077
13.00
21
4144
7221
Basin 5 - Forebay
20.00
23
0
0
21.00
3481
3094
3094
22.00
4296
81
6976
Basin 5 - Sand Filt
20.00
3375
0
0
21.00
4218
3789
3789
22.0
5121
4662
8451
Basin otal
.00
6098
0
1.00
7699
6883
22.00
9417
8544
15
Hankins and Anderson, Inc. Page 2

5S
O35 2S
Imp ious Drainage
Pervious Drainage Ar A a Sand Filter #1
Pre Devloped Sand Filter #1
2P
Flow Splittcr
a
1P 4P
z
Sand Fitler #1 Level Spreader
Sub4 Reach on Link

9-04 - t1Qv1,0)v5
Sand Filter 1 Type/1 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 sln 06496 m 2010 HydroCAD Software Solutions LLC Paoe 2
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #1
Runoff = 3.37 cfs @ 12.05 hrs, Volume= 8,725 cf, Depth= 1.37"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
1.760 74 >75% Grass cover, Good, HSG C Open Space
1.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f 1sec) (cfs)
12.0 Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 16.15% Impervious, Rv= 0.195, Runoff= 9.38"
Area Land
1.760 Open Space
1.760 Total
Subcatchment 2S: Pervious Drainage Area Sand Filter #1
� RunoR
as M
Type 11' 24-hr 1-YEAR
3 Rainfall=3.68
Runoff Area=1.760 ac
Runoff Volume=8,725 cf
2 Runoff Depth=1.37"
Tc=12.0 min
CN=74
1819 20 2122 23 24 25 26 27 26 29 30 3132 33 34 35 36 37 38 3940
Time (hours)

Sand Filter 1 Type /l 24-hr f-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 s/n 06496 ® 2010 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3S: Pre Devloped
Runoff = 4.47 cfs @ 12.05 hrs, Volume= 11,706 cf, Depth= 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Type 11 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
2.600 72 Woods/grass comb., Good, HSG C Woods
2.600 100.00% Pervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 16.15% Impervious, Rv= 0.195, Runoff-- 9.38"
Area
Land
(acres)
Use
2.600
Woods
2.600
Total
Subcatchment 3S: Pre Devioped
Hydrograph
' O RunoB
441c I
Type II 24-hir 1-YEAR
Rainfall=3.68"
k RunofArea=2.600 ac
3 Runoff Volume=11J06 d
Runoff Depth=1.24"
P•
LL � Tc=12.0 min
2 CN=72
1 2 3 4 5 6 7 8 8 1011 12 13 14 15 16 17 18 19 20 2122
Thns (hours)

�Otk-B-JR
Sand Filter 1
Prepared by Microsoft
Type I/ 24-hr 1-YE4R Rainfall=3.68"
Printed 6/19/2014
Summary for Subcatchment 5S: Impervious Drainage Area Sand Filter #1
Runoff = 3.59 cfs @ 12.03 hrs, Volume= 10,507 cf, Depth= 3.45"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
0,840 98 Paved parking, HSG C Pavement
0.840 100.00% Impervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 16.15% Impervious, Rv= 0.195, Runoff-- 9.38"
Area Land
(acres) Use
0.840 Pavement
0.840 Total
Subcatchment 5S: Impervious Drainage Area Sand Filter #1
Hydrograph
0 Rurwtt
y
Type II 24-hr 1=YEAR
;*
Rainfall--i '
3
Runoff Area=0.840 ac
Runoff Volume=10,507 cf
Runoff Depth=3.45"
2
Tc=12.0 min
LL
CN=98
1 2 3 4 5 6 7 8 9 10 1112 13 14 16 16 17 18 19 20 2122
Time (hours)

Sand Filter 1
Prepared by Microsoft
Type 1124-hr 1-YEAR Rainfall=3.68"
Summary for Pond 1P: Sand Fitler #1
Printed 6/19/2014
Inflow Area =
113,256 sf,
32.31 % Impervious,
Inflow Depth = 2.04" for 1-YEAR event
Inflow =
6.91 cfs @
12.05 hrs, Volume=
19,232 cf
Outflow =
4.23 cfs @
12.17 hrs, Volume=
11,435 cf, Atten= 39%, Lag= 7.5 min
Primary =
4.23 cfs @
12.17 hrs, Volume=
11,435 cf
Routing by Stor-Ind method, Time Span= 0.0040.00 hrs, dt= 0.05 hrs
Peak Elev= 13.45' @ 12.17 hrs Surf.Area= 4,730 sf Storage= 8,728 cf
Plug -Flow detention time= 225.7 min calculated for 11,435 cf (59% of inflow)
Center -of -Mass det. time= 105.5 min ( 907.1 - 801.6 )
Volume
Invert Avail.Storage Storage
Description
#1
11.00,
11,479 cf Custom Stage Data (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
11.00
2,428
0
0
2,428
12.00
3,363
2,883
2,883
3,387
13.25
4,529
4,914
7,797
4,595
14.00
5,300
3,682
11,479
5,394
Device Routing Invert Outlet Devices
#1 Primary 13.25' 20.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
tnm ary OutFlow Max=3.87 cfs @ 12.17 hrs HW=13.44' (Free Discharge)
1=Broad-Crested Rectangular Weir(Weir Controls 3.87 cfs @ 1.03 fps)

Sand Filter 1 Type 1124-hr 1-YEAR Rainfall=3.6811
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 sin 06496 © 2010 HydroCAD Software Solutions LLC Page 6
Pond 1 P: Sand Fitler #1
Hydrogmph
i
1
i
I r
■Inflow
e.era
i
© Pdmery
7Inflow.Area=113,256,
sf
ii
1.,. I
Peak Elev=13.45'
Storage=8;728 cf
4
0
3
2
I
Ira' �
I I
•
. f 1 n
1
1
1 r I r
{
0
0 1 2
3 4 5 6 7 8 9 101112 1314
15 1617 18 192a21 22232425262728293031323,334 353637383940
Time (hours)

Sand Filter 1
Preoared by Microsoft
Type // 24-hr 1-YEAR Rainfall=3.68"
Printed 6/19/2014
Summary for Pond 2P: Flow Splitter
Inflow Area = 113,256 sf, 32.31 % Impervious, Inflow Depth = 2.04" for 1-YEAR event
Inflow =
6.93 cis @
12.04 hrs,
Volume=
19,232 cf
Outflow =
6.91 cfs @
12.05 hrs,
Volume=
19,232 cf, Atten= 0%, Lag= 0.4 min
Primary =
6.91 cfs @
12.05 hrs,
Volume=
19,232 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0,00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 13.25' @ 12.05 hrs Surf.Area= 64 sf Storage= 138 cf
Plug -Flow detention time= 0.7 min calculated for 19,208 cf (100% of inflow)
Center -of -Mass det. time= 0.7 min ( 801.6 - 800.8 )
Volume Invert
Avail.Storage Storage Description
#1 11.10,
186 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
11.10
64
0 0
12.00
64
58 58
13.00
64
64 122
14.00
64
64 186
Device Routing
Invert
Outlet Devices
#1 Primary
11.08'
24.0" Round Culvert L= 8.0' Ke= 0.500
Inlet / Outlet Invert= 11.08' / 11.00' S= 0.0100'r Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Secondary
11.08'
18.0" Round Culvert L= 8.0' Ke= 0.500
Inlet / Outlet Invert= 11.08' / 11.00' S= 0.0100'r Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#3 Device 1
11.08'
14.5" Vert. Orifice/Grate C= 0.600
#4 Device 2
13.25'
8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=6.86 cfs @ 12.05 hrs HW=13.23' (Free Discharge)
ttculvert (Passes 6.86 cfs of 13.70 cfs potential flow)
3=Oriflce/Grate (Orifice Controls 6.86 cfs @ 5.98 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=11.10' (Free Discharge)
I=Culvert (Passes 0.00 cfs of 0.00 cfs potential flow)
4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Sand Filter 1 Type // 24-hr 1-YEAR Rainfall=3.66e
Prepared by Microsoft Printed 6/19/2014
Pond 2P: Flow Splitter
Hydrograph
0 Inflow
'
i3 Outflow
Inflow Area=1.13;256 sf
° P'Imary
o secondary
Peak Elev=13.25'
Storage=138 cf
16 18 20 22 24 26
Time (wure)

Sand Filter 1
Prepared by Microsoft
Type /I 24-hr 1-YEAR Rainfall=3.68e
Printed 6/19/2014
Summary for Pond 4P: Level Spreader
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Pond 4P: Level Spreader
Hydrograph
e Inflow
10 Primary
Tlme (hours)

Sand Filter 1
Prepared by Microsoft
Type 11 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #1
Runoff = 9.85 cfs @ 12.04 hrs, Volume= 25,268 cf, Depth= 3.96"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0040.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
1.760 74 >75% Grass cover, Good, HSG C Open Space
1.760 100.00% Pervious Area
Tc Length Slope
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
'Project 16.15% Impervious, Rv= 0.195, Runoff-- 9.38"
Area
Land
(acres)
Use
1.760
Open Space
1.760
Total
Subcatchment 2S: Pervious Drainage Area Sand Filter #1
Hydrogmph
1 u.um
Type II 24-hr 10-YEAR
9 ` 'Rainfall-6.90"
3 Runoff Area=1.760 ac
t.
Runoff Volume=25,268 cf
Runoff Depth=3.96"
€ 5 Tc=12.0 min
4 7, C N=74
9 1011 12 13 14 15 16171819 20 2122 23 24 25 26 27 26 29 30 3132 33
Time (home)
� Runoft

Sand Filter 1
Prepared by Microsoft
Type Il 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 3S: Pre Devloped
Runoff = 13.81 cfs @ 12.04 hrs, Volume= 35,336 cf, Depth= 3.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
2.600 72 Woods/grass comb., Good, HSG C Woods
2.600 100.00% Pervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 16.15% Impervious, Rv= 0.195, Runoff-- 9.38"
Area
Land
(acres)
Use
2.600
Woods
2.600
Total
Subcatchment 3S: Pre Devloped
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12
Type II 24-hr'10-YEAR
Rainfall=6.90"
RunofArea=2.600 ac
Runoff Volume=35,336 d.
Runoff Depth=3.74"
Tc=12.0 min
CN=72
❑ Runolf

Sand Filter 1
Prepared by Microsoft
Type II 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 5S: Impervious Drainage Area Sand Filter #1
Runoff = 6.77 cfs @ 12.03 hrs, Volume= 20,311 cf, Depth= 6.66"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
0.840 98 Paved parking, HSG C Pavement
0.840 100.00% Impervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 16.15% Impervious, Rv= 0.195, Runoff-- 9.38"
Area
Land
_ (acres)
Use
0.840
Pavement
0.840
Total
0
Subcatchment 5S: Impervious Drainage Area Sand Filter #1
Hydrograph
enr4 i
Type II 24-hr 10-YEAR
Rainfall=6.90"
Runoff Area=0.840 ac
Runoff Volume=20,311 d
Runoff Depth=6.66"
T&12:0 min
CN=98
(hours)
p RUW- r

Sand Filter 1
Prepared by Microsoft
Type // 24-hr 10-YEAR Rainfall=6.90"
Solutions
Summary for Pond 1 P: Sand Fitler #1
Printed 6/19/2014
Inflow Area =
113,256 sf,
32.31% Impervious,
Inflow Depth = 4.23" for 10-YEAR event
Inflow =
7.95 cfs @
12.03 hrs, Volume=
39,894 cf
Outflow =
7.90 cfs @
12.07 hrs, Volume=
32,097 cf, Atten= 1%, Lag= 1.9 min
Primary =
7.90 cfs @
12.07 hrs, Volume=
32,097 cf
Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Peak Elev- 13.55' @ 12.07 hrs Surf.Area= 4,827 sf Storage= 9,187 cf
Plug -Flow detention time=150.3 min calculated for 32,097 cf (80% of inflow)
Center -of -Mass det. time= 63.1 min ( 862.5 - 799.3 )
Volume
Invert Avail.Storage Storage
Description
#1
11.00,
11,479 cf Custom Stage Data (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
11.00
2,428
0
0
2,428
12.00
3,363
2,883
2,883
3,387
13.25
4,529
4,914
7,797
4,595
14.00
5,300
3,682
11,479
5,394
Device Roubnq Invert Outlet Devices
#1 Primary 13.25' 20.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
tmary OutFlow Max=7.87 cfs @ 12.07 hrs HW=13.55' (Free Discharge)
1=113road-Crested Rectangular Weir(Weir Controls 7.87 cfs @ 1.33 fps)

Sand Filter 1
Prepared by Microsoft
Type // 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Pond 1 P: Sand Fitler #1
Hydrograph
Time (houm)
0 Inflow
8 Primary

Sand Filter 1
Prepared by Microsoft
Type ll 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Pond 2P: Flow Spiitter
Inflow Area = 113,256 sf, 32.31% Impervious, Inflow Depth = 4.83" for 10-YEAR event
Inflow = 16.61 cfs @ 12.04 hrs, Volume= 45,579 cf
Outflow = 16.57 cfs @ 12.03 hrs, Volume= 45,579 cf, Atten= 0%, Lag= 0.0 min
Primary = 7.95 cfs @ 12.03 hrs, Volume= 39,894 cf
Secondary= 8.62 cfs @ 12.03 hrs, Volume= 5,684 of
Routing by Stor-Ind method, Time Span= 0.0040.00 hrs, dt= 0.05 hrs
Peak Elev= 13.76' @ 12.03 hrs Surf.Area= 64 sf Storage= 170 cf
Plug -Flow detention time= 0.5 min calculated for 45,522 cf (100% of inflow)
Center -of -Mass det. time= 0.5 min ( 789.7 - 789.2 )
Volume Invert
Avail.Storage Storage Description
#1 11.10,
186 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
11.10
64
0 0
12.00
64
58 58
13.00
64
64 122
14.00
64
64 186
Device Routing
Invert
Outlet Devices
#1 Primary
11.08'
24.0" Round Culvert L= 8.0' Ke= 0.500
Inlet / Outlet Invert= 11.08' / 11.00' S= 0.0100'f Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Secondary
11.08'
18.0" Round Culvert L= 8.0' Ke= 0.500
Inlet / Outlet Invert= 11.08' / 11.00' S= 0.01 00T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#3 Device 1
11.08'
14.5" Vert. Orifice/Grate C= 0.600
#4 Device 2
13.25'
8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow'Max=7.92 cfs @ 12.03 hrs HW=13.74' (Free Discharge)
t 1=Culvert (Passes 7.92 cfs of 17.38 cfs potential flow)
t-3=Orifice/Grate (Orifice Controls 7.92 cfs @ 6.91 fps)
t tec-on- dary OutFlow Max5A cfs @ 12.03 hrs HW=13.74' (Free Discharge)
tCutvert (Passes 8.31 cfs of 11.77 cfs potential flow)
�-4_Broad-Crested Rectangular Weir(Weir Controls 8.31 cfs @ 2.10 fps)

Sand Filter 1
Prepared by Microsoft
Type/1 24-hr 10-YEAR Rainfal1=6.90"
Printed 6/19/2014
droCAD® 9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Page
Pond 2P: Flow Splitter
Hydrograph
■ Inibw
ice
l,a_ .,�.
Inflow Area=113,256of
®� 1Y
18
`
17
3
Peak'Elev=13.76'
;6
Stoeage-.170 cf
14
13
12
11
1
10
8.
6
6
e
0 2 4 6 8 10 12 14 16 18
Thne

Sand Filter 1 Type 1124-hr 10-YEAR Rainfall=6.90"
Prepared by Microsoft Printed 6/1912014
HydroCAD® 9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Page 17
Summary for Pond 4P: Level Spreader
Inflow = 8.62 cfs @ 12.03 hrs, Volume= 5,684 cf
Primary = 8.62 cfs @ 12.03 hrs, Volume= 5,684 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs
Pond 4P: Level Spreader
Hydrograph
FLO Inflow
O Primary
Time (hours)

Pre Development
(2S)
Pervious Drainage rea
Sand Filter #2
Su4 Reach Aon Qin
4S
Imp rvious Drainage
ea Sand Filter #2
2P
Flow Splitte�
1P
Sand Fitter #2
I®
Level Spreader

Sand Filter 2 Type it 24,hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD®9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Paae 2
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #2
Runoff = 0.80 cfs @ 12.05 hrs, Volume= 2,075 cf, Depth> 1.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
0.420 74 >75% Grass cover, Good, HSG C Open Space
0.420 100.00% Pervious Area
Tc Length
Description
12.0 Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff-- 11.40"
Area
Land
(acres)
Use
0.420
Open Space
0,420
Total
0.
Subcatchment 2S: Pervious Drainage Area Sand Filter #2
Hydrograph
Type II 24-hr 1-YEAR
Rainfall=3.68"
Runoff Area=0.420 ac
Runoff Volume=2,075 cf
G.
Runoff Depth>1.36"
Tc=12.0 min
CN=74
7 8 9 10 11 12 13 14 15
Time (hours)
0 R.-II

�r-e_r.v;�5
Sand Filter 2
Prepared by Microsoft
Type // 24-hr 1-YEAR Rainfall=3.68"
Printed 6/19/2014
Summary for Subcatchment 3S: Pre Development
Runoff = 1.24 cfs @ 12.05 hrs, Volume= 3,230 cf, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
0.720 72 Woods/grass comb., Good, HSG C Woods
0.720 100.00% Pervious Area
Tc .Length Slope
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff-- 11.40"
f
LL
Area Land
0.720 Woods
0.720 Total
Subcatchment 3S: Pre Development
5 6 7 8 9 10 11 12
Hydrograph
Type II 24-hr 1-YEAR
Rainfall=3.68"
Runoff Area=0.720 ac
Runoff Volume=3,230 cf
Runoff Depth>1.24"
Tc=12.0 min
CN=72
14 16 16 17 18
Time (hours)
❑ RuraR

0Jo -%\,)►k
Sand Filter 2
Prepared by Microsoft
Type // 24-hr 1-YEAR Rainfall=3.68"
Printed 6/19/2014
Summary for Subcatchment 4S: Impervious Drainage Area Sand Filter #2
Runoff = 1.28 cfs @ 12.03 hrs, Volume= 3,655 cf, Depth> 3.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
0.300 98 Paved parking, HSG C Pavement
0.300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
12.0
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff-- 11.40"
Area
Land
(acres)
Use
0.300
Pavement
0.300
Total
Subcatchment 4S: Impervious Drainage Area Sand Filter #2
O RunoM
Type II 24-hr 1-YEAR
Rainfall=3.68"
Runoff Area=0.300 ac
i' Runoff Volume=3,655 cf
Runoff Depth>3.36"
8 Tc=12.0 min
LL
CN=98
13 14 15 16 17 to 19 20 21 22 23 24
Tlme (houm)

Sand Filter 2
Prepared by Microsoft
Type 1124-hr 1-YEAR Rainfall=3.66"
Summary for Pond 1 P: Sand Fitler #2
Printed 6/19/2014
Inflow Area =
31,363 sf,
41.67% Impervious,
Inflow Depth > 2.19" for 1-YEAR event
Inflow =
2.01 cfs @
12.06 hrs, Volume=
5,724 cf
Outflow =
1.16 cfs @
12.20 hrs, Volume=
3,192 cf, Atten= 43%, Lag= 8.2 min
Primary =
1.16 cfs @
12.20 hrs, Volume=
3,192 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 23.33' @ 12.20 hrs Surf.Area= 1,793 sf Storage= 2,753 cf
Plug -Flow detention time=221.5 min calculated for 3,183 cf (56% of inflow)
Center -of -Mass det. time=106.1 min (905.8 - 799.7 )
Volume
Invert Avail.Storage Storage
Description
#1
21.00'
4,090 cf Custom Stage Data (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-M
21.00
608
0
0
608
22.00
1,104
844
844
1,117
23.20
1,712
1,676
2,520
1,751
24.00
2,225
1,570
4,090
2,283
Device Routing Invert Outlet Devices
#1 Primary 23.20' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
rimary OutFlow Max=1.14 cfs @ 12.20 hrs HW=23.33' (Free Discharge)
1 =Broad-C rested Rectangular Weir(Weir Controls 1.14 cfs @ 0.86 fps)

Sand Filter 2 Type I/ 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD(D 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 6
Pond 1P: Sand Fitler#2
Hydrograph
■ Infiow
® Pfim ry
Time (hours)

Sand Filter 2 Type/1 24-hr f-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD09.10 s/n 06496 02010 HydroCAD Software Solutions LLC Pace 7
Summary for Pond 2P: Flow Splitter
Inflow Area = 31,363 sf, 41.67% Impervious, Inflow Depth > 2.19' for 1-YEAR event
Inflow = 2.08 cfs @ 12.04 hrs, Volume= 5,730 cf
Outflow = 2.01 cfs @ 12.06 hrs, Volume= 5,724 cf, Atten= 3%, Lag= 1.4 min
Primary = 2.01 cfs @ 12.06 hrs, Volume= 5,724 cf
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 23.11' @ 12.06 hrs Surf.Area= 64 sf Storage= 122 cf
Plug -Flow detention time=1.9 min calculated for 5,708 cf (100% of inflow)
Center -of -Mass det. time= 1.2 min ( 799.7 - 798.6 )
Volume Invert Avail.Storage Storage Description
#1 21.20' 211 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
21.20 64 0 0
22.00 64 51 51
23.00 64 64 115
24.00 64 64 179
24.50 64 32 211
Device Routing Invert Outlet Devices
#1 Primary 21.20' 15.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 21.20' / 21.00' S= 0.0100'P Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Secondary 21.20' 15.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 21.20' / 21.00' S= 0.0100'P Cc= 0.900
n= 0.011
#3 Device 1 21.20' 7.8" Vert. Orffice/Grate C= 0.600
#4 Device 2 23.20' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=1.99 cfs @ 12.06 hrs HW=23.07' (Free Discharge)
ttCuivert (Passes 1.99 cfs of 6.48 cfs potential flow)
3=Orifice/Grate (Orifice Controls 1.99 cfs @ 5.99 fps)
scondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=21.22' (Free Discharge)
2=Culvert (Passes 0.00 cfs of 0.00 cfs potential flow)
1 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Sand Filter 2 Type // 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/1912014
HydroCAD®9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 8
Pond 2P: Flow Splitter
LL 1
. 0Infim ,
Inflow Area=31,363 sf Primary
os""oe
x.°'� Peak 'Elev=23.11 °
Storage=122 cf
n
5 6 7 8 9 10 11 12 13 14 15
71m° (nmm)

Sand Filter 2
Type/1 24-hr 1-YEAR Rainfall=3.68e
Prepared by Microsoft Printed 6/19/2014
HVdroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Level Spreader
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Pond 3P: Level Spreader
® Inflow
p Pflmeryll
Time (houm)

Sand Filter 2
Preoared by Microsoft
Type 11 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
LLC
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #2
Runoff = 2.35 cfs @ 12.04 hrs, Volume= 6,014 cf, Depth> 3.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
0.420 74 >75% Grass cover, Good, HSG C Open Space
0.420 100.00% Pervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff-- 11.40"
Area
Land
(acres)
Use
0.420
Open Space
0.420
Total
Subcatchment 2S: Pervious Drainage Area Sand Filter #2
5 6 7 6 B 10
12
Hydrograph
Tlme (hour)
Type II 24-hr 10-YEAR
Rainfall=6.90"
Runoff Area=0.420 ac
Runoff Volume=6,014 cf
Runoff Depth>3.94"
Tc=12.0 min
CN=74
❑ RunoR

Sand Filter 2
Prepared by Microsoft
Type // 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 3S: Pre Development
Runoff = 3.82 cfs @ 12.04 hrs, Volume= 9,758 cf, Depth> 3.73"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
0.720 72 Woods/grass comb., Good, HSG C Woods
0.720 100.00% Pervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff- 11.40"
Area
Land
(acres)
Use
0.720
Woods
0.720
Total
Subcatchment 3S: Pre Development
Hydrograph
© Ruroff
Type II 24-hr 10-YEAR
Rainfall=6.90"
3 ; Runoff Area=0.720 ac
Runoff Volume=9,758 cf
Runoff Depth>3.73"
2 Tc=12.0 min
LL
CN=72
5 6 7 8 9 10 11 12 13 14 15
Time (hours)

Sand Filter 2
Prepared by Microsoft
Type Il 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 4S: Impervious Drainage Area Sand Filter #2
Runoff = 2.42 cfs @ 12.03 hrs, Volume= 6,980 cf, Depth> 6.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
_ Area (ac) CN Description Land Use
0.300 98 Paved parking, HSG C Pavement
0.300 100.00% Impervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 20.83% Impervious, Rv= 0.237, Runoff-- 11.40"
Area
Land
(acres)
Use
0.300
Pavement
0.300
Total
Subcatchment 4S: Impervious Drainage Area Sand Filter #2
Hydrograph
� RunoR
Type If 24-hr 10-YEAR
Rainfall=6.90"
Runoff Area=0.300 ac
Runoff Volume=6,980 cf
Runoff Depth>6.41"
Tc=12.0 min
CN=98
7 a 9 10 11 12 13 14 1S 16 17, 18 19 20 21 22 23 24
Time (hours)

Sand Filter 2
Prepared by Microsoft
Type/1 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Pond 1 P: Sand Fitler #2
Inflow Area = 31,363 sf, 41.67% Impervious, Inflow Depth > 4.33" for 10-YEAR event
Inflow = 2.21 cfs @ 12.04 hrs, Volume= 11,318 cf
Outflow = 2.20 cfs @ 12.07 hrs, Volume= 8,771 cf, Atten= 0%, Lag= 1.6 min
Primary = 2.20 cfs @ 12.07 hrs, Volume= 8,771 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 23.40' @ 12.07 hrs Surf.Area= 1,837 sf Storage= 2,883 cf
Plug -Flow detention time=150.5 min calculated for 8,748 cf (77% of inflow)
Center -of -Mass det. time= 59.6 min ( 861.9 - 802.3 )
Volume
Invert Avail.Storage Storage
Description
#1
21.00'
4,090 cf Custom Stage Data (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
21.00
608
0
0
608
22.00
1,104
844
844
1,117
23.20
1,712
1,676
2,520
1,751
24.00
2,225
1,570
4,090
2,283
Device Routing Invert Outlet Devices
#1 Primary 23.20' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Qrlmary OutFlow Max=2.20 cfs @ 12.07 hrs HW=23.40' (Free Discharge)
1=Broad-Crested Rectangular Weir(Weir Controls 2.20 cfs @ 1.07 fps)

Sand Filter 2
Preoared by Microsoft
Type ll 24-hr 10-YEAR Rainfal1=6.90"
Printed 6/19/2014
Pond 1P: Sand Fitter#2
Hydrograph
itme (houm)
S Inflow
Primary

Sand Filter 2
Prepared by Microsoft
Type 1124-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Pond 2P: Flow Splitter
Inflow Area =
31,363 sf,
41.67% Impervious,
Inflow Depth > 4.97" for 10-YEAR event
Inflow =
4.76 cfs @
12.03 hrs,
Volume=
12,993 cf
Outflow =
4.85 cfs @
12.04 hrs,
Volume=
12,986 cf, Atten= 0%, Lag= 0.3 min
Primary =
2.21 cfs @
12.04 hrs,
Volume=
11.318 cf
Secondary=
2.64 cfs @
12.04 hrs,
Volume=
1,668 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 23.44' @ 12.04 hrs Surf.Area= 64 sf Storage= 143 cf
Plug -Flow detention time=1.4 min calculated for 12,949 cf (100% of inflow)
Center -of -Mass det. time= 0.8 min ( 792.0 - 791.11
Volume Invert
Avail.Storage Storage Description
#1 21.20'
211 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
21.20
64
0 0
22.00
64
51 51
23.00
64
64 115
24.00
64
64 179
24.50
64
32 211
Device Routing
Invert
Outlet Devices
#1 Primary
21.20'
15.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 21.20' / 21.00' S= 0.0100 T Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Secondary
21.20'
15.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 21.20' / 21.00' S= 0.0100'P Cc= 0.900
n= 0.011
#3 Device 1
21.20'
7.8" Vert. Orifice/Grate C= 0.600
#4 Device 2
23.20'
8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=2.21 cfs @ 12.04 hrs HW=23".43' (Free Discharge)
t1=Culvert (Passes 2.21 cfs of 7.49 cfs potential flow)
t3=Orlflce/Grate (Orifice Controls 2.21 cfs @ 6.65 fps)
-fa Y G5/L5
(Secondary OutFlow Max=2.53 cfs @ 12.04 hrs HW=23.43' (Free Discharge)
�2=Culvert (Passes 2.53 cfs of7.49 cfs potential flow)
T 4-Broad-Crested Rectangular Weir(Weir Controls 2.53 cfs @ 1.36 fps)

Sand Filter 2 Type/1 24-hr 10-YEAR Rainfall=6.90"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 16
Pond 212: Flow Splitter
Hydrograph
0 Inflow
13 Outflow
B Primary
0 Secondary
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Sand Filter 2 Type // 24-hr 10-YEAR Rainfall=6.90"
Prepared by Microsoft Printed 6/19/2014
HVdroCAD09.10 s/n 06496 02010 HVdroCAD Software Solutions LLC Paae 17
Summary for Pond 3P: Level Spreader
Inflow = 2.64 cfs @ 12.04 hrs, Volume= 1,668 cf
Primary = 2.64 cfs @ 12.04 hrs, Volume= 1,668 of, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Pond 3P: Level Spreader
Hydrogmph
® Inflow
I El Primary
Tim (hours)

0"�
Pre -Development
2S
Pervious Drainag Area
Sand Filter #3
4S
Xrv
iousDrainage
Sand Filter #3
Z2P
Flow Splitter
1P
Level Spreader
Sand Filter #3
Subcat Reach on [Uijnk

Sand Filter 3 Type // 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Pape 2
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #3
Runoff = 2.54 cfs @ 12.05 hrs, Volume= 6,571 cf, Depth> 1.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
1.330 74 >75% Grass cover, Good, HSG C Open Space
1.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) • (feet) (f /ft) (ft/sec) (cfs)
12.0 Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff-- 10.45"
Area
Land
(acres)
Use
1.330
Open Space
1.330
Total
Subcatchment 2S: Pervious Drainage Area Sand Filter #3
Hydrograph
RunoR
Type II 24-hr 1-YEAR
Rainfall=i156"
Runoff Area=1.330 ac
Runoff Volume=6,571 cf
Runoff Depth>1.36"
Tc=12.0 min
CN=74
5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hours)

Sand Filter 3 Type 11 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3S: Pre -Development
Runoff = 3.64 cfs @ 12.05 hrs, Volume= 9,511 cf, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
2.120 72 Woods/grass comb., Good, HSG C Woods
2.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (f tft) (f 1sec) (cfs)
12.0 Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff-- 10.45'
Area Land
2.120 Woods
2.120 Total
Subcatchment 3S: Pre -Development
Type II 24-hr 1-YEAR
Rainfall=3.68"
y Runoff Area=2.120 ac
Runoff Volume=9,511 cf
x Runoff Depth>1.24"
2 Tc=12.0 min
LL
CN=72
5 6 7 6 B 10 11
Time (hours)
❑ Runoif

Sand Filter 3
Prepared by Microsoft
Type 1124-hr 1-YEAR Rainfall=3.68"
Printed 6/19/2014
Summary for Subcatchment 4S: Impervious Drainage Area Sand Filter #3
Runoff = 3.37 cfs @ 12.03 hrs, Volume= 9,624 cf, Depth> 3.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=3.68"
Area (ac) CN Description Land Use
0.790 98 Paved parking, HSG C Pavement
0.790 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
12.0
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff-- 10.45"
Area
Land
(acres)
Use
0.790
Pavement
0.790
Total
Subcatchment 4S: Impervious Drainage Area Sand Filter #3
Hydrograph
.. ,
Type II 24-hr 1-YEAR
Rainfall=3.68"
Runoff Area=0.790 ac
Runoff Volume=9,624 cf
Runoff Depth>3.36"
Tc=12.0 min
CN=98
6 7 8 a 10 11 12 13 14 15
Tlm (hours)
© RurroR

Sand Filter 3 Type 11 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD®9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Paae 5
Summary for Pond 1 P: Sand Filter #3
Inflow Area =
92,347 sf,
37.26% Impervious,
Inflow Depth > 2.10" for 1-YEAR event
Inflow =
5.89 cfs @
12.04 hrs, Volume=
16,187 cf
Outflow =
3.37 cfs @
12.17 hrs, Volume=
9,392 cf, Atten= 43%, Lag= 7.8 min
Primary =
3.37 cfs @
12.17 hrs, Volume=
9,392 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 17.17' @ 12.17 hrs Surf.Area= 4,673 sf Storage= 7,541 cf
Plug -Flow detention time= 213.9 min calculated for 9,367 cf (58% of inflow)
Center -of -Mass det. time= 99.5 min ( 902.4 - 802.9 )
Volume
Invert Avail.Storage Storage
Description
#1
15.00,
11,636 cf Custom Stage Data (Pyramidal)Listed
below (Recalc)
Elevation
Surf.Area
. Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(so-ft)
15.00
2,286
0
0
2,286
16.00
3,350
2,801
2,801
3,371
17.00
4,557
3,938
6,739
4,604
18.00
5,244
4,896
11,636
5,345
Device Routing Invert Outlet Devices
41 Primary 17.00' 20.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=3.09 cfs @ 12.17 hrs HW=17.16' (Free Discharge)
t1=Broad-Crested Rectangular Weir(Weir Controls 3.09 cfs @ 0.95 fps)

Sand Filter 3 Type/1 24-hr 1-YE4R Rainfall=3.66"
Prepared by Microsoft Printed 6/19/2014
HydroCAD09.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 6
Pond 1P: Sand Filter#3
Hydrograph
■ Inlbw
® Primary I.
Time (hours)

Sand Filter 3 Type/1 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD09.10 s/n 06496 02010 HydroCAD Software Solutions LLC Paqe 7
Summary for Pond 2P: Flow Splitter
Inflow Area =
92,347 sf,
37.26% Impervious,
Inflow Depth > 2.10" for 1-YEAR event
Inflow =
5.90 cfs @
12.04 hrs,
Volume=
16,195 cf
Outflow =
5.89 cfs @
12.04 hrs,
Volume=
16,187 cf, Atten= 0%, Lag= 0.4 miri
Primary =
5.89 cfs @
12.04 hrs,
Volume=
16,187 cf
Secondary =
0.00 cfs @
5.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 16.94' @ 12.04 hrs Surf.Area= 64 sf Storage= 112 cf
Plug -Flow detention time=1.0 min calculated for 16,142 cf (100% of inflow)
Center -of -Mass det. time= 0.5 min ( 802.9 - 802.3 )
Volume
Invert Avail.Storage Storage
Description
#1
15.20'
179 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
15.20
64
0
0
16.00
64
51
51
17.00
64
64
115
18.00
64
64
179
Device Routing Invert Outlet Devices
#1 Primary 15.20' 18.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 15.20' / 15.00' S= 0.0100'P Cc= 0.900
n= 0.011
#2 Secondary 15.20' 18.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 15.20' / 15.00' S= 0.0100'P Cc= 0.900
n= 0.011
#3 Device 1 15.20' 14.5" Vert. Orifice/Grate C= 0.600
#4 Device 2 17.00' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Zmary OutFlow Max=5.83 cfs @ 12.04 hrs HW=16.92' (Free Discharge)
1-Culvert (Passes 5.83 cfs of 7.89 cfs potential flow)
t3=Orifice/Grate (Orifice Controls 5.83 cfs @ 5.09 fps)
econdary OutFiow Max=0.00 cfs @ 5.00 hrs HW=15.24' (Free Discharge)
=Culvert (Passes 0.00 cfs of 0.01 cfs potential flow)
' 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Sand Filter 3
Prepared by Microsoft
Type 1124-hr 1-YEAR Rainfall=3.68"
Printed 6/1912014
Pond 213: Flow Splitter
Hydrograph
■ Inflow
Inflow Area=92,347 sf o Samary
nda
Peak Elev=16.94'
Storage=11.2 cf
Time (hours)

Sand Filter 3 Type l/ 24-hr 1-YEAR Rainfall=3.68"
Prepared by Microsoft Printed 6/19/2014
HydroCAD®9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Level Spreader
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.60-24.00 hrs, dt= 0.05 hrs
Pond 3P: Level Spreader
Hydrograph
■ Inflow
113 Primary
Time (hoom)

Sand Filter 3
Prepared by Microsoft
NO
Type 1124-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 2S: Pervious Drainage Area Sand Filter #3
Runoff = 7.44 cis @ 12.04 hrs, Volume= 19,043 cf, Depth> 3.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
1.330 74 >75% Grass cover, Good, HSG C Open Space
1.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
12.0
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff"- 10.45"
Area
Land
(acres)
Use
1.330
Open Space
1.330
Total
Subcatchment 2S: Pervious Drainage Area Sand Filter #3
Type, II 24-fir 1,0-YEAR
Rainfall=6.90"
Runoff Area=1.330 ac
Runoff Volume=19,043 cf
Runoff Depth>3.94"
Tc=12.0 min
CN=74
19 19 20 21 22 23 24
71m* (hour)
❑ RunoR

Sand Filter 3 Type /l 24-hr 10-YEAR Rainfall=6.90"
Prepared by Microsoft Printed 6/19/2014
HydroCAD89.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 3S: Pre -Development
Runoff = 11.26 cfs @ 12.04 hrs, Volume= 28,732 cf, Depth> 3.73"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
2.120 72 Woods/grass comb., Good, HSG C Woods
2.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff-- 10.45"
Area
Land
(acres)
Use
2.120
Woods
2.120
Total
Subcatchment 3S: Pre -Development
Hydrograph
0 RunoH
„ Type II 24-hr 10-YEAR
1 '` Rainfall=6.90"
<% Runoff Area=2.120 ac
" Runoff Volume=28,732 cf
s 'Runoff Depth>3.73"
Tc=12.0 min
LL
5 CN=72
11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hours)

Sand Filter 3
Prepared by Microsoft
Type/1 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Subcatchment 4S: Impervious Drainage Area Sand Filter #3
Runoff = 6.37 cfs @ 12.03 hrs, Volume= 18,380 cf, Depth> 6.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=6.90"
Area (ac) CN Description Land Use
0.790 98 Paved parking, HSG C Pavement
0.790 100.00% Impervious Area
Tc Length
12.0
Description
Direct Entry,
Pollutant Loading for 48.00" Rainfall, Pj=1.000
Project 18.63% Impervious, Rv= 0.218, Runoff-- 10.45"
Area
Land
(acres)
Use
0.790
Pavement
0.790
Total
Subcatchment 4S: Impervious Drainage Area Sand Filter #3
Hydrogreph
p RunoR
5 w Type II 24-hr 10-YEAR
Rainfall=6.90"
Runoff Area=0.790 ac
Runoff Volume=18,380 cf
�.F
° I'^ Runoff Depth>6.41"
6 �
Tc=12.0 min
3
CN=98
7 8 9 10 11 12. 13 14 15
Time (hour)

Sand Filter 3 Type/1 24-hr 10-YEAR Rainfall=6.90"
Prepared by Microsoft Printed 6/19/2014
HydroCAD® 9.10 s/n 06496 02010 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1 P: Sand Filter #3
Inflow Area =
92,347 sf,
37.26% Impervious,
Inflow Depth > 4.30" for 10-YEAR event
Inflow =
7.05 cis @
12.03 hrs, Volume=
33,093 cf
Outflow =
7.00 cfs @
12.07 hrs, Volume=
26,265 cf, Atten= 1%, Lag= 1.9 min
Primary =
7.00 cfs @
12.07 hrs, Volume=
26,265 cf
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 17.28' @ 12.07 hrs Surf.Area= 4,741 sf Storage= 8,018 cf
Plug -Flow detention time=140.7 min calculated for 26,194 cf (79% of inflow)
Center -of -Mass det. time= 54.8 min ( 858.6 - 803.7 )
Volume
Invert Avail.Storage Storage
Description
#1
15.00'
11,636 cf Custom Stage Data (Pyramidal)Listed
below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
15.00
2,286
0
0
2,286
16.00
3,350
2,801
2,801
3,371
17.00
4,557
3,938
6,739
4,604
18.00
5,244
4,896
11,636
5,345
Device Routing Invert Outlet Devices
#1 Primary 17.00' 20.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=6.97 cfs @ 12.07 hrs HW=17.27' (Free Discharge)
t1=Broad-Crested Rectangular Weir(Weir Controls 6.97 cfs @ 1.27 fps)

Sand Filter 3
Preaared by Microsoft
e
u
Type/1 24-hr 10-YEAR Rainfal1=6.90"
Printed 6/19/2014
Pond 1P: Sand Filter#3
Hydrograph
Time (hours)
G Inflow
10 Primary

Sand Filter 3
Prepared by Microsoft
Type // 24-hr 10-YEAR Rainfall=6.90"
Printed 6/19/2014
Summary for Pond 2P: Flow Splitter
Inflow Area =
92,347 sf, 37.26% Impervious, Inflow Depth > 4.86" for 10-YEAR event
Inflow =
13.80 ofs @
12.03 hrs, Volume= 37,423 cf
Outflow =
13.80 cfs @
12.04 hrs, Volume= 37,412 cf, Atten= 0%, Lag= 0.0 min
Primary =
7.05 cfs @
12.03 hrs, Volume= 33,093 cf
Secondary =
6.75 cfs @
12.04 hrs, Volume= 4,319 cf
Routing by Stor-Ind
method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 17.43' @ 12.03 hrs
Surf.Area= 64 sf Storage= 143 cf
Plug -Flow detention time= 0.7 min calculated for 37,408 cf (100% of inflow)
Center -of -Mass det. time= 0.4 min ( 794.3 - 793.9 )
Volume Invert
Avail.Storage Storage Description
#1 15.20'
179 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
15.20
64
0 0
16.00
64
51 51
17.00
64
64 115
18.00
64
64 179
Device Routing
Invert
Outlet Devices
#1 Primary
15.20'
18.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 15.20' / 15,00' S= 0.0100'P Cc= 0.900
n= 0.011
#2 Secondary
15.20'
18.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 15.20' / 15.00' S= 0.0100 T Cc= 0.900
n= 0.011
#3 Device 1
15.20'
14.5" Vert. Orifice/Grate C= 0.600
#4 Device 2
17.00'
8.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
�rimary OutFlow Max=7.03 cfs @ 12.03 hrs HW=17.42' (Free Discharge)
1=Culvert (Passes 7.03 cfs of 10.27 cfs potential flow)
3=Orifice/Grate (Orifice Controls 7.03 cfs @ 6.13 fps)
TO V rslo
�econdary OutFlow Max=6.48 cfs,@ 12.04 hrs HW=17.42' (Free Discharge)
J=Culvert (Passes 6.48 cfs of.10.27 cfs potential flow)
L--41=Broad-Crested Rectangular Weir(Weir Controls 6.48 cfs @ 1.91 fps)

Sand Filter 3 Type // 24-hr 10-YE4R Rainfall=6.90"
Prepared by Microsoft Printed 6/19/2014
HydroCAD09.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Paoe 16
Pond 2P: Flow Splitter
0 Intlm
��96°' Inflow Area=92,347 sf o Primary
ery
Peak'Elev=97.43'
f Storage=143 cf
„I
e]5 Ce ,
4 i I I t
1
Time (hours)

Sand Filter 3
Preoared by Microsoft
Type 11 24-hr 10-YEAR Rainfall=6.90"
Printed 6/1912014
Summary for.Pond 312: Level Spreader
Inflow = 6.75 cfs @ 12.04 hrs, Volume= 4,319 cf
Primary = 6.75 cfs @ 12.04 hrs, Volume= 4,319 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Pond 3P: Level Spreader
Hydrograph
m Inflow
0 Prima
rlma (hours)

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvaria, III
Governor Secretary
June 12, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 140601
SOF Sustainment Training Complex (Portion North of Loop Road), P-1391
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received an Express Stormwater Management Permit Application for
the SOF Sustainment Training Complex (the Portion the North of Loop Road) on June 2, 2014. 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. If it is desired to use the SCS method to determine the required storage volume, then certain
considerations, documentation, and justification is needed.
v/ . Please provide documentation supporting a Hydrologic Soil Group classification of B.
,�6. It is unexpected to have a CN value for the pre -developed pervious area to be greater than
the post -developed pervious area. Additionally, for any pervious CN value other than a CN
of 61 for pasture or open space or 55 for woods within B soils, additional justification is
needed. Please provide justification for the selected pre -development pervious CN values
of 64.
fl When determining the runoff volume from a drainage area for a standard (non -LID) project,
it is appropriate to separate the pervious area from the impervious area for the volume
calculations. The weighted average or composite CN value for these two uses may not be
used.
v' 2. 15A NCAC 021-1.1005(a)(1)(13)(iii) requires that high density projects within 1/2 miles of and
draining to SA waters control and treat the greater of either the runoff from 1.5" of rainfall or the
difference in the runoff from the predevelopment and postdevelopment condition for the 1-year,
24-hour storm event. The design volume listed in the supplements for two of the three sand
filters does not appear to be the greater of these two volumes identified in the calculations. With
some of the corrections required by other items, it is anticipated that these volumes will likely
change. Please confirm that the greater of the two calculated volumes is the selected design
volume (WQV) and is presented consistently between the calculations and the supplements.
\� 3. The delineated drainage area for Sand Filter 2 appears to exclude a portion of the sand filter
chamber. Please confirm that the drainage areas are delineated accurately.
4 There appears to be a small portion of built upon area to the north of the project between
drainage areas 1 and 2 that is not directed to a sand filter. Please either treat the area or
provide justification on why this area cannot be directed toward one of the treatment devices.
V5. The pre -development area for Sand Filter 3 presented in the HydroCAD summary does not
match the post -development area. Please confirm the areas used in HydroCAD are consistent
with the delineated drainage areas.
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Neal Paul
v June 12, 2014
Stormwater Application No. SW8 140601
✓6. The proposed sand filter design is slightly different than described in the BMP Manual.
Please explain the function of the weir wall in the narrative similarly to the discussion
provided in the narrative for the modification to SW8 091108 re -issued on July 16, 2013.
� . In the previously approved design, the bottom of the rip rap portion of the weir wall
v between the sediment chamber and the sand filter was set at the same elevation as the
sand. The two benefits to setting the weir elevation as the same elevation as the top of
sand, is that 1) the volume in the sediment chamber between the top of sand (top of weir
wall) and the overflow elevation could be counted as storage volume and 2) to reduce
erosion of the sand filter media. In the sand filters proposed with this project, it appears
that the sand media is 1.2 to 2 feet below the bottom of the rip rap in the weir wall. This
reduces the amount of available storage in the sediment chambers to be just the volume
stored between the bottom of the rip rap weir and the overflow elevation. For instance,
in Sand Filter 1, the sediment chamber volume is based on the volume available
between elevations 11 and 13.2. However, because the weir does not appear to be
available at an elevation of 11, the volume should be based on the volume available
between 12.2 (13.2 - 1 ft of rip rap porous area) and 13.2. Please either reconsider the
elevations of the weir or reconsider the volume available in the sediment chambers.
�,/8. The Top of Sand Filter / Grate Elevation listed under the Storage Volume Section of the
Sand Filter supplement is intended to be the top of the device or overflow elevation, not
the elevation of the top of the sand media. Please confirm the elevations listed in this
section of the supplement.
✓9. The detail for the flow splitter on plan sheet C-509 appears to indicate that the weir wall
in the flow splitter for two of the three sand filters is below the storage elevation in the
sand filters. For example, the weir top in the flow splitter for Sand Filter 1 is listed as
being at an elevation of 12 ft, however the supplement and calculations provide a
volume in this sand filter to an elevation of 13.2 ft. Please reconsider the flow splitter
weir elevation or explain how the sand filter will be able to store water upto an elevation
of 13.2 ft.
�/10. The coordinates provided in Section 1.4 of the application are for a point on the south
side of Loop Road. Please double check that the coordinates provided relate to the
specific project area being covered by this permit.
11. The express additional information review fee has been waived.
12. 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 June 20, 2014, 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.
Page 2 of 3

Neal Paul
June 12, 2014
Stormwater Application No. SW8 140601
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: G:\WQ\Shared\StormWater\Permits & Projects\2014\140601 HD\2014 06 addinfo 140601
cc: Crystal Hill, Hankins and Anderson
Wilmington Regional Office
Page 3 of 3

Nelson, Christine
From:
Nelson, Christine
Sent:
Thursday, June 12, 2014 1,24 PM
To:
'Crystal Hill', [e-mail]
Cc:
Weaver, Cameron
Subject:
SOF Sustainment Training Complex - request for adiditional info
Attachments:
2014 06 addinfo 140601.pdf
Crystal,
A pdf of the request for additional information on the SOF Sustainment Training Complex (Portion North of the Loop
Road) is attached. In an effort to save paper, I am not planning on mail the letter but can if you wish to have a hard
copy. Please let me know if you have any questions!
Thanks,
Christine
** Please note the new direct phone number **
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-796-7215 / Fax: [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.

Fxyrss- .1Drm W&.-kr
TRANSMITTAL
COMPANY: NCDENR SENDER: Crystal Hill
RECIPIENT: Cameron Weaver CC:
ADDRESS: Wilmington Office
PHONE M 910-796-7303 DATE: May 30, 2014
PROJECT: P-1391 SOF Sustainment Training PROJECT M 6163.13
Complex RECEIVED
CONTENTS: Identify if Contents are Attached JUN
r Prints ❑Electronic Media ❑ Specifications r Submittal r Other
SHIPPING METHOD: UPS - Next Day Air AM Delivery
DESCRIPTION
COPIES
ACTION
CODE
1. Application fee $4000.00
1
F
2. Permit Application
1
F
3. Stormwater Narrative
1
F
4. Vicinity Map & USGS Quad Map
1
F
5. Geotechnical Reports
1
F
6. O&M
1
F
7. Supplements
1
F
8. Calculations
1
F
9. Plans (full size) — Drawings T1, C-001, C-002, C-101, C-102, C-106, C-
301, C-302, C-305, C-306, C-405, C-406, C-501, C-502, C-509, C-625 &
C-701
2
F
If any Action Codes are omitted or conflict with information included in the attached documentation, please contact the sender
immediately for clarification.
ACTION CODES: A For your information C As requested E Refer to remarks below or on attached
sheet(s)
B For your action D Refer to Submittal Review F For submission
REMARKS:
For 1sl Submission
H&
ANcifITE.CTS & ENGINEERS
4880 Sadler Road, Suite 3DO
Glen Allen, VA 23060
T (BD4) 285.41711 F I8041 21 TB520
LAST REVISION 0612112012

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' Training Complex
Stone Bay, Marine Corps Base
�Camp Lejeune, North Carolina
GER Project No. 110-6172
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prepared for
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HBA-H&A Joint Venture
EG6VE
Virginia Beach, Virginia
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JUN 0 2 2014
July 10, 2013
BY-
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GeoEnvironmental Resources,=tne.
Consulting Engineers
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Environmental • Groundwater • Hazardous
Materials - Geolechnical • Industrial Hygiene
27I 2 SOUTHERN BOUIF.VARd, SUITE 101
VIR-INIA BFACII, VIR INiA 23452
757-463-3200 FAx [phone] WWW.gFRONliNF.COM

G E = July 10, 2013
GeoEnvironmental Resources=.Ix.
Ceroulling Engineers _
MW
Emimnmenlal • Grourxiwater • Hazardous Materials • Geotechnical • aMustnal Hygiene
HBA-H&A Joint Venture
c/o HBA Architecture & Interior Design, Inc.
One Columbus Center, Suite 1000
Virginia Beach, Virginia 23462
Attention: Mr. Macklin Smith, AIA
Subject: Report of Geotechnical Exploration
P-1391 SOF Sustainment Training Complex
Stone Bay, Marine Corps Base, Camp Lejeune, North Carolina
A/E Contract No. N40085-10-D-5301, CT'O 0026, Mod 01
HBA-H&A JV Project No. 09049.23A
GER Project No. 110-6172
GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the
above referenced project. Our services were performed in accordance with our proposal P12-110-5621
dated November 7, 2012 and authorized by Mr. Joseph Bovee of HBA on February 6, 2013.
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
Charles F. P. Crawley, III, P.E. ````%%% rCARO�������i
2013.07.1019:20:19-04'00' ��o Oe
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028246
Charles F. P. Crawley, III, P.& y �;
Assistant Vice President
PPG
Scott A. Barnhill, P.E.
Executive Vice President
SOUTh ERN PROIESSiONAI CENTER 1 2712 SOUTh(RN BOUILVARd, SURE 101 VIRGINIA BEACH, VIRGINIA 23452
TEI (757) 4G3.3200 FAX (757) 4G3.3080 W%'W.GERONIiNCCOM

EXECUTIVE SUMMARY
The subsurface conditions were explored by 32 standard penetration test (SPT) soil borings conducted to
depths of 10 to 60 feet below existing grades in proposed building and site development areas and by 1
piezocone penetration test (CPTu) sounding pushed to refusal at a depth of about 68 feet below existing
grade in a proposed building area. Supplemental field testing and sampling included down hole shear
wave velocity measurements at the CPTu sounding location, 4 constant head permeability tests at
proposed BMP locations, installation of 2 temporary piezometers for groundwater level observation,
collection of 4 bulk samples from proposed pavement areas for laboratory CBR testing, and collection of
3 composite samples from representative locations for laboratory chemical analyses. Geotechnical and
chemical laboratory tests were conducted on selected soil samples.
The subsurface conditions encountered in the soil borings and sounding were composed of 3 general
stratigraphic layers. These layers included very loose to firm, slightly silty, silty and clayey sand (Stratum
1), very soft to very stiff, low plasticity clay and clayey silt (Stratum 2), and very loose to very dense,
silty and clayey sand with shell (Stratum 3). Stratum 2 was interbedded with Stratum 1 at some testing
locations.
The groundwater table was encountered at depths ranging from about 5 to 18 feet below the current
ground surface during the exploration. The average encountered groundwater depth was about 11 feet
below existing grade. Seasonal high water table levels are estimated to occur at depths of about 2 to 4
feet where there is a tendency for a perched water table above the Stratum 2 clay.
Based on the subsurface data collected and structural reactions provided, shallow foundation systems
appear feasible for supporting Breacher Houses 1 and 2, Shoothouses A and B, Breacher Classroom, and
the low roof portion of the Indoor Shooting Range. The design soil bearing pressure is 2,000 psf for
footings bearing on competent native soil and structural fill after necessary site improvements.
For the high roof portion of the Indoor Shooting Range, it may be possible to utilize similar shallow
foundations if the option of including column footings for mechanical equipment support is used along
with the bearing walls, and if the predicted total footing settlement of 11/4 inches is acceptable. If this
option is not used or the settlement is not deemed acceptable, ground improvement using soil
reinforcement elements beneath the footings is recommended for the high roof structure.
Footing improvement for settlement control should consist of soft or rigid soil inclusions. Recommended
soft inclusions include drilled or displacement rammed aggregate piers that are designed and installed by
a specialty geotechnical contractor. A design bearing pressure in the range of 3,000 to 5,000 psf is
anticipated for this technique. Recommended rigid inclusions are driven timber piles that are installed
into the Stratum 3 sand layer by a conventional pile driving contractor. Rigid inclusions require a load
transfer platform between the tops of the piles and the bottom of the footings. The design bearing
pressure for rigid inclusions is 3,000 psf. Total settlements of 1 inch or less is anticipated for either
improvement technique.
Portions of Shoothouses A and B and a portion of the Indoor Shooting Range are expected to see
differential site grade increases of about 3 feet or more above existing elevations. This may result in
intolerable post -construction differential settlement of the structure foundations and slabs. Preloading
those differential grade increase areas with structural grading fill is recommended prior to foundation
construction. Recommended preloading and monitoring criteria are provided.
Conventional ground supported concrete floor slabs may be used for the proposed buildings following the
recommended site improvements.
A design CBR value of 10 is recommended for new pavements supported by the upper native soils in a
compact and stable condition. Preliminary bituminous surfaced pavement sections are provided.

EXECUTIVE SUMMARY
The upper site soils were measured to have low infiltration rates of less than 0.1 inches per hour. When
combined with a shallow seasonally high water table, the site conditions are unfavorable for infiltration
and bioretention LID systems. Use of open sand filter basins which are built up above existing grades or
conventional wet detention ponds are likely most feasible for the site conditions encountered.
Site Class D for seismic design was determined for the site based on the results of this exploration.
Removal of a typical 6-inch veneer of topsoil like material is expected to be necessary in building and
pavement areas. However, additional excavation and replacement with structural fill will be required in
many areas where existing tree stumps are removed. Selective undercutting and replacement of soft and
organic surface soils beneath footings, slabs and pavements should be anticipated on the project.
Only some of the existing upper site soils are expected to be suitable for reuse as structural fill and
backfill on the project based on the field and laboratory test results. Much of the upper materials are
clays and sands with excessive fines and are not recommended for reuse in the building and pavement
areas.
Chemical analysis of 3 soil samples from the upper 4 feet indicated the presence of TCLP metals (Barium,
Chromium, Lead and Mercury), Toluene and TPH-DRO, but each at concentrations below regulatory
action levels. Excavated material with detectable concentrations of TPH should not be reused on -site and
will require disposal at a permitted facility.
GER

TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY ................................................ i
PURPOSE OF EXPLORATION .........................................
1
PROJECT INFORMATION ..:..........................................
1
SITE DESCRIPTION .................................................
1
EXPLORATION PROGRAM ............................................
2
EXPLORATION RESULTS .............................................
4
Soil Stratigraphy .................................................
4
Groundwater...................................................
5
Surface Materials ................................................
6
SUBSURFACE EVALUATION ..........................................
6
Building Foundations ..............................................
6
SiteGrading .....................................................
8
Civil Site Development ............................................
8
RECOMMENDATIONS................................................
9
Building Foundations .............................................
9
Ground Floor Slabs ...............................................
10
Building Site Preparation ..........................................
10
Subgrade Preparation ............................................
11
Pavements......................................................
11
Fill and Backfill..................................................
12
Seismic Parameters ..............................................
12
Stormwater Management .........................................
12
LIMITATIONS......................................................
13
APPENDICES
APPENDIX A - Drawings
APPENDIX B - Field Test Data
APPENDIX C - Laboratory Test Data
APPENDIX D - Procedures and Interpretation Methods
GER

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
6ER Project No. 110-6172 Page I
Purpose of Exploration
The purpose of this exploration was to obtain
geotechnical data from the proposed project site
and to provide recommendations associated with
the project foundations and site improvements
based on analysis of the field and laboratory data
obtained.
Project Information
The proposed project will prepare full design and
construction documents for a new training facility
at the Stone Bay MARSOC compound of Marine
Corps Base (MCB) Camp Lejeune, North Carolina. A
site location plan is shown in Figure 1 and on
Drawing 1 in Appendix A. The project will include
six buildings: Breather Houses 1 and 2 (2,905 SF),
Indoor Small Arms Range (61,397 SF) with
attached decon facility (2,507 SF), Shoothouses A
and B (19,368 SF), and Breather Classroom (3,346
SF). Building construction and anticipated
structural loading will vary by structure as follows:
Shoothouses A & B and Breather Houses 1 & 2 will
consist of pre-engineered metal building (PEMB)
systems with open free standing walls built off of
the slab -on -grade floors. The shoothouses will
have a steel framed catwalk over the floor plan.
Maximum PEMB column loads are 65 kips and
maximum catwalk post loads are 15 kips.
The Breather Classroom will be a single -story
structure with light -gauge steel trusses bearing on
exterior CMU with brick veneer and slab -on -grade
floor. Maximum wall loads are 2.5 kips per linear
foot (klf) and maximum post loads at the covered
canopy portion is 13 kips.
The high roof portion of the Indoor Range Building
will consist of long span (127 feet) steel joists
bearing on tilt -up concrete bearing walls and
slab -on -grade floor. Typical wall loading is 6.2 klf
for exterior walls and 12.4 klf for the interior
double wall. Maximum wall loading at joists
supporting large HVAC equipment is 9.0 klf for
exterior walls and 18.0 klf for the interior double
wall. At the maximum loading, the walls maybe
detailed with column reinforcing within the walls at
joist bearing. These maximum column loads would
be 54 kips (exterior) and 108 kips (interior) and
used in combination with the typical wall loading.
Figure 1. Site Location Map
The low roof portion of the Indoor Range Building
will consist of light -gauge steel trusses bearing on
exterior CMU with brick veneer and slab -on -grade
floor. The trusses will also be anchored to the
gable end tilt -up wall between the low and high
roof portions. Maximum wall loads at CMU exterior
walls are 2 klf and maximum wall loads at the
gable end tilt -up wall are 4 klf.
Site improvements will include bituminous paved
access drives and POV parking lots, walks, fencing,
utilities, expansion of tactical landing zone (TLZ)
Vulture, and stormwater management using low
impact development (LID) techniques to the extent
possible. Finished floor elevations for the buildings
were provided as 15.25 feet for Breather Houses 1
and 2, 27.00 feet for Breather Classroom, 18.50
feet for Shoothouse A, 25.00 feet for Shoothouse
B, and 31.00 feet for the Indoor Range.
Site Description
The project site is located inside the MARSOC
complex at Stone Bay. The north and south parts
of the site are bisected by the unsurfaced Loop
Road. The MARSOC perimeter security fence is
currently located along the north side of Loop
Road. The majority of the site is densely wooded
with the exception of an open area containing an
obstacle course where part of the indoor range
building will be sited. The majority of the proposed
new development is situated on relatively high
ground or gentle slopes and is surrounded by
GER

P-1391 SOF Sustainment Training Complex, Stone Bay
QER Project No. 110-6172
steep ravines and wetland areas on nearly all sides
of the proposed training complex. Existing ground
elevations range from about 10 feet to 31.5 feet
(NAVD88) at the south part of the site according to
the topographic survey provided. Topographic
information is not presently available for the north
part of the site. According to historical images
viewed on Google Earth and USGS topographic
maps, the project site, excluding the road and
cleared area around the obstacle course, has been
wooded and undeveloped for several decades.
Exploration Program
The subsurface exploration program consisted of
the fallowing sampling and testing at the
approximate locations shown in Figures 2A and 2B
and on Drawings 2A and 2B in Appendix A:
❑ Conducting 20 standard penetration test (SPT)
soil borings to depths of 25 to 60 feet below the
ground surface for the proposed structures
(SB-series borings).
❑ Performing 12 SPT soil borings to depths of 10
to 15 feet below the ground surface for
prospective pavement (PB-series) and
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July 10, 2013
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stormwater management (BMP-series)
locations.
PO 3
❑ Conducting 1 piezocone penetration test (CPTu)
sounding to refusal at a depth of nearly 68 feet
below the ground surface with down -hole shear
wave velocity (Vs) measurements at nominal 1
meter depth intervals at the indoor range
building (SB-17 location).
❑ Conducting 4 in -situ constant head borehole
permeability tests at depths of about 5 to 7 feet
below existing grades at selected BMP-series
boring locations.
❑ Installing 2 temporary piezometers for
measuring stabilized water levels at locations
BMP-3 and BMP-5.
❑ Collecting 4 bulk soil samples in the upper 3
feet at selected PB-series boring locations for
laboratory CBR tests.
❑ Collecting 3 composite soil samples from the
upper 4 feet at locations P13-3, PB-6 and SB-18
for laboratory chemical analyses.
❑ Performing geotechnical laboratory testing for
natural moisture content, grain size, plasticity,
BMP-Y
Figure2A. Testing Locations - North of Loop Road
GER

❑ Performing chemical laboratory analysis for
Benzene, Toluene, Ethyl Benzene and Xylene
(BTEX), total petroleum hydrocarbons (TPH) for
both diesel and gasoline range organics (DRO &
GRO), and toxicity characteristic leaching
procedure (TCLP) for the 8 RCRA metals.
The testing locations and depths were selected by
GER in consultation with the A/E. Test locations
were established in the field using a handheld GPS
receiver having an accuracy of 3 to 10 meters.
Drawings showing site information and interpreted
subsurface data are provided in Appendix A. Field
exploration test results are provided in Appendix B.
Laboratory test results are provided in Appendix C.
Exploration procedures and interpretation methods
are provided in Appendix D.
The test borings were advanced by a CME 55 ATV
mounted drill rig using nominal 3-inch diameter
boreholes and both mud rotary and hollow stem
auger drilling techniques. Standard penetration test
(SPT) sampling was conducted in the borings at
discreet intervals in general accordance with ASTM
D 1586. An automatic hammer was used to drive
P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
GER Project No. 110-6172 Page 3
Figure 2B. Testing Locations -South of Loop Road
pH and CBR on selected soil samples recovered the sampler. Small disturbed samples obtained
from the site. during the test were visually classified in general
accordance with ASTM D2487 and selected
representative samples were saved for laboratory
testing.
Measurements of water table depth were made in
the open boreholes at one day following
completion of each boring and temporary 2-inch
diameter piezometers were installed within Borings
BMP-3 and BMP-5. All boreholes were backfilled
with a cement-bentonite grout mix upon
completion of these measurements.
The piezocone penetration test (CPTu) sounding
was conducted using an integrated electronic
seismic piezocone with a 15 cm' tip and a 225 cmz
friction sleeve. The cone is designed with an equal
end area friction sleeve and a tip end area ratio of
0.80. The piezocone dimensions and the operating
procedure were in accordance with ASTM D 5778.
Pore pressure filter elements made of porous
plastic were saturated under a vacuum using
silicone oil as the saturating Fluid. The pore
pressure element was 6 mm thick and was located
immediately behind the tip (the Uz location).
GER

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
wit Project No. 110-6172 Page 4
The cone was advanced using a 20-ton track between strata may be gradual. The material types
mounted CPT rig. Tip resistance (qc), sleeve and strata depths shown on the testing records are
friction (fs) and dynamic pore pressure (u) data not necessarily representative of all materials that
were recorded every five centimeters as the cone will be encountered during construction. Water
was advanced into the ground. The reported tip levels shown on the testing records only represent
resistance (qt) was corrected for porewater effects. the conditions present at the time frame of the
exploration.
Field saturated hydraulic conductivity tests were
conducted at depths of about 5 to 7 feet adjacent
to locations BMP-1, BMP-2, BMP-3 and BMP-4
using a constant head borehole permeameter. The
constant head method is based on Darcy's Law,
Q=kiA. The test involves creating a ponded height
of water in an open well or borehole to establish a
bulb of field saturated soil around the base of the
borehole. Once the saturated bulb becomes
established, the flow of water out of the borehole
and into the soil should approach a constant rate
(steady state flow). After the inserting the
permeameter into the boreholes, measurements of
flow and time were recorded until a relatively
steady flow rate was observed or until it was
obvious that a steady state flow or desired rate
would not be achieved. The field saturated
hydraulic conductivity, Ktss, was calculated
according to the procedures of Reynolds et al.
(1993) and the US Bureau of Reclamation (1990).
Exploration Results
The subsurface conditions encountered at the
boring and sounding locations are shown on the
test boring and cone penetration test records in
Appendix B. The test boring records represent our
interpretation of the
subsurface conditions based S6-01 SE-02 S9-03
on visual examination of
field samples obtained and
laboratory classification
testing on selected samples.
The CPT sounding records
represent direct
measurement and
interpretation of the
subsurface conditions based a
on published correlations to
strength, stiffness, behavior
and other index properties.
The lines designating the
interface between various
strata on the testing records
Soil Stratiaraohy
The interpreted subsurface profile generated from
the testing locations is composed of 3 general
stratigraphic layers. Figures 3A and 3B and
Drawings 3A and 3B in Appendix A show estimated
subsurface profiles based on selected test boring
and sounding locations. Variations between the
estimated profiles and actual subsurface conditions
should be expected.
STRATUM 1 is composed of very loose to firm,
predominantly fine gradation, slightly silty, silty
and clayey SAND (SP-SM, SM, SC). It was
encountered below surface materials and extended
to variable depths of about 1 to 16 feet below the
ground surface. Stratum 1 was not present at one
testing location and was interbedded with Stratum
2 at six testing locations. SPT resistances in
Stratum 1 ranged from 2 to 17 blows per foot (bpf)
and averaged about 7 bpf. CPT tip resistance
ranged from about 9 to 62 tsf and averaged about
26 tsf. Effective stress friction angle for Stratum 1
is estimated to range from about 32^ to 42" and
average roughly 352.
H4F-2 FH-2 --Topsoil SE -OH SB-01 - SH-09
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represent the approximate 26
interface location. In Figure 3A. Estimated Subsufface Profi/e - North of Loop Road
addition, the transition
GER

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
6ER Project No. 110-6172 Page 5
STRATUM 2 is 0
composed of very soft a 16 8-I,
to very stiff, low q_ a SR-Iq
plasticity, sandy and
silty CLAY (CL) and
clayey SILT (ML). It
was encountered from
below Stratum 1 and
surface materials and
extended to the
termination depths of >
the BMP-series and w-
PB-series borings and
some SB-series
borings. In the other
SB-series borings,
Stratum 2 extended to
depths of about 13 to
32 feet below the
%
lei
j
mill
3
i$a
i:i
I
n�aI
�
I7j7 i
ground surface. The rigure.its. rsn
STRATUM 3 was encountered below Stratum 2 at
14 of the SB-series test locations and extended to
the termination depths of these borings and
sounding. It was indicated as very loose to very
dense, silty and clayey SAND (SM, SC) with
occasional to abundant shell fragments. The lower
portion of Stratum 3 is believed to be the tertiary
era River Bend and/or Castle Hayne Formations.
SPT resistances in Stratum 3 ranged from less than
1 to over 100 bpf and averaged about 15 bpf. CPT
tip resistance ranged from about 29 to 800 tsf and
averaged about 220 tsf in this stratum. Effective
stress friction angle for Stratum 3 is estimated to
range from about 34" to 472 and average nearly
40°.
Figure 4 and Drawing 4 in Appendix A show a plot
of the uncorrected SPT resistances with depth for
the soil borings. Figure 5 and Drawing 5 in
Appendix A show a profile plot of penetration
resistance and estimated soil parameters from the
CPT sounding results.
mareo
Groundwater
The groundwater table was encountered in the soil
borings and CPT sounding at depths ranging from
about 5 to 18 feet below the current ground
surface during the exploration. The average
encountered groundwater depth was about 11 feet
below existing grade. Seasonal high water table
(SHWT) levels are estimated to occur at depths of
about 2 to 4 feet below existing grade where there
is a tendency for a perched water table above the
Stratum 2 clay.
10
15
20
d 25
t
5 30
a
p 35
40
45
50
55
60
INME
■■■■IMI
S
IFRA.N■■■■■M---1
"■■■■■■■■■■■
L�■,�..■■■■■■■■■■■
1N■I■■■■■■■■
I■DO
■■■■■C■I■
■N.l�l�M■■
■
■
■■■•■.N■■■■■■
E■■■HE■■■■■■
5 10 15 20 25 30 35 40 45 50 55 fO
Standard Penetration Resistance (bpf)
Figure 4. SPT Resistance Profile
GER

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
aER Project No. 110-6172 Page 6
COME
011
„N
o SB-n
oSB 17
0 100 100 900 a 5 }s W 95 Q .s W 0A Os 10 Is 30 0 1 10 10 100 1000
M r, nerXnne (td) Nk Anee lenl Un ff. a itrenff h Wl MR c trdMd MOAdn lnn
Figure 5. Estimated Resistance and Soil Parameter Profile from CPT
The water levels shown on the testing records
represent the conditions encountered at the time
frame of the exploration and do not necessarily
represent the water conditions that will be
encountered during construction. Fluctuation in the
water levels may occur due to variations in
precipitation, evaporation, construction activity,
surface runoff, tides and other local factors.
Surface Materials
A 2 to 8-inch veneer of topsoil like material was
encountered at the testing locations. The typical
thickness was about 6 inches. Topsoil is a generic
description meaning the surface soil horizon and
does not necessarily imply the material is suitable
for reuse on the project. Surface material thickness
and composition can be expected to vary across
the project site limits. Also, the reported surface
material thickness does not account for the
quantity of excavation that may be required to
adequately remove tree stumps, roots, etc.
Subsurface Evaluation
We have evaluated the project information, site
conditions and subsurface conditions described in
the preceding sections with regard to supporting
the proposed buildings and the associated site
development. The following paragraphs discuss our
evaluations and basis for our recommendations.
Building Foundations
Bearing capacity calculations performed for the
Stratum 1 sands and upper Stratum 2 clays
indicate a design soil bearing pressure up to 2,000
psf would be appropriate for soil supported shallow
footings at this site. Results of settlement
calculations performed using this footing bearing
pressure and the maximum structural loads
provided indicate total settlements ranging from
about 1/2 of an inch to less than 1 inch for Breacher
Houses 1 and 2, Shoothouses A and B, Breacher
Classroom, and the low roof portion of the Indoor
Shooting Range. The relatively small footing widths
for these structures will impose minimal stress
increase on the saturated soft clay portion of
Stratum 2 and the estimated total settlements are
expected to be satisfactory for the above
structures. However, the above settlement
calculations do not include any effects due to site
grade increases as discussed later.
Wider wall footing sections result for the high roof
portion of the Indoor Shooting Range at maximum
GER

P-1391 SOF Sustainment Training Complex, Stone Bay
July 10, 2013
GER Project No. 110-6172
Page 7
structural loads. The wider wall footings will
provided, we expect driven timber piles oriented in
transmit greater stress increase to the saturated
a zigzag pattern below the footings and spaced at
soft clay portion of Stratum 2. As a result,
5 to S feet on centers will be adequate. The LTP
maximum total footing settlements on the order of
should consist of 2 layers of compacted aggregate
11/2 to 13/4 inches were calculated for the
separated by a geogrid or high strength geotextile.
maximum wall loads, also neglecting effects due to
The design bearing pressure is 3,000 psf and total
site grade increases. We expect these predicted
settlements of 1 inch or less are anticipated for this
settlements will not be tolerable for the proposed
technique.
high roof structure. However, if the typical (lower)
wall loads are used in combination with columns
supporting the rooftop HVAC equipment, the
INERTIAL LOADS
estimated total settlements are on the order of 1
r i
to 11/4 inches. This predicted magnitude of
settlement may be satisfactory for tilt -up concrete
r
panel construction pending the designer's and
f
DISPLACED
I
owner's concurrence.
FOPLACEDN
If the optional wall and column supports for the
high roof structure are not used or if the
settlement is not deemed acceptable, ground
improvement using soil inclusion reinforcement
elements beneath the footings is recommended in
lieu of using a deep foundation system. Soil
inclusions can be "soft" or "rigid" and each has
differing support and load transfer mechanisms.
Recommended soft inclusions include drilled or
displacement rammed aggregate piers that are
designed and installed by a specialty geotechnical
contractor. The concept is shown in Figure 6. The
construction process is relatively simple and
involves compacting successive layers of aggregate
from the bottom up within a drilled or displaced
cavity. The required depth and diameter of the
aggregate piers will be determined by the
designer. Footings are supported directly upon the
soil -pier matrix and a design bearing pressure in
the range of 3,000 to 5,000 psf is anticipated at
this site using this technique. The aggregate piers
will likely be designed to achieve a total settlement
tolerance of 1 inch or less.
Recommended rigid inclusions are driven timber
piles that are installed into the Stratum 3 sand
layer by a conventional pile driving contractor. The
concept is shown in Figure 7. Unlike soft inclusions,
rigid inclusions require a load transfer platform
(LTP) between the tops of the elements and the
bottom of the footings. The LTP helps distribute
the foundation pressure over the soil -pile matrix
and acts as a cushion over the piles to minimize
concentrated stresses at the bottom of the
footings. The LTP is typically constructed of dense
graded aggregate material. For the wall loads
PASSIVE
EARTH € L - _
PRESSURE
I J
- SLIDING
RESISTANCE
GEOPIER
MATRix
BEARING -LI
SOIL
PRESSURE
BEARING
PRESSURE
UPLIFT
ANCHOR
GEOPIER J
ELEMENT
Figure 6. Footing Supported by Rammed
Aggregate Piers (courtesy of Geopier Foundation
Company)
PLAN
��FOOTING
11AXIS OF
l LOADING
�— — INCLUSION
(PILE)
Figure 7. Footing Supported by Rigid Pile
Inclusions
GER

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
aeR Project No. 110-6172 Page 8
Note that both of the soil inclusion alternatives testing and laboratory consolidation testing data
considered are ground improvement techniques for for this soil deposit on the nearby MARSOC
settlement control and are not considered deep Headquarters and Fire Station sites, and our
foundation systems. knowledge of actual site response data to
preloading on these sites. The consolidation
Site Grading
There is a potential concern for some of the
building sites due to the anticipated response of
the saturated Stratum 2 clays from wide area
loading associated with site grade increases. Our
settlement analyses indicate that when the building
area grade increase (fill plus Floor slab thickness)
approaches 3 feet, there is potential for excessive
post -construction settlement due to the grading
and structural loads combined. In comparing the
proposed finished Floor elevations for the buildings
with the existing site grades, we estimate 3 or
more feet of grade increase will occur within the
footprint of Shoothouses A and B and the Indoor
Range. Additionally, the grade increases are
differential and not uniform.
To mitigate this concern, we recommend
preloading the differential grade increase areas
with structural grading fill prior to foundation
construction. Three areas were identified for
preloading and delayed foundation construction.
These areas are shown on Drawing 6 in Appendix
A.
Grading fill should be installed to the grading limits
shown on the civil plans and settlement plates
should be used for monitoring the site preloading
in the denoted areas. Foundation construction in
the denoted areas should be delayed until
settlement plate readings indicate cessation of
subsurface response. Foundation construction may
begin elsewhere during the preloading period.
Optional surcharge material may be placed above
the grading fill in the denoted areas if desired. It
should be noted that on recent past projects where
the contractor was responsible for monitoring the
preloading program, we have seen inexplicable
results that did not provide confidence that the
desired site response and level of improvement
was achieved.
An undisturbed sample from Stratum 2 of sufficient
quality for testing was not obtained. Consequently,
consolidation settlement parameters for the
saturated portion of Stratum 2 were estimated
using our database of empirical correlations to
laboratory index tests, previously obtained in -situ
parameters used in our settlement analyses were:
❑ Overconsolidation Ratio, OCR: 1.5
❑ Initial Void Ratio, eo:
1.05
❑ Compression Index, G:
0.40
❑ Recompression Index, G:
0.03
❑ Consolidation Coefficient, c.:
0.6 ff=/day
Civil Site Development
Compacted structural fill and/or firm, stable
Stratum 1 and Stratum 2 soils are expected to be
satisfactory for supporting bituminous surfaced
pavements. However, the clayey upper soils will be
moisture sensitive and have the potential to
deteriorate under construction traffic and upon
exposure to wet weather. It is inevitable that
selective undercutting and replacement of
pavement subgrade will be necessary at parts of
the site where deteriorated subgrade is
encountered or created. Use of geogrid
reinforcement beneath the pavement section could
be an economical method to improve pavement
subgrade support.
We believe the soil conditions, infiltration test
results and estimated shallow seasonal high water
table (SHWT) depth at the site are unfavorable for
using infiltration and bio-retention low impact
development (LID) techniques. Camp Lejeune,
including the MARSOC complex within Stone Bay,
has a history of LID systems not functioning as
designed and there is a similar risk of that
occurring at this site. Open basin sand filter
systems have been used successfully at MARSOC
and should be given serious consideration for this
project. Elevating the basin bottoms above the
SHWT may be necessary. Traditional detention
pond BMP systems may also be considered.
Chemical laboratory analysis of 3 soil samples from
the upper 4 feet indicated the presence of TCLP
metals (Barium, Chromium, Lead and Mercury),
Toluene and TPH-DRO above the laboratory
detection limit. However, the detected
concentrations are below regulatory action levels.
The laboratory results are included in Appendix C.
Excavated material with detectableconcentrations
of TPH should not be reused on -site and will
GER

P-1391 SOF Sustainment Training Complex, Stone Bay My 10, 2013
aER Project No. 110-6172 Page 9
require disposal at a permitted facility. Note that ❑ The soft inclusion alternative is rammed
the above samples were obtained from open areas aggregate piers that are designed and installed
where previous land disturbing activities had by a specialty geotechnical contractor who is
occurred. hired by the general contractor. This should be
clearly stated in the plans and specifications.
Laboratory pH test results on selected soil samples The plans and specifications should also include
were generally in the range of 5 to 7. This would the necessary design information and
suggest the site has moderate corrosion potential performance objectives to be met, such as
for buried metal. design loads, settlement criteria, QA/QC, etc.
The aggregate pier designer and installer
Recommendations should have a minimum of 5 years experience
on similar projects with similar soil conditions.
Based on the subsurface data obtained from the ❑
site and our understanding of the project, the
following recommendations are provided.
Building Foundations
❑ Breacher Houses 1 and 2, Shoothouses A and
B, the Breacher Classroom, and the low roof
portion of the Indoor Shooting Range may be
designed using conventional shallow
foundations. The maximum allowable soil
bearing pressure is 2,000 psf for footings
bearing on approved existing soils or
compacted structural fill. Footings should be
constructed after properly preparing the sites as
discussed elsewhere in this report.
❑ Total settlements on the order of one inch were
calculated for Breacher Houses 1 & 2 and
Shoothouses A & B using the provided
maximum structural loads and the estimated
post -construction settlement due to site grade
increases less than 3 feet. Total settlements on
the order of one half inch were calculated for
the Breacher Classroom and the low roof
portion of the Indoor Shooting Range.
Differential settlements on the order of one half
of these estimated total settlements should be
expected.
❑ The same shallow footing design may be used
for the high roof portion of the Indoor Range if
this structure is (a) designed with the lower
wall loads and columns supporting the rooftop
HVAC equipment, and (b) if the estimated total
settlements of 1 to 11/4 inches are deemed
acceptable. If the high roof structure is not
designed with the optional wall and column
supports or if the predicted settlement is
unacceptable, soft or rigid inclusion techniques
should be used as ground improvement
beneath shallow footings.
The rigid inclusion alternative is driven timber
piles installed by a conventional pile driving
contractor. The design and construction criteria
is as follows:
Timber piles should have a minimum butt
diameter of 12 inches and minimum tip
diameter of 8 inches (12-3-8 designation).
The piles should be installed into the Stratum
3 sands at a tip elevation of about -5 feet
(35-foot bid length). Piles should be driven
with an impact hammer having a rated
energy on the order of 15,000 ft-lbs. A field
inspector should witness pile installation to
verify pile tips have reached the intended
bearing stratum.
Piles should be oriented in a zigzag pattern
along the alignment of the walls and have a
maximum center -to -center spacing of 8 feet
for wall loads of 12.5 klf and less and 5 feet
for wall loads greater than 12.5 klf. In the
transverse direction, the center axis of the
piles should be appropriately spaced on
alternating sides of the center of the loading
axis. Edges of the piles should be within the
limits of the structural footing.
Piles should be cut off flush with the
subgrade at a distance of 16 inches below
the plan bearing elevation. The LTP should
be constructed using two, 8-inch layers of
dense graded aggregate (NCDOT ABC)
compacted to 95% of the ASTM D698
maximum dry density. The width of the LTP
should equal that of the structural footing.
A structural geogrid or high strength
geotextile having an ultimate tensile strength
of at least 5,000 Ib/ft should be installed
between the two layers of aggregate.
Uniaxial geogrid may be used provided it is
placed in the longitudinal direction of the
GER

P-1391 SOF Sustainment Training Complex, Stone Bay
GER Project No. 110-6172
footing. Biaxial geogrid should have an
aperture size in the range of 0.8 to 1.3
inches. The geogrid or geotextile should
extend the full width of the LTP.
• Footings may be sized for an allowable
bearing pressure of 3,000 psf. Total
settlements of one inch or less are
anticipated.
❑ Footings and load bearing exterior turn -down
slab edges should bear at least 16 inches below
final grades for bearing capacity considerations
and for protective embedment. The depth for
frost protection considerations is 5 inches.
❑ The minimum footing widths should be 2 feet
for wall footings and 3 feet for individual
column footings for ease of construction and to
prevent a punching failure.
❑ Foundation subgrades should consist of
relatively firm, dry suitable soils that are free of
debris, organic, highly plastic and loose
material. Foundation subgrades should be
verified and approved by a qualified field
inspector. Actual soil conditions should be
probed and compared to those described in this
report.
❑ If unsuitable subgrade materials are
encountered at the foundation locations, such
materials should be undercut to reach more
suitable or firm native soil and replaced with
approved structural backfill to the design
bearing elevation.
❑ Foundation subgrade soils are susceptible to
strength loss and deterioration after prolonged
exposure to the environment. Foundations
should be placed the same day that excavations
are made whenever possible. A "mud mat" of
lean or tremie concrete should be placed on
approved subgrades if this cannot be
accomplished and when precipitation is
imminent.
❑ If the soil conditions encountered are different
from those described in this report, the
geotechnical engineer of record should be
contacted by the Contracting Officer.
Ground Floor Slabs
July 10, 2013
Page 10
lines and along load bearing walls so that
foundations and the slab can settle differentially
without damage.
❑ Subgrade modulus for slab design will be based
in part on the properties of the building pad fill
material. A subgrade modulus of 200 pci is
estimated for typical compacted structural fill
placed over approved Stratum 1 subgrade soils.
❑ A minimum 4 inch thick layer of porous gravel
or clean sand fill should be used directly
beneath the slabs to provide for lateral drainage
of moisture. If sand is chosen, it should
conform to ASTM C 33 Fine Aggregate. The
porous fill layer should be covered with an
impermeable membrane sheeting to retard
vapors and prevent clogging during concrete
placement.
Building Site Preparation
❑ Preloading with structural grading fill should be
performed prior to foundation construction at
the southwest corner of Shoothouse A,
northeast side of Shoothouse B, and northeast
corner of the Indoor Range. The limits of the
preloading and delayed foundation construction
are shown on Drawing 6 in Appendix A. Grading
fill for preloading should be constructed to
within 0.5 feet of the planned finished Floor
elevation.
❑ The base bid duration of preloading in the
designated areas is 30 days. However, site
response monitoring using settlement plate
instrumentation shall be the basis for beginning
foundation construction in these areas. A
preloading and settlement plate detail is
provided on Drawing 7 in Appendix A.
❑ A minimum of 1 settlement plate should be
installed for each preloading area. Settlement
plates should be installed on the prepared
subgrade prior to filling. During fill placement
and compaction, care should be taken
immediately around the instruments to avoid
damage.
❑ Elevation readings should be obtained by a
licensed land surveyor starting on the date of
settlement plate installation and at weekly
❑ Soil supported concrete Floor slabs may be used intervals during and after fill placement.
for the proposed structures following the ❑ Weekly settlement plate readings shall be
recommended subgrade preparations. Floating forwarded to the Contracting Officer and on to
slabs should generally be jointed at column the designers of record for evaluation of the
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P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
GER Project No. 110-6172 Page 11
site response. Typically, but not necessarily, values to account for variations in soil type,
elevation readings that show a proper compaction and moisture content.
settlement vs. time response trend and which
indicate no change in settlement for three
consecutive weeks are the criteria for surcharge
removal.
Subarade Preparation
❑ The ground surface in the building and
pavement areas should be cleared, grubbed
and stripped of all topsoil, vegetation, tree
stumps, roots greater than 2 inches in diameter
and debris to reach firm soils. This work should
be performed during a period of dry weather to
avoid excessive deterioration of the exposed
subgrade. Positive surface drainage should be
maintained at all times during construction to
prevent water accumulation on the subgrade.
❑ The required topsoil stripping depth may be
variable across the site and is estimated to
average about 6 inches based on the soil
borings. However, additional material removal
thickness will be required for tree stumps and
to remove muck from existing swales. Site
stripping should generally extend 5 feet beyond
the outside of building lines and to the back of
curb lines in pavement areas.
❑ The exposed subgrade soils in the building and
pavement areas should be compacted with a
non -vibrating drum roller and inspected by
proofrolling to check for pockets of soft soils
prior to grading. Proofrolling should be
conducted after a suitable period of dry
weather to avoid degrading an otherwise
acceptable subgrade. A loaded dump truck or
similar heavy rubber tired construction
equipment should be used for proofrolling.
❑ Site stripping, grading and proofrolling should
be observed by a field inspector. Unsuitable soil
conditions observed during this process should
be corrected by excavating and replacement
with structural fill or other improvement
methods approved by the Contracting Officer.
❑ Pavement section thickness design will depend
in part on the final grades, intended uses and
design traffic types and quantities which are
partially unknown. A preliminary bituminous
surfaced pavement section for the access drives
calculated for an assumed 10 daily equivalent
single axle loads (ESAL-18) over a 20 year
design life is:
• 3.0" 5-9.5B Surface Course
• 8.0" Aggregate Base Course
• 200-lb Tensile Strength Geotextile Fabric
• Firm natural subgrade or compacted select
material
❑ For bituminous surfaced POV parking lot stalls,
the above section with a single lift (1.5"
thickness) of 5-9.5B Surface Course may be
used.
❑ Final pavement section designs should be
adjusted as applicable for the actual vehicle
traffic expected by the end user. Pavement
materials and construction should conform with
applicable UFGS and NCDOT specifications.
❑ Topsoil, vegetation, debris and otherwise
unsuitable soils should be removed from the
pavement areas. During construction, positive
surface drainage should be maintained to
prevent water accumulation on the subgrade.
Drainage or dewatering trenches along the
edges of the pavement may be necessary to
help promote subgrade drying.
❑ After completion of rough grading, the
pavement subgrade should be proofrolled to
detect pockets of soft or otherwise unsuitable
material. Proofrolling should be conducted after
a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade. A
loaded dump truck or similar rubber tired
construction equipment should be used for
proofrolling.
❑ To the extent possible, prepared subgrades
Pavements should be protected from exposure to wet
weather and heavy construction equipment
❑ A maximum design CBR value of 10 is should be restricted from traveling over
recommended for mechanically compacted and prepared surfaces. Prior to paving, a second
firm existing Stratum 1 soils based on the field proofroll should be performed on the aggregate
and laboratory test results. The recommended base material to determine if localized areas
design value is lower than the laboratory test have degraded due to construction traffic or
moisture problems.
aL

P-1391 SOF Sustainment Training Complex, Stone Bay July 10, 2013
cER Project No. 110-6172 - Page 12
❑ Pavement construction is best suited for the applications when approved by the Contracting
traditionally drier summer and fall months to Officer. Material should consist of washed
minimize deterioration of the subgrade soils crushed stone conforming to gradation #57 by
caused by construction traffic and exposure to ASTM C 33 or NCDOT specifications.
the environment. Use of geogrid reinforcement
should be considered as a bid option for
construction to potentially reduce quantities of
unsuitable soil removal.
Fill and Backfill
❑ Representative samples of each proposed fill
material should be collected before filling
operations begin and tested to determine
maximum dry density, optimum moisture
content, natural moisture content, gradation,
plasticity and CBR. These tests are needed for
quality control during construction and to
determine if the fill material is acceptable.
❑ Fill and backfill soil used in building and
pavement areas should consist of non plastic
granular material having a maximum of 25
percent fines by ASTM D 1140, and maximum
liquid limit of 30 and maximum plasticity index
of 9 by ASTM D 4318. Acceptable soil
classification symbols by ASTM D 2487 include
GW, GP, GM, SW, SP, SP-SM and SM.
❑ Only some of the Stratum 1 soils are expected
to be suitable for reuse as structural fill and
backfill based on the laboratory results. Much of
the upper materials are clays and sands with
excessive fines and are not recommended for
reuse in the building and pavement areas. Also,
soils containing detectable concentrations of
TPH will need to be disposed of off -site. Fill
imported from off -site borrow pit sources
should be anticipated for this project.
❑ Fill and backfill soils should be spread in thin,
even layers not exceeding 8 inches loose
thickness prior to compaction. Each layer of soil
in building and pavement areas should be
compacted to achieve no less than 95 percent
of the laboratory maximum dry density as
determined by ASTM D 698.
❑ The moisture content of fill soils should be
maintained within t3 percentage points of the
optimum moisture content determined from the
laboratory Proctor density test. Fills should be
free of debris and deleterious materials.
❑ Crushed stone can be used for ease of
construction in certain structure backfilling
❑ The fill surface must be adequately maintained
during fill construction. The fill surface should
be compacted smooth and properly graded to
improve surface runoff while construction is
temporarily halted. Excavations to receive
backfill should not be left open for extended
periods.
❑ Fill should not be placed on wet or frozen
ground. Fill which becomes softened from
excess moisture should be aerated and
recompacted to acceptable levels, removed and
replaced with new compacted fill, or as
otherwise directed by the contracting officer's
representative.
Seismic Parameters
❑ The following seismic design parameters for 5%
critical damping and a 2% probability of
exceedence in 50 years were determined from
mapped values for the geographic site location
using the 2012 International Building Code
(2008 hazard data) and USGS seismic hazard
mapping software:
Site Class .....................
D
Design Peak Ground Acceleration ....
0.068g
0.2s Design Acceleration Sos ........
0.169g
LOS Design Acceleration So, ........
0.118g
0.2s MCE Acceleration SMs .........
0.254g
LOS MCE Acceleration S,m .........
0.177g
❑ Preliminary liquefaction analysis of saturated
sands in the general soil profile using the in -situ
parameters measured from CPT and Vs testing
indicate a satisfactory factor of safety for the
probabilistic design seismic event. The soft
saturated Stratum 2 clays are not expected to
be susceptible to liquefaction as the majority of
liquid limits are greater than 40 and the ratio of
natural moisture content to liquid limit averages
less than 0.9.
Stormwater Management
❑ The Stratum 1 and Stratum 2 soils were
measured to have low in -situ infiltration rates of
less than 0.1 inches per hour.
GER

P-1391 SOF Sustainment Training Complex, Stone Bay
July 10, 2013
aER Project No. 110-6172
Page 13
❑ Seasonal high water table (SHWT) depths at
members of our profession practicing in the same
the BMP areas of the site are estimated to
or similar locality. No other warranty, expressed or
range from about 2 to 4 feet below the existing
implied, is made. Third parties that rely on this
ground surface. This assessment is based on
report recognize that environmental and geologic
the potential for a perched water table above
conditions can vary from those encountered at the
the Stratum 2 clays. Final determination of
times and locations where data are obtained, and
SHWT elevations will be based on inspection by
that the limitation on available data may result in
the NCDENR soil scientist.
some level of uncertainty with respect to the
❑ The soil conditions and shallow SHWT depths
interpretation of those conditions, despite due
estimated for the site are not expected to be
professional care.
satisfactory for use of infiltration and
bio-retention LID stormwater techniques. Use
of open sand filter basins which are built up
above existing grades may be required for LID
compliance. A minimum of 2 feet of ASTM C33
washed sand and 6-inch diameter perforated
underdrains with cleanouts are recommended
for sand filter BMPs. If the owner and MARSOC
stormwater permit allows, traditional detention
pond BMP systems may also be considered.
❑ Open stormwater management basins should
use side slopes of 3H:1V or Flatter to protect
from sloughing. Slopes should be protected
from erosion using one or more widely available
erosion control methods (turf, vegetation,
geosynthetics, hard armor revetment, etc.).
Limitations
The analyses and recommendations provided are
based in part on project information provided to
us. They only apply to the specific project and site
discussed in this report. If the project information
section in this report contains incorrect information
or if additional information is available, you should
convey the correct or additional information to us
and retain us to review our recommendations.
Regardless of the thoroughness of a geotechnical
exploration, there is always a possibility that
conditions between test locations will be different
from those at the specific locations and that
conditions will not be as anticipated by the
designers or contractors. In addition, the
construction process may itself alter soil conditions.
Unanticipated conditions should be reported to the
design team along with timely recommendations to
solve the problems encountered.
GeoEnvironmental Resources, Inc. has performed
its services expressly for our client and its client
using that degree of care and skill ordinarily
exercised under similar conditions by reputable
GER

TEST BORING RECORDS
The enclosed test boring records represent our interpretation of the subsurface conditions
encountered at the specific boring locations at the time explorations were made based on visual
examination of the field samples obtained and selected laboratory classification testing if
performed. The lines designating the interface between various strata on the boring records
represent the approximate interface location. In addition, the transition between strata may be
more gradual than indicated. Water levels shown represent the conditions only at the time of
the field exploration. It is possible that soil and groundwater conditions between the individual
boring locations will be different from those indicated. Boring surface and strata elevations, if
shown, shall be considered approximate and are referenced to project datum shown on the
plans or described in the geotechnical report unless noted otherwise.
GER

BORING LOG LEGEND
KEY TO DRILLING SYMBOLS
TSplit
Spoon Sample (ASTM D 1586)
Water Table at Time of Drilling
H.S.A.
Hollow Stem Auger Drilling
1
Water Table after 24 firs.
M.R.
Mud Rotary Wash Drilling
Undisturbed Sample (ASTM D 1587)
Boring Cave In
PP
Pocket Penetrometer (tsf)
Loss of Drilling Fluid
REC
Core Recovery (%)
EL_
Rock Coring (ASTM D 2113)
7
Auger Refusal
RQD
Rock Quality Designator (% )
®
Roller Cone Advanced
2
Roller Cone Refusal
SCR
Solid Core Recovery (%)
Seepage into Borehole
Approximate Strata Change Depth --------
Approximate Strata Change Depth
Different Soil Types
Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD PENETRATION TEST RESISTANCE (ASTM D 1586)§
SPT RESISTANCE (N) IN BLOWS PER FOOT
SPT RELATIVE DENSITY( SPT CONSISTENCY'
N SAND & GRAVEL N SILT & CLAY
0-4 Very Loose 0-2 Very Soft
5-10 Loose 3-4 Soft
11 - 30 Firm 5-8 Firm
31 - 50 Dense 9 - 15 Stiff
51 + Very Dense 16 - 30 Very Stiff
31 - 50 Hard
51 + Very Hard
ROCK QUALITY'
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
ROD (%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2"
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
V to 3'
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
T to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10'
Very Wide
Very Thick
HARDNESS
Ybry Hard - Breaking specimens requires several hard hammer blows
Hard - Hard hammer blow required to detach specimens
Moderately Hard - Light hammer blow required to detach specimens
Medium - May be scratched 1/16" deep by a knife or nail, breaks into several
pieces by light hammer blow
Soft - Can be gouged readily by knife or nail, comers and edges broken by
Finger pressure
Very So - May be carved with a knife and readily broken by finger pressure
WEATHERING
Fresh - Fresh rock, bright crystals, no staining
Slioht - Minimum stainaing and discoloration, open joints contain clay
Moderate - Significant portions of rock shows staining and discoloration, strong
rock fragments
Severe -AII rock shows staining, rock fabric evident but reduced strength
Very Severe -AII rock shows staining, rock mass effectively reduced to soil
with strong rock fragments remaining
Complete - Rock reduced to soil with rock fabric not discernable
§Resistance of a standard 2-inch O.D., 1.375-inch I. D. split spoon sampler driven by a 140 pound hammer free -falling 30 inches.
tarter Terzaght and Peck, 1968
GER

SOIL CLASSIFICATION CHART (ASTM D 2487)
SYMBOLS
TYPICAL
MAJOR DIVISIONS
GRAPH
LETTER
DESCRIPTIONS
0 0 o O o O o
WELL -GRADED GRAVELS,
CLEAN
O O O
GW
GRAVEL - SAND MIXTURES,
GRAVEL
GRAVELS
00 CO80O
LITTLE OR NO FINES
AND
GRAVELLY
(LITTLE OR NO
GP
POORLY -GRADED GRAVELS,
GRAVEL SAND MIXTURES,
SOILS
FINES)
-
oo
LITTLE OR NO FINES
THAN SO/
COARSE
OFFRE COARSE
GRAVELS
a
opO
GMSAND
SILTY GRAVELS, GRAVEL -
GRAINED
FRACTION
WITH FINES
Q oO
- SILT MIXTURES
SOILS
RETAINED ON
.
o
NO.4 SIEVE
(APPRECIABLE
OO
GC
CLAYEY GRAVELS,GRAVEL-
AMOUNTOFFINES)
D
'O Q
SAND -CLAY MIXTURES
W
WELL -GRADED SANDS,
CLEAN SANDS
.S.
GRAVELLY SANDS, LITTLE OR
SAND
NO FINES
MORE THAN 50 %
AND
(LITTLE OR NO
OF MATERIAL
IS LARGER
SANDY
FINES)
SP
POORLY -GRADED SANDS,
THAN N 200
$OILS
-
GRAVELLY SAND, LITTLE OR
NO FINES
SIEVE SIZE
Z
MORE THAN 50%
SANDS WITH
SM
SILTY SANDS, SAND - SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
(APPRECIABLE
NO. 4 SIEVE
AMOUNT OF FINES)
Sc
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
ML
SILT -VERY FINE SAND MIXTURES,
ROCK FLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
CL
MEDIUM PLASTICITY,
FINE
LESS THAN
GRAVELLY, SANDY, SILTY, 8
GRAINED
50
LEAN CLAYS
SOILS
OL
ORGANIC SILTS AND ORGANIC
SILT$
CLAYS OF LOW PLASTICITY
AND
INORGANIC SILTS AND MICACEOUS,
CLAYS
MORE THAN 50 %
MH
DIATOMACEOUS AND ELASTIC
OF MATERIAL
SILTY SOILS
IS SMALLER
CH
INORGANIC CLAYS OF HIGH
THAN NO. 200
SIEVE SIZE
HIGH PLASTICITY
LIQUID LIMIT
GREATER THAN
PLASTICITY, FAT CLAYS
50
OH
ORGANIC CLAYS OF MEDIUM TO
—
HIGH PLASTICITY, ORGANIC
—
SILTS
HIGHLY ORGANIC SOILS
PEAT, HUMUS, MUCK, SWAMP SOILS
— —
PT
WITH VERY HIGH ORGANIC
CONTENTS
OTHER
DISTURBED SOILS WITH POSSIBLE DEBRIS
SOILS
UNCONTROLLED FILLS
AND RUBBLE, OLD CONSTRUCTION
WASTES, NON -ENGINEERED BACKFILLS
/
DECOMPOSED OR PARTIALLY
0. 0,
TRANSITIONAL MATERIAL BETWEEN SOIL AND
WEATHERED ROCK
-
ROCK WHICH MAY RETAIN THE RELICT
1 1
STRUCTURE OF THE PARENT ROCK
Atterberg Limits
PARTICLE S1ZE IDENTIFICATION
LOW Plasticity Soils High Plasticity Soils
BOULDERS: Greater than 3DO mm (12 in.)
COBBLES: 75 mm to 300 mm (3 - 12 in.)
60
50
v 40
30
m
0 20
10
0
■■■■.M�
...NC
BR...
ERNE
I—.■■
■■■NIN.■■■
■.MENNN■■■
Nor
GRAVEL:
Coarse-
19.0 mm to 75 mm(0.75-3In.)
Fine-
4.75 mm 10 19.0 mm (p4-0.75In.)
SANDS:
Coarse -
2.00 mm to 4.75 mm
Medium -
0,425 mm to 2.DO mm
Fine-
0.075 mm to 0425 mm
SILTS 8 CLAYS:
Less than 0,075 mm
PLASTICITY INDEX
(Pl) 8
SHRINK -SWELL POTENTIAL
0.4
None
4-15
Slight or Low
15. 30
Medium to High
31.
ADDITIONAL
High to Very High
RELATIVE DESCRIPTIVE VALUES
0 10 20 30 40 50 60 70 80 90 100 Trace < 10% Some <35%but >20%
Liquid Limit Little <20%but > 10% And > 35%
GER

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
Bolin #: BM -1 Pa e I of I
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 15.0
Elevation (11):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft to
Depth
ft to
Lilh-
elegy
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
Topsoil like material
-
Silty SAND (SM)
Loose, light brown to tan, fine, with trace
clay---
1
Est. SHWT
-
Silty, Low Plasticity CLAY (CC)
Finn, light brown to orange and grey, with
trace to little fine sand
5
2
�
-
ttsf-------
-
10
3
4
�
>
(J.
-
I I
ra
-
_�
I I
it
J_
I
--
15
5
Boring terminated at 15 fcet.
ME
-
-
20
6
7
-
II
i
25
8
lull
-
-
-
NIL
30
9�
10
-
-
_ -
--
-}
?
u
E
35
_-
,
L
-
_
-
'
i
e
40
12
13
-
-
-
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.corn

TEST BORING RECORD
I Of 1
EnNrorvnBOTIn{(: Bl�li -G
ental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnlcel & Industrial Engineering Consultants B (page )
Project: P-1391 SOF Sustainment Complex GER Project Number: 110-6172 Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drill Method: 3" Mud Rotary
Depth (ft.): 15.0 Elevation (ft.): Client: HBA H&A Joint Venture Hammer Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
ft in ft no olobry Material Description Water Comments T Penetration Resistance (blows/foot)
0 25 5o
Topsoil like material 2 _1 1 1_ _ ' 11
Silty SAND (SM)
Very loose, light grey, fine to medium Est. SHWT : -14 i♦ - - - -
Silty, Low Plasticity CLAY (CL) - - -- - - - - - ---
1 Soo to firm, orange brown to grey, with o - - - - _ - -
trace to some fine sand ' -
5
3FIT-
10- f f f f
. _ _ _ --
------ ___- -
15r =k -
Boring terminated at 15
5 - - - ---
20 6 -- ---_- --
c 7 - -
25__
o - - -
z -
o
30 9
n -- �' -
o ---_--
10-
z 35-
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rc 40 12 -
U
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 t .geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. GeotethnicalBIndustrial Engineering Consultants
BOrin #: B1VI i —3 Page 1 of 1
8 ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 15.0
Elevation (11): 15.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
fl infl
Depth
m
Lith-
°logy
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
4
1
Topsoil like material
Est. SHWT
'
,
]
rj_
3'
'
g---___
_ _--
-
---
_---iZ
r_
'
_
Silty SAND (SM)
Very loose, light grey, fine to medium
Silty, Low Plasticity CLAY (CL)
Stiti'to soft, orange brown to grey, with
trace to little fine sand
'
_
}_
_
-j{}-
-
--
10
3
5
2
-•8
-_
--_---—j{{
5
2
1
10
3
]
>
66/
+
r
�L_11--
-----
-
---
---
4
]
0
0
15
1-
Boring terminated at 15 feet.
_
_ _
I
-5
20
6
--_--
---
--I
---
7
-
--
--
-to
-3
25
-_--
-I
=
-'
9
- - --
--�
-IS
'S
30
10
7-I---Irt---
-
---
-
--
---
-------
-
_
_
20
-6
-7�{�--���--t{I
35
-i --
-
-
'I-i
-----
-25
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40
12
1
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geranline.com

TEST BORING RECORD
GeDEnvironmental Resources Inc. EmAronmental' Groundwater' Hazardous Materials,
Goolechnical & Industrial Engineering Consultants
Bunn #: BMP-4 (Page 1 of I
8 ( B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 15.0
Elevation (ft.): 24.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olo69
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
7
I
, ' '
'
Topsoil like material
Est.SHWT
'
5
•`
_
-
SiltySAND (SM)
Loose, tan, fine to medium
/
y l
Clayey SAND (SC)
Loose to very loose, brown, fine
20
_
-
_
6
5
5
2
2
- --
-
Silty, Low Plasticity CLAY (CL)
Firm to very soft, orange brown to grey,
with trace fine sand
- --
'
_ _
-}-
_ _j_
71
-
-
-----
-
-
-
-15}-
-
10
3-
- 5
-4
10
g'
4
2
-
--
-_---_
15-
---
Boring terminated at 15 feet.
5
-
-
--
2
--
--
-
-
-
-'-'-
-5
-
-1
20
6-
7
--
-
-
--
I--
-0
0
_
25
1-
--i'
-I'--
----
- 5
2
30
9
I
_
10
-
- -
--
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--
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-3
}
rr
-
.l
35
II
---Lt-
----
-
--15
_5
40
12
13--
-
-t�{-1-
i-
-
- -i
-
- -
--I-
--
-
--20
fi
-f--
-_----
GeoEnvironmemal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
Ge0EnYlronmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
BOri n #:
S DNli —S (Page 1 O(1 )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 15.0
Elevation (ft.): 17.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
°IOb')'
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
5
I
—
Topsoil like material
Est' SHWT
=
.2
1
I���-------
_
_
_
_-----
Silty SAND (SM)-15 Very loose, tan, fine to medium
Sandy, Low Plasticity CLAY (CL)--
Soft to firm light brown to orange brown
-
4
and grey
-
TM-1 -
-
_
5
2
10
g
4
_
3
'•I
-
-
IS
5
Boring terminated at 15 feet.
-
-
-
--
- -
--
--
------
------
_-5
1
-2
20
G
-{-{
--
---
--�-,
--
4-T_
_
=_T_--
-
--
-
-
-
25
--'
' ---{
--
9
-t-t-rf-t'
-
--15
-4
-535
30
10
-{-{-{
---ITrTTf-
-�-{-}-}-
--
---
-
-
_ --__
-
-
-
-20
-6
r_
--
-
-
-
-
-
-
--25
[-7
40
12
13
-------
--:
T
-
.
GeolEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geranline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
Ge0EnV11'Onmental Resources, InC. Geotechnical & Industrial Engineering Consultants
Boring #: i B—� I of I
8 (page e B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (ft.): 10.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft In
Depth
ft m
Lith-
°IOb7
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
Topsoil like material
_3
_
_
_
Silty SAND (SM)
Very loose, light grey and tan, fineOil
5
2—
;
Silty, Low Plasticity CLAY (CL)
Soft to firm, orange brown, with trace to
little fine sand
_
to—
3
Boring terminated at 10 feet.
--
--
—
4
--
5
--
--
— —
—
—
—
--
—
25—
_
—
- —
-
----1—
30
9
10
_
—
--
—
—
--
--
—
35
11
12
-
-
-
-
--
..J_r
40
13
-- -{-{-
-
-
-
-
----
-
--
---
---
Ce Environmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical B Industrial Engineering Consultants
Boring 1 Of I
g #:i U-G (Page )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (11): 10.0
Elevation (11):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
R or
Depth
ft or
Lith-
°I069
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
Topsoil like material
Silty SAND (SM)-
Very loose, light brown, fine to medium
1
Silty, Low Plasticity CLAY (CL)
Firm, light brown with orange and grey,
with trace to little fine sandLL
'
- 5-
_
---
2
- -B
f
-I
-
-
10
3
c}------_------
-
Boring terminated at 10 feet.
5
_
_
-_--
---
-
20
6
7
_
I
--_Ittf-fff
_
iT"Ti
i
i
g
--
-
30
9
10
- -
- -
t'IT
-
--
-
-I
-
_ _tt
_
_
5 3�
12-
-1
-
-
--
-I-
-
JT
-
-
-
-
I
---
40
13
-
---
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechniml & Industrial Engineering consultants
Boring #: i B�3 1 Of I
S (Page C g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (ft.): 10.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft Inft
Depth
m
Lith-
olob'y
Material Description
Ground
water
Comments
S
T
Uncorrected
Penetration Resistance (blows/fool)
0 25 50
1
Topsoil like material
+
;
7-
-
_
_ _
_
-
-
_
-
Sandy, Low Plasticity CLAY (CL)
Very soft, brown
Silty, Low Plasticity CLAY (CL)- - - -
Firm
to stiff, orange brown to grey, with
trace to little fine sand
--
_ --
---_--
5
2
e
e
7-
-
- -
70-
6
10
3
Boring terminated at 10 feet.
_
4
IS
5
-I-'-
-
-
-
-
-
-I-
-
�
I
_
20
6
7
25
-i-
-
-
-
i-1-i-�-
30
9
10
-
-
35
12
-i-{-
-
-
-�
-
- -
if
40
13
-
---
{'
--
------
-
--
---
GeoEnvironmental Resources, Inc. 2712 Southem Boulevard, Suite 101 Virginia Beach, VA23452 757463-3200 www.geronline.com

TEST BORING RECORD
' Emlronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Bonn a: PB-4 Pa e 1 of 1
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (11): 10.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olo6ry
Material Description
Ground
Water
Comments
C
S
T
Unconnected
Penetration Resisttnce (blows/foot)
0 s 50
'
Topsoil like material
°
;
-3
y�
+
1
1 1
1 1
1
_
Slightly Silty SAND (SP-SM)
Very loose to loose, tan to light grey, fine to
medium
-
Silty SAND (SM)-
Loose, grey, fine
1
5
2
6--
--
-
Silty, Low Plasticity CLAY (CL)
Firm, orange brown to grey, with trace to
little fine sand
10
3
t
Boring terminated at 10 feet.
'-
IS
_
I
I
20
6
_
'
25
IF-
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-
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30
9
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35
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—
—
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater. Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Burin #: i U-J 1 of 1
B (Page e g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (11): 10.0
Elevation (ft.): 25.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft to
Lith-
Oily
Material Description
Ground
Water
Comments
S
,Pr
Unconnected
Penetration Resistance (blows/foot)
0 25 50
-
Topsoil like material
-
_g.
7S
_ _
_
_
Silty SAND (SM)
Loosean, fine,
-
7
I
_
�g
-
Silty, Low Plasticity CLAY (CL)
aO sorange brown, with trace to little fine
sand
I{
20
6
5
2
- -
f 15
- -
-
-
Silty SAND (SM)
Firm, light brown to light grey, fine to
medium
Silty, Low Plasticity CLAY (CL)
Firm, orange brown-5
rown to fey, with trace to
-
-
-
-
-
-
-
5
little fine sand
-
6--
15
4
10
3
_
-
-
-
-
_
Boring terminated at 10 feet.
_
-
--
--
-
_-
--_-
4
-_
--
-
10
3
15
"
----
2
--
-------
_--
-
5
20
6-
7
_
_
I
0
0
25
--5
2
30
9
-
--
--t-i-
- --
-
-
-
-
-
--
-----------
-
10
-
-10
-3
35
It
--
-
--IS
40
12
�"_I
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-
- -
-
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13
---
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 7574163-3200 twwv.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
Boring a: PB-6 (Page I of I
8 ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (ft.): 10.0
Elevation (ft.): 28.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
R m
Depth
R m
Lith-
°IO&1'
Material Description
water Ground
Comments
S
T
Uncorrected
0 2 Penetration Resistance (blows/foot)
50
-
Topsoil like material
SOty SAND (SM)
8
Loose, tan and light grey, fine to medium
_
Sandy, Low Plasticity CLAY (CL)
Firm, orange brown
-
t
I
-
-
- -
- -
-
-
-
- -
25
I
a
20
7
5
2-Silty
SAND (SM)-
Firm,tan,fnetomedium--
;
"
--
-j-
8
_
Sandy, Low Plasticity CLAY (CL)
6
Firm, brown and grey
I
-
---
-IS
10
3
4
Boring terminated at 10 feet.
--�-
T
--
--
-
--
4
15
-
10
3
-
-
-�
--
5{-
2
20
6
7
-f
------
--
--
-------------
--
----
--
-
--
-
-
1
25
8
't-iT
0
0
5
30
9
-----
-'-
_
-
_-
-
-10
-2
-3
35
--t
-
--
-
{
40
12
13
�-f-i
-
-
--{-
-
-
_
---
i
--
-15
-
-
-
--
GeoEnvironmental Resources, Inc. 2,712 Southem Boulevard, Suite 101 V rginia Beach, VA 23452 757463-3200 rwwv.geronline.corn

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
BOrin #: i B— / (Page 1 Of 1
8 ( $ )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 2-1/4" H.S.A.
Depth (ft.): 10.0
Elevation (ft.): 27.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
0 inft
Depth
inologY
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/tiooQ 25 50
25
g
.'
Topsoil like material
_14!_
Silty SAND (SM)
Very loose, tan, fine to medium
/
Clayey SAND (SC)-
7
1
Loose, brown, fine to medium
Sandy, Low Plasticity CLAY (CL)�..-
5
Stiff to fum, light brown
--
_---_-
10
3
Boring terminated at 10 feet.
4
10
4
3
15
5
-
�
--
-
-
-
--
-2
20
6-
--
--
5
7
-
I----
---
-
-
---
_0
1
0
25
8
T--�-
-
-
_
-
---
-
_---_-----{�--J-
-
- -i-
--
5
I
30
9
10__--__
=--_----
--rl-
IF
-_--
-10
2
-3
35
i-_--
_
--
- -
-
40
12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 wnw.gemnline.com

TEST BORING RECORD
Endronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
BOrin #: SB-01 (Page 1 Of 1
S ( B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (11): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
elegy
Material Description
Ground
Water
Comments
S
,Pf
Uncorrected
0 Penetration Resis25ncc (blows/firot) 50
Topsoil like material
Si1tySAND(SM)
Loose, light grey, fine to medium_
Silty, Low Plasticity CLAY (CL)
1
Stiff to soft, orange brown to grey, with
trace to little fine sand
-
-
-
s
H r-
-
-
i-I-
5
10
3-
3
e
•t
I
-
-
-------I-
-I-I-jd-t--
-
4
----
-
=3---
15
-.-
-
-
/
Clayey SAND (SC)
Very loose, orange to reddish brown, fine to
20
coarse
Silty SAND (SM)-7-:1] Loose, orange to greenish grey, fine to
coarse, with little shell fragments
25
Boring terminated at 25 feet.
_
_
30
9
to
-
-
--
-
'
1
40
12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
FsNronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial EngineeringBoring
Consultants
#: SB�UL (Page I of I)
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
(hill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (11.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olob'S'
Material Description
Ground
Water
Comments
S
7
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
1
Topsoil like material T
_
1
—
_
_
_
_
Silty SAND (SM)
Very loose, light grey, fine to medium
Silty, Low Plasticity CLAY (CL)
Firm
to soft, orange brown to grey, with
trace to little fine sand
5t-
2
10
3
_ }-7_
_
_
4
.
_3�__--
—
—
——
—
-------
---
15
5
—
—
--------
20
6
7
,
.
_ _ _
_
_
_
_
..
Clayey SAND (SC)
Very loose, orange to reddish brown, fine to
coarse
-
-
-
-
-
Silty SAND (SR)
Loose, orange, fine to coarse, with trace
shell f agents
25
-�-i-
-
�-_---
Boring terminated at 25 feet.
30
9
10
_
---'--
---
-.t'---
-
-
-
+
-
-
35—
12
—
i-
40
—P
—
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline,com

TEST BORING RECORD
IEnvironmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, nC. Geotechnlca18Industrial Engineering Consultants
Boring #: SB-03 (Page I Of 1
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft in
Lith-
olog7
Material Description
Ground
Water
Comments
S
T
Uncorrected
tnce (blows/fooq
0 penetration Resistance
50
1
•
Topsoil like material
.2
-
1
-
-
-
-
'
- -
' '
-
Silty SAND (SM)
Very loose to loose, light grey, fine to
medium
Silty, Low Plasticity CLAY (CL)
Firm to very soft, orange brown, with trace
to little fine sand
5
2
_-6
-
10
3
4
2
---=-___
sr
-
-
-
-
r
-
----
-
1s
5
,
=_--
I
-1
-
-
1
---{{{--��1---
a-L
Silty SAND (SM)
Very loose, orange to reddish brown, fine to
coarse
2
20
6
7
'
------------------
SOty SAND(SM)
Very loose, grey, fine to medium25
----
-
-
F-t
g
Boring terminated at 25 feet.
-
-
30
9
�i-i
-
-1-----
-
i
35-
i
40
12
13]
-
-
-
i
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.gemnline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
BOOn #: SB-04 Pa e I of 1
g ( B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
[Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olob�'
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/fcat) 25 50
1
Topsoil like material
;
5
-
-
- _
- _
_
_
-
_
_ -
-
_
_
-
Silty SAND (SM)-
Loose, light brown, fine
Silty, Low Plasticity CLAY (CL)
Finn to soft, light brown with orange and
grey, with trace to little fine sand
-
2
6
10
3-
-
I-
---(_
-
-
----
7
4
15
5
,
_�
_
_
_
_
-I----
_f-
2
-
-
- _-
-
-
_
-
Clayey, Low Plasticity SILT (NIL)
Very soft, grey, with little fine sand
20
6
7
%..
Clayey SAND (SC)
Very loose, reddish brown, fine to coarse
25
8
1
-
Boring terminated at 25 feet.
_I
30
9
10
-
-
-
--
35-
12
It
I
40
R
RP
I
_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical It Industrial Engineering Consultants
Bonn #: SD�OS 1 Of 1
Boring (Page e g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (11): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft to
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resit nce (blows/foot) 25 50
Topsoil like material
:
°
_-j-'
}{{
Silty SAND (SM)
Very loose, light brown, fine
1
'}•` \T
—1—i'7—
Silty, Low Plasticity CLAY (CL)
Firm to stiff; light brown with orange and
with trace to little lice Sand
$
grey,
=
__--
_
--
_ _
2IJ_=
10
3
4
I$
$
Silty, Low Plasticity CLAY(CL) — — — —
Very sell, grey, with little fine sand
.1
'
—
—
—.—
---_—_
=
20
6
7
,
•3
.2
—
Clayey, Low Plasticity SILT (ML)
Very sofl, grey, with little fine sand
25
x
Boring terminated at 25 feet.
_L
30
9
10
--
--------—(—I——I-
-----i-{--
_i
-
--
--
35
-IT
I
I
-
-
40
12
13
-_
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.corn

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geolechnical & Industrial Engineering Consultants
Bonn #: JB-06 Pee I of I
g ( B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft in
Depth
ft in
Lith-
elegy
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
1
Topsoil like material
3
Silty SAND (SM)
Very loose, light brown, fine to medium
Silty, Low Plasticity CLAY (CL)-
Stiff to very soft, light brown with orange
and grey, with trace to some fine sand
---
5
-
---
5
2
0
-
10
3-
4
-
0
'
-f MAT-Lu-
IS
5_-
2
--
---1
=
_2
-
- -_
--
_
-
20
6
7
-h-
--
----
2-
Silty SAND (SM)
Very loose, light grey, fine to medium
25
8
SSAND(SM)----------
ilty
Very loose, reddish brown, fine to coarse
'
'
--1
t
-
--
-
-
-
-
+
Boring terminated at 25 feet.
P-mr-T-
-10-
930
-
-----4-IT
-----------
--
----
-}-
35
12�-i-
-----
--
40
13]
- -
I
- - -
- I
-t-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 7574163-3200 www.geronline.com

IN 061 r:1111111►CftN OrkilR
EnNronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical d Industrial Engineering Consultants
BOrin#: SB-� / P1 of I
(page
S ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 4/1/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
HammerType: Automatic
Elevation
ft m
Depth
fl m
Lith-
°IOg1'
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resisttnce (blows/foot)
0 s 50
Topsoil like material
:
Silty SAND
•
-
--
---
-
1
Very loose, light brown, fine
;
Silty, Low Plasticity CLAY (CL)
Firm to very soft, light brown with orange
and grey, with trace to little fine sand
S •
-'
1
5
2
;
,
5
�j
-
10
3
,
- I
_
_-
-
-
15
5
.
-
I
-1
-
�
I
I
20
7
-
-
_
25
8
Boring terminated at 25 feel
-
---�-
_I
--
_
--
-'
!
i
30
9
10
I
---
--I--
35
12
I
I
I
i
40
- -t
-
'i-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.gercnline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & industrial Engineering Consultants
Boring #:SB-08 (Page 1 of 1)
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
elegy
Material Description
Ground
Water
Comments
S
T
Uncorrected
o Penetration Resistance (blows/foot) 50
I
'
Topsoil like material
1
=
>
.y
_
_
_ _
_
_
_
_
_
-
_
_
Silty SAND (SM)-
Very loose, light grey, fine to medium
Silty, Low Plasticity CLAY (CL)
Firm, orange brown, with little fine sand
5
=
_ -
Silty SAND (SM)
Firm to loose, light grey to grey, fine to
medium
to-3
a
_
4
15
5
_----__---
I
_
Silty, Low Plasticity CLAY(CL)_
Soft, dark brown
20
6
_
'
-3 -
- --_
-
_
-
Silty SAND (SM)
Very loose to loose, grey, fine to medium
25
8
6
1
Boring terminated at 25 feet.
30
9
to-
13
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants
Boren #: SB-�7 (Page I of I
g ( S )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.):
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olob7
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
•
•
Topsoil like material
'
v
,
3
i 4
-
__
_-_-_--------
_
'
_
_
---
_
_
Silty SAND ISM)
Very loose, light grey, fine
Sandy, Low Plasticity CLAY (CL)
1
Soft, orange brown
r
_
5
2
a
r
-___
-i�-I
-16-I--
--
i-
..'..
Silty SAND (SM)
Finn to loose, light grey to grey, fine to
medium
10
16
-
-
10
3
4
i
s
'
'
--
-----
-----
-
Slightly Silty SAND (SP-SM)
Loose, trey, fine medium
_
_}9,
_L
_
I
-
Silty, Low Plasticity CLAY (CL)
Firm to very soft, orange and grey, with
trace fine sand
is-
5-
-3.
--
--
20
6
7
- --
I
--T--
----
--
25
8
1--
Boring terminated at 25 feel
_
—
I
30
9-
10
-
-
_
_
-
35
Il
--rl
-
'i
I
--
---
- -
--
--
--
-
12
-1
--
--�-
,
€
,
40
13
-1
_--
-
----
-
------
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.gercnline.com

TEST BORING RECORD
EnNronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechniml & Industrial Engineering Consultants
Boring #: - (Page 1 of 2 )
SBI Q
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 50.0
Elevation (ft.): 13.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft in
Depth
ft m
Lith-
°I°b7
Material Description
Ground
Water
Comments
S
,Pr
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
-
10
3
I
—
Topsoil like material
]
.2
�7
1
1 1�_
_
_ -
_
i-
_
-
-
L
-
Silty SAND (SM)�-
Very loose, tan, fine to medium
Sandy, Low Plasticity CLAY (CL)
Firm to stiff, orange brown
2
5
2
a
B
-
-
-
-
10
5
i
--_-7l
1
10
3
__
Silty, Low Plasticity CLAY (CL)
Firm, orange and grey, with trace fine sand
]
]
_
1
_
_
_
_
_
5
_
_
_
-0
0
q
,
11
3
--
----
-
-
- -
-
- -
--
-
Silty SAND
Very loose to loose, light brown to grey, fine
15
to medium, with trace shell fragments
>
_� _ _
-
-
-
-
-
- -
-10
2
-3
20
G
7
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25
11
----
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-
15
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-20
5
-6
30
9
(':
a
---1--
-
-
-_--
-
-
35
-25
Silty SAND(SM) - - - - - - - - --
Finn to dense, grey, fine to coarse, with little
shell fragments
LL
-8
40-
12
13ar
:_
;
---
---{-
�-
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8
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
EnN ronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. r=teehniwl& Industrial Engineering Consultants
BOrin#: SB-I PaB B ( e 2 Oil )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (11): 50.0
Elevation (ft.): 13.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft inft
Depth
m
Lith-
olobi'
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resisttsnce (blows/fmt) 50
t o
I4
Silly SAND
grey, fine to coarse, with little
Finn to dense,e, grey,
shell fragments (continued)
ll
50
IS
Boring terminated at 50 feet.
�--
-12
I6
-
---
13
55
17
-
-
- -
--
-
-
-45
-14
18
--
--
_
-
-
-
-
60
19
-16
65
20
i
55
-
-17
21
----
----
-
-60
18
70
22
-
-
-
-
-19
75
23
-65
24
_ _
_
_
--�
I
-
70
21
80
25
-
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--
I
-
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_22
85
26
t
--
-1
---
I L
--75
_23
27
-
-
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
Ge0Et1V1rotimeHtal Resources, Inc. Geotechnical& Industrial Engineering Consultants
SBI I
Boring #: - (Page 1 of 1 )
Project: P-1391 SOF Sustainment Complex
GER Project Number: I10-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 40.0
Elevation (ft.): 16.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olob'Y
Material Description
Ground
Water
Comments
8
,PI,
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
15
4
Topsoil like material
_3
1
�7n
1 1
I
—
—
_
--
_
Silty SAND (SM)
Very loose, light grey, fine to medium
Sandy, Low Plasticity CLAY(CL)
1
Stiff, orange brown-�tTI{.yjyl-
5
6
10
—10
32—
—
Silty, Low Plasticity CLAY (CL)
Firm
2
to very soft, orange brown and grey,
$
10
3
with little fine sand
_
_
_
1
4-
-0
0
_5
-I
20
6
Silty SAND ISM)
Very loose, light brown and grey, fine to
medium
l—�
_ _
i
I
-
-2
7
Silty SAND (SM) — — — — — — — — — —
Very loose to loose, greenish grey to grey,
fine to coarse, with little shell fragments
,
e
-
0
--—t
--
—
-
'
25—
A
30
9
.'
a
��
_
-5
10
Silty SAND (SM) — — — — — — — — — —
Loose to firm, greenish grey, fine to—
medium, with trace shell fragments and
trace clay
—
_
—I—
—
35
I---
--�
--20
-6
Il—_—
-
-7
12
T
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-i
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--2$
40
Boring terminated at 40 feet.
-
-8
13
------
—
—
—
—
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Fsvironmantal. Groundwater,. Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical Mridustrial Engineering Consultants
Boring #: SB-IL (Page I Of 1
g ( g )
Project: P-1391 SCIF Sustainment Complex
GER Project Number: I10-6172
Date Drilled: 3/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 30.0
Elevation (ft.): 18.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft in
Depth
ft inology
Lith-
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
I5
5
Topsoil like material
-,-5
-_
-
- -
- -i
-
_
Silty SAND (SM)
Loose, light grey, fine to medium
Silty, Low Plasticity CLAY (CL)
1
Finn to very soft, orange brown to bey,
with trace to little fine sand
°
s
-
�
6
_ _
_
4
5
2
-
-
-
i -
10
g
7
-1-_
5
2
t0
3
4-yJI�
1
.
o
T/-T
—i�—
-
-_
- -
0
I
0
is-
5-it
-
-5
20
6
7
- -
-
-1`i-'-
- -
- -
T
_
_
-
_
-
I_
Y:.
Clayey SAND (SC)
Very loose, greenish grey to grey, fine to
coarse, with little shell fragments
_
-2
25�.
8
/
z
f
_
_ _
+
_
t_
t
_
Silty SAND ISM)
Loose, fey, fine to coarse, with little shell
fragments and trace clay
-10
_
-3
-
---
-
7
_
_
-
30
9
-
Boring terminated at 30 feet.
- -
- -
-.}--
-
- -
-
-
-
i -15
10
-
-�-
---
_-
-
i
i
` -20
35
--
------i
i
-
--
i _25
12
i
-8
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronline.00m

TEST BORING RECORD
FsNGroundwater, Hazardous Materials,
Ge11E11Y1ronme11tal Resources[ Inc. Geotechnical& Industrial Engineering Consultants
BOrinn: - (Pagel of 2ronmental,
SB13
B ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 28.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
olob'Y
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
-
-
Topsoil like material
_
♦t
_
_
_ _-
_
-
Silty SAND (SM)
Loose, tan, fine to medium
_25
1
JI_
r••I
_
_
_
_
_
_
Clayey SAND (SC)-
Loose, light brown and orange, fine, with
little lenses
of clay--
7
5
Sandy, Low Plasticity CLAY (CL)
Firm to stiff, brown to orange
2
<
_ -
-11
_
T
-
20
6
r�
5
10
3
VSilty,
-
Tr
15
4
_
Low Plasticity CLAY (CL)
Very soft, light brown to gray and greenish
_2/
1
-ri{-��'-
-
-
-
-
- -
-
_
grey, with trace fine sand
_ _
__t-f-
_
-
4
IS
5-
10
3
-
2
20
G
-
-
_I
--_-
----
5
0
-------
-
-
I1
.
1
25
a
-0
0
--5
30
9
10—
,
IH
_ _
_
-_-_--
-
S9ty SAND(SM)
Dense to loose, greenish grey, fine to coarse,
with little shell fragments
--10
2
-3
35
"-y-}t33
-
40
--15
q"4
-
---_
ril
—
—
—
GecEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 w .geronline.ccm

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, lnC. Geotechnical & Industrial Engineering Consultants
0
w
m
N�
F
Borin 0: SB-13 Pa e 2 of 2
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 28.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
Lith-elegy
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
14
Silty SAND (SM)
Dense to loose, greenish grey, time to coarse,
with little shell fra&nnents (continued)
_
-
-
-
-
-20
15
-
14-
-25
7
Sg
16
M
111111
III
-
-----�------
_I
----
-g
9
55
17-
r
-
-itf•
-
-I�ii
_
L
24--
-30
--
--
_
10
60
Boring temlinated at 60 feet.
_
--35
_-L�_.lI_1_
-
t
-
�_---
-
-11
65
-
-{
1-7�1-1-
-I-i-
I
I I
-40
12
21
______
_L
__
_
43
70
22
-'
-
_
-
--
I
i
-14
75
23
-------�'--I�-1-Y---'--
-
-
-
-
1
'
-50
-15_--
24
_--
-
-----
-_
-
-16
80
25
-I
----i
-I-'
-_-t-----
-
-
_I
-
-55
17
85
26
-
_
-I-I-
___
_
_I____
-f}-
_
-
-60
27
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.gerenline.com

TEST BORING RECORD
'a
E"Aronmental, Groundwater, Hazardous Materials,
GeoE11V1ronme11taj Resources, IHC. Geotechnical & Industrial Engineering Consultants
#:
BOrin SU-14 (page I of I
g ( B )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 30.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft or
Depth
ft m
Lith-
010b7
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 penetration Resistance (blows/foot) 25 50
30
9
'
Topsoil like material
7
_- •
_
Silty SAND (SM)
Loose, tan, fine, with trace clay
8
5
a
= _¢
_
Sandy, Low Plasticity CLAY (CL)
Finn, light brown
25
,
7
s
____I_.---
------
---
-
-20
6__-
-
5
Silty, Low Plasticity CLAY (CL)
Soft to very soft, light brown to greenish
Iq
-3
----
----
---
15
grey, with trace fine sand-
---
-I-
--
-
--
-
-
--
-15---{t-
q-
5
10
3
20
6
0
—Y'
-
--------
-
_
-
---
-
---
2
7
0
5
25
Boring temvnated at 25 feet.
1
30
9
to-
-
---
-
-t'---
--5
35
-I---
-WM
--
----
-
-
-10
-3
40
12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757-463-3200 www.geronline.ccrn

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechniw181ndustrial Engineering Consultants
SB15
BOrin#: �(Pagel Oil
B ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: I10-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (11): 28.5
Client: HBA H&A Joint Venture
Harnmer Type: Automatic
Elevation
ft noft
Depth
Inolofb'
Lith-
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
8
Topsoil like material
r
_
\
ttt888�i
_ -
_
Silty SAND (SM)--
Loose, tan, fine, with trace clay
25
7
5
I
_
--
-
--
, .'.
i
Clayey SAND (SC)I-
Loose, light brown and orange, fine, with
little lenses of clay
�7
2/
Sandy, Low Plasticity CLAY (CL)
Finn, brown
_
go
6
-t
_
_ _
- _
IS
5
10
3
4
----
Silty, Low Plasticity CLAY (a
Firm to very soft, light brown and grey to-
greenish grey, with trace fine sand
'
-
-
I-
5
2-
---
-
-------_-
__
-
-
_
-
- -
--
-
4
IS
5
-
__
T
-
-
--
-10
3
'
0
1
_
I
---_
-
----
-2
20
6-
�t
-
---
I
I
__
-
-
1
25
-
-�-I--i
--I-
--_
- _
--
_
-5
30
9
10
l
I
-i
I -I
--
I -
16,=
_ -
-
-
_
--
Silty SAND (SM)
Funt to loose, greenish grey, fine to coarse,
with little shell fraymtents
-2
35-
-�
-
----
-I�
--
--to
40
12
e
_
J
-
-013]'l
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
FEn*onmental, Groundwater, Hazardous Materials, Boring #: SB-I5 2 of 2 GeoEnvironmental Resources, InC• Geotechnical & Industrial Engineering Consultants g (Page e B )
Project: P-1391 SOF Sustainment Complex GER Project Number: 110-6172 Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drill Method: 3" Mud Rotary
Depth (11): 60.0 Elevation (ft.): 28.5 Client: HBA H&A Joint Venture Hatnmer Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
ft m fl m ology Material Description Water Comments T Penetration Resistance (blows/riwt)
0 25 50
- Silty SAND (SM)
14 Firm to loose, greenish grey, fine to coarse, - -
with little shell Gagments (continued) - ' -
__
-20 6 & - - - -
15 50
-7-
16 -- I�-�- - - --
-25 10 _ _ 6
-8
17
-30 ---
18---
60 - -- --I- --
- Boring terminated at 60 feet.
-10 19 i' -- - -----
-35
-it 65
M
20 - -
e -
a
u- 0 21
170 3
22 -
-05-
-14
w 23
W -
W
N -50 24 -
0 80
rc -16
W -
25
-55 -17
0 85 26
W -
K
z
rc -18 _
m --60 27 _
-
F I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Mrginia Beach, VA 23452 757463-3200 www.geronline.corn

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials, Boring #: SB-I6 Pa e 1 of 1
GeoEnvironmental Resources, lnC. Geolechnical& Industrial Engineering Consultants g ( g )
Project: P-1391 SOF Sustainment Complex GER Project Number: 110-6172 Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fisbburne Drill Method: 3" Mud Rotary
Depth (ft.): 25.0 Elevation (11): 31.5 Client: HBA H&A Joint Venture Hammer Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
ft in in olo6ry Material Description Water Comments T 0 Penetration Resistance (blows/fooll 50
Topsoil like material
-30 Silty SAND(SM) s _ -----__----
q Loose, tan, fine to medium ' _
Sandy, Low Plasticity CLAY (CL) s -- 10 -- -
1 Stiff, brown '�- - ------ - --
0 �-i IT
_ 8 5 5 J_LI i_I
25 2 4
7 Silty SAND(SM) ___ _13_
Firm to very loose, tan and grey, fine to-
to- 3 medium
z4_
-20 ' 1
4 Si -' Low Plasticity CLAY (CL)
- Very soft, light brown to greenish grey, with2-
trace fine sand
15 5-
-4
---
a
20 6 _ � � � I I
I � I
e-10 - -
3
a_
_ I
w
W
2 25 Boring terminated at 25 feet. - - -- - - - - - - - - - -
o _
ie -5 8 - -- -I
z __ t
9 -r- - - I
30
u-0 0 -1- - ---
10 - -I- --- ------ -
lV
o -1 35
I I TTi t--'-- -
z
w -5 _
- 40 12 ----I—i -i - -
014
-- - -� -
rc
W
13 - ---
O J-
m-
N
I I I I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757-463-3200 waw.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Bolin #: SB-I O (Page 1 of I
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 31.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
ology
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
-30
9
Topsoil like material
_
13I
_ _
Silty SAND (SM)
'Firm, tan to brown, fine to medium
-
_
I
e
Silty, Low Plasticity CLAY(CL)
Very stiff to stiff, light brown, with little fine
- -
-
76--------
--
sand
15
-25
8
5
2
,
I016_
Silty SAND (SM)
-Firm,
orange, fine to medium
e
-7Silty,
Low Plasticity CLAY (CL)
to very soft, light brown to gray and
11Stiff
I--
_
10
3
greenish grey, with trace fine sand
4-
-
-IS
5
15
5
-
- -
--
-
4
a
1-.
10
3
20
6-
-----_-__-
7
1}-
-
-5
25
8-
---
--
-
--
----
Boring terminated at 25 feet..
--
-
9
-
-0
0
30
t0
- ---
------
---
--
-5-
35
-
-2
-
-10
-3
4
120
- ---
_-
--i'-
--
_
13
--
---_-
_
-
4
---
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 wmv.geronline.com

TEST BORING RECORD
FsNronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. GeotechnicalBIndustrial Engineering Consultants
BOrin#:SD-17 (Page L Of 2
B ( S )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 29.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
elegy
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 penetration Resis2t5nce (blows/foo1) 50
'
Topsoil like material
�
°
-f 4'�
_
-
---_--
__I=--
Silty SAND ISM)
Very loose, tan and brown, fine to medium
Sandy, Low Plasticity CLAY(CL)Finn,�7
8
1
F, orange
25
7
5
2
e
<
,
-�12
: �.,�
f;
Clayey SAND (SC)
Firm, orange brown, fine
13
---
-
Silty SAND ISM)
Firm to loose, tan to orange brown, fine to
medium, with trace clay
20
6
l0
3
:
>
Silty, Low Plasticity CLAY (CL)
Firm to very soft, light brown to grey, with
trace fine sand
5
4
-15
t-T5
4
IS
5
�-
+_
-_
----
10
3
2
20
G
7
Clayey, Low Plasticity SILT (ML)
Very soft, grey to greenish grey, with trace
fine sand
-5
25
,
- --
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--
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0
0
1
30z
10
„
---
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1
-
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Very dense to firth, greenish grey, fine to
little fragments
coarse, with shell
I_---�---
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-
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e
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TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical B Industrial Engineering Consultants
SB-I9
Boring #: (Page 2 Oil )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 29.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
01o67
Material Description
Ground
water
ContinentsT
S
Uncorrected
0 Penetration Resistance (blows/foot) 25 50
-
-20
-6
I5
Suty SAND(SM) -- -
Loose to dense, greenish grey, fine to
medium, with trace shell fragments
•
-7
16
�
--
---!---
-_-_
131
_
_-_-_-
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-8
55
17—
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--
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---
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-ttt-f
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-
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-9-
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60
19
Boring terminated at 60 feet.
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65
20
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70
21
22
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23
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80
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA23452 757463-3200 rww.geranline.corn

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GCOEHV1ronmeHtal Resources, Inc. Geotethnical& Industrial Engineering Consultants
Bonn #: SB-20 (Page 1 of 1
g ( g )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 31.0
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft onft
Depth
m
Lith-
olob'1'
Material Description
Ground
water
Comments
S
T
Uncorrected
0 Penetration Resist sncc (blows/foot) 50
30
9.:
•; ,
Topsoil like material
_
i
_
_-
I
11_
Silty SAND(SM)
Loose, tan to brown, fine to medium
! i
Clayey SAND (SC)
Loose, brown, fine
I
,
s
-_ _
_10.1--I
-I—
r-
-
- -
-
-_ -
-
�-
-
-25
8
5
s
Silty, Low Plasticity CLAY (CL)
Stiff to very soft, light brown to grey and-
greenish grey, with trace fine sand
_
-- 1-
-
---�_
_
_
_I
-
2
13
---
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7
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6
10
3
1
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0
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10
3
20
6
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7
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8
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GeoEnvironmamal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w w.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEHVIronmental Resources, IHC. Geotechnical&Industrial Engineering Consultants
Boring #: SB—G 1 (Page] I of 2
g ( 6 )
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne
Drill Method: 3" Mud Rotary
Depth (11): 60.0
Elevation (ft.): 30.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
°logy
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/fooQ 25 50
30
-
9
Topsoil like material
--'-
Silty SAND (SM)�
Loose, tan, fine
-
Sandy, Low Plasticity CLAY (CL)
_
1
Firm, brown
.
-•-
-
-
_
_
25
3
5
..
�j
Clayey SAND (SC)-112
Firm to loose, light brown and orange, fine,
with little lenses of clay
-
--
_
-20
-
6
to-
3
,
z
-
Silty, Low Plasticity CLAY (CL)
Soft to very soft, light brown to grey, with
truce fine sand
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— —
—_
—
--__
-
4
z
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—
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15
5
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Clayey, Low Plasticity SILT (ML)
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-
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3
20
6
i--
—
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_
7
—
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30
9
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se greenish grey, fine, with little shell
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 swtw.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
BOrg #: (Page 2 of 2 )
Boring SB-GI
Project: P-1391 SOF Sustainment Complex
GER Project Number: 110-6172
Date Drilled: 3/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller. Fishburne
Drill Method: 3" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 30.5
Client: HBA H&A Joint Venture
Hammer Type: Automatic
Elevation
ft m
Depth
ft m
Lith-
elegyLich-
Material Description
Ground
Water
Comments
S
i
Uncorrected
0 Penetration Resistance (blows/fool) 50
_15
5
14
'
Silty SAND ISM)
Very loose to firm, greenish grey, fine to
medium, with trace shell frabmtents
(continued)
_
I
1
_
1
-
_
-
-20
50
I5
16-
a
a
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f—i--ii—.
1—
-25
55
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-30
-9
60
Boring terminated at 60 feet.
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24
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CPTu SOUNDINGS
References: ASTM D 5778, "Standard Test Method for Performing Electronic Friction
Cone and Piezocone Penetration Testing of Soils," Annual Book of ASTM
Standards, Vol. 04.08, American Society for Testing and Materials, January 1996.
Lunne, T., Robertson, P.K., and Powell, J.J.M., "Cone Penetration Testing in
Geotechnical Practice," Spoon Press, 1997.
Riaund, J. L. and Miran, J., "The Cone Penetrometer Test," Publication No.
FHWA-SA-91-043, Final Report, U.S. Department of Transportation, Federal
Highway Administration, February 1992.
Contractor: ConeTec, Inc.
Procedures: The CPT is a profiling tool described in ASTM D 5778 and various other publications.
No physical soil sampling is conducted during the test. A compression model
electronic piezocone penetrometer with a 15 cm2 tip and a 225 cm2 friction sleeve
was used. The cone is designed with an equal end area friction sleeve and a tip end
area ratio of 0.8. Prior to testing, the cone internal force transducers were calibrated
in a laboratory. At the beginning of each sounding, the cone was outfitted with a
vacuum -saturated, 6 mm thick porous plastic pore pressure element that is located
immediately behind the tip (the u2 location). The cone was advanced using a 15-ton
hydraulic ramset mounted in a 25-ton truck or on a 20-ton tracked vehicle. As the
cone was advanced into the ground, tip resistance (qc), sleeve friction (fs) and
dynamic pore water pressure (u) were recorded every 2.5 centimeters
(approximately every one inch).
Limitations: The enclosed testing records represent an interpretation of the subsurface conditions
encountered at the specific testing locations at the time explorations were made. It is
possible that subsurface conditions between testing locations will be different from
those indicated. Strata contacts and surface elevations, if shown, shall be considered
approximate and are referenced to project datum shown on the plans or described in
the geotechnical report unless noted otherwise.
GER

Shear Wave Velocity at SB-17
CONETEC P-1391 SOF Complex LR--^- „•
.�,.. ..
- MCB Camp Lejeune GE
March 27, 2013
Shear Wave velocity (Ns)
0 500 1000 1500 2000
0
I
5
I
I
10
1
r--j 1
Profile Average
15
I
I
20
I
25
1
1
I
I
30
1
4
L
I
�
1
I
m
35
t
m
0
I
I
40
1
I
45
I
I
1
50
I
I
55
1
I
60
I
I
1
65
I
1
70
I
I

CO� ConeTec Shear Wave Velocity Data Reduction Sheet
Hole:
SB-17
Location:
P-1391 SOF Complex
Cone:
AD-184
Date:
27-Mar-13
Source:
Beam
Source Depth
0.00 m
Source Offset
2.15 m
Tip Depth
Geophone
Travel Path
Interval time
Velocity
Velocity
Interval
Interval
(m)
Depth(m)
(m)
(ms)
(m/s)
(ft/s)
Depth (m)
Depth (ft)
0.00
2.00
1.80
2.80
3.00
2.80
3.53
3.28
221.3
726.2
2.30
7.55
4.00
3.80
4.37
4.76
175.7
576.4
3.30
10.83
5.00
4.80
5.26
5.02
178.0
583.9
4.30
14.11
6.00
5.80
6.19
6.02
153.9
504.8
5.30
17.39
7.00
6.80
7.13
5.86
161.5
530.0
6.30
20.67
8.00
7.80
8.09
5.16
186.0
610.2
7.30
23.95
9.00
8.80
9.06
5.14
188.5
618.3
8.30
27.23
10.00
9.80
10.03
3.71
262.7
861.8
9.30
30.51
11.00
10.80
11.01
2.24
436.2
1431.1
10.30
33.79
12.00
11.80
11.99
2.43
404.3
1326.4
11.30
37.07
13.00
12.80
12.98
2.43
405.4
1330.1
12.30
40.35
14.00
13.80
13.97
2.36
418.3
1372.5
13.30
43.63
15.00
14.80
14.96
2.88
343.6
1127.2
14.30
46.92
16.00
15.80
15.95
2.03
487.9
1600.8
15.30
50.20
17.00
16.80
16.94
2.36
419.8
1377.3
16.30
53.48
18.00
17.80
17.93
1.96
506.7
1662.5
17.30
56.76
19.00
18.80
18.92
1.68
592.3
1943.2
18.30
60.04
20.00
19.80
19.92
1.92
517.4
1697.6
19.30
63.32

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Location: Stone Bay, MCB Camp Lejeune
Client: HBA-H&A Joint Venture
In..
Contract
Boring/Test
Setup Data
Test Date: .. .
Test -.-..h to Water Table: 365.8 S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: N/A (cm)
Reservoir Height: 45.7 D (cm) Reservoir Area: 81.1 A (cm')
Constant Head: 20.0 h (cm) Water Tempe
Soil Description: Orange & brown silty CLAY (CL) with sand Soil Alpha: 0.04
Field Readings
.. ..
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HydraulicCalculations
Field Saturated ..
.0.003 cm/min
0:
Reynolds00
0.0

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1391 SOF Sustainment Training Complex
Location: Stone Bay, MCB Camp Lejeune
GER Project #: 110-6172
c ou^e:..,
e.-m.w mt.as
o-t•Oh^:••
na •.�mi Hrui.^.
Client: HBA-H&A Joint Venture
�.Ann.rni°' "°'°""" '^`
Contract #: N40085-10-D-5301, CTO 0026
C°^•^ t ^a a^e� •-
Boring/Test No: BMP-2
Setup Data
Test Date: 28-Mar-13 Investigator:
SUM
Test Depth: 213.4 H (cm) Depth to Water Table:
365.8 S (cm)
rehole Diameter: 8.3 2r (cm) Depth to Impermeable:
N/A (cm)
Reservoir Height: 45.7 D (cm) Reservoir Area:
81.1 A (cm')
Constant Head: 20.0 h (cm) Water Temperature:
20 (`C)
Soil Description: Orange & brown silty CLAY (CL) with sand Soil Alpha:
0.04
Field Readings
_________-------- _____'__________--- _--------- ___---- -__________._____---- ______.---- __.__
Reading Time Actual Reservoir Level Time In j
-------- _----- _------------ __-_________------ _------ ____.__.
Water Consumption 1 Flow Rate
•---------------------•------------------•
_No_----(HH:mm_ss)_ ; ------(cm) �mL�_ ______(mini ;
----•- — -----•-
•--------------•------ --- ---------•-------
---__-_:__--jrnL)- ; (cmfmin)_i_(mL(rnin�
0 10:37:00 ; 15 2434 ;
---------- ----------------+---------_--------------- F---------------------t------------------- 4---------------------- i--------------- I-------- ------- 4--------------- t--------------
+ 0:5
1 10-55:30------4-------1—----------+-----2474------4--------18 -------•--j-------=5-----!-----4 -------4---- �=03----;----z=19 ---
z+, -------------------+-------------------i----------------------!---------------i---------------i---------------i-------------
4 ----------- j-------------------------+--------------------- F------------------- {---------------------- t--------------- i--------------- i--------------- t-------------
____________ 5_----------- i--------------------------- f-------------------- rt------------------- i---------------------- t_______________t________-______i--------------- f---------------
______________________________________ ' ;
___________________________________________________________________________
--------------------- ______________________________
6 ; ;
7 ;
8 ;
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10. '--------------------- ---------------------------------------------------------=----------------------------------------------
2.5
2.0
—
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------------------------------------
1.5
¢
--
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--
—
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1.0
_-
------------------------------------
0.5
—
—
--
0.0
—
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—
—
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0 1 2 3 4 5 6
7 8 9 10
Reading No.
Calculations
Field Saturated
Hydraulic Conductivity, Kt�t
L = 172.4
L/h = 8.62 by US Bureau of Reclamation, 1990
h/r = 4.85
Kt,,t = 0.001 cm/min
Kfmt = 0.03 in/hr
C = 1.60 by Reynolds et al., 1993
l(fo, = 0.001 cm/min
V;,/V, = 1.07
Kf,t = 0.01 In/hr
AVG = 0.001 cm/min
0.02 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Location: Stone Bay, MCB Camp Lejeune
G I ochni oal
GER Project #: 110-6172
IGM
hd H,,I...
Client: HBA-H&A Joint Venture
---
00: . . ii
Boring/Test
Data
Test Date:Setup
Depth: 152.4 H (cm)
Table:Test
Depth to Water
'.orehole Diameter: 8.3 .2r (cm)
Depth to Impermeable: N/A
(cm)
Reservoir Height: 45.7 D (cm)
Reservoir Area: 81.1
A (CM2)
Constant Head: 20.0 h (cm)
Water Temperature: 20
(OC)
Soil Description: Orange & brown silty CLAY (CL)
with sand Soil Alpha: 0.04
Reading Time Actual
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MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTrVITY
Location: Stone Bay, MCB Camp Lejeune
Client: HBA-H&A Joint Venture
Contract #: 00:
Boring/Test
Sebip Data
Test D. Investigator:
Depth:Test -. . -
.1orehole Diameter: 8.3 2r (cm) Depth to Impermeable:
N/A (cm)
Reservoir Height: 45.7 (cm) Reservoir Area:
81.1 A (cm')
Temperature:Constant Head: 20.0 h (cm) Water
Soil Description: Orange & brown silty CLAY (CL) with sand Soil Alpha:
0.04
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August 27, 2013
GeoEnvironmenl0l Resources;; -.Ina
ConaWling Erglneers "—
Environmental • Groundwater • Hazardous Matedals • Geotecnnical • Industrial Hygiene
HBA-H&A Joint Venture
c/o HBA Architecture & Interior Design, Inc.
One Columbus Center, Suite 1000
Virginia Beach, Virginia 23462 ECEOVE
Attention: Mr. Macklin Smith, AIA JUN 0 2 2014
Subject: Stormwater Site Visit Report By:---_—
P-1391 SOF Sustainment Training Complex
Stone Bay, Marine Corps Base, Camp Lejeune, North Carolina
A/E Contract No. N40085-10-D-5301, CTO 0026, Mod 01
HBA-H&A IV Project No. 09049.23A
GER Project No. 110-6172
GeoEnvironmental Resources, Inc. is pleased to present this Stormwater Site Visit Report conducted for
the above referenced project. The purpose for these services was to observe soil conditions in the
proposed stormwater management BMP locations for verifying seasonal high water table (SHWT)
elevations as reported in our Report of Geotechnical Exploration dated July 19, 2013.
On August 20, 2013 the undersigned visited the project site and met with Mr. Vincent Lewis, State Soil
Scientist of the NCDENR Wilmington District Office, Division of Water Quality. Six (6) test hole locations
were selected in the vicinity of the five (5) revised sand filter basin areas. The test holes were field
located using a handheld GPS device. Test hole elevations were estimated using existing ground contour
lines shown on the site grading plans. The approximate test hole locations are shown on the attached
site plan. The SHWT observations made by the state soil scientist and approximate elevations are shown
on the attached infiltration system investigation form.
The following discuss our findings and recommendations at each revised BMP location:
• BMP 1 was explored by Bore 1. The SHWT was determined to occur at a depth of 20 inches below
existing grade, approximately 1 foot into the Stratum 2 clay layer. This corresponds to a SHWT
elevation of about 6.3 feet. Previous test boring PB-1 was also performed in this vicinity. The SHWT
elevation based on boring PB-1 is estimated at 6.5 feet. The BMP 1 basin bottom elevation should not
be lower than 8.5 feet. This appears to be feasible for a top of sand elevation of 11.0 feet.
• BMP 2 was explored by Bore 2. The SHWT was determined to occur at a depth of 40 inches below
existing grade at the interface with the Stratum 2 clay layer. This corresponds to a SHWT elevation of
about 14.7 feet. Previous test boring SB-4 was also performed in this vicinity. The SHWT elevation
based on boring SB-4 is estimated at 16.5 feet. The BMP 2 basin bottom elevation should not be
lower than 18.5 feet. This appears to be feasible for a top of sand elevation of 21.0 feet.
BMP 3 was explored by Bore 3. The SHWT was determined to occur at a depth of 22 inches below
exis mg
ara eat the interface wit e S a um clay layer. This corresponds to a SHWT elevatio—n of
bout 12.2 feet. The BMP 3 basin bottom elevation should not be lower than 14.2 feet. This does
not appear to be feasible for a top of sand elevation of 14.0 feet. This basin should be
raised to accommodate the SHVI/T findings. 3yIP 3 mcmd L . (1 1 _ f
„ ij
e e� I I so SKW't - 11 - 8a ioc : 1.2 �+
ASOUT-vPROIESSIONCENTER I 27I2 SOUTh ERN BOUIEVARd, SUITE 101 VIRGINIA BEACH, VIRGINIA 23452
TEI [phone] I'm [phone] w .GERONIINEXOM

Stormwater Site Visit Report, P-1391 SOF Sustainment Training Complex August 27, 2013
GER Project No. 110-6172 Page 2
• BMP 4 was explored by Bore 4. The SHWT was determined to occur at a depth of 30 inches below
existing grade, approximately 1 foot into the Stratum 2 clay layer. This corresponds to a SHWT
elevation of about 11.5 feet. The BMP 4 basin bottom elevation should not be lower than 13.5 feet.
This does not appear to be feasible for a top of sand elevation of 11.0 feet. This basin
should be raised to accommodate the SHWT findings.
• BMP 5 was explored by Bore 7 and Bore 8. The SHWT was determined to occur at a depth of 38
inches below existing grade at Bore 7 and 24 inches below existing grade at Bore 8, both at the
interface with the Stratum 2 clay layer. These correspond to a SHWT elevation of about 23.0 feet.
The BMP 5 basin bottom elevation should not be lower than 25.0 feet. This does not appear to be
feasible for a top of sand elevation of 20.0 feet. This basin should be raised to
accommodate the SHWT findings.
In summary, the SHWT findings encountered during this site visit were in close agreement with the
estimates presented in our geotechnical report. In general, the SHWT depths occur at approximately 2 to
3 feet below the existing ground surface. For siting the sand filter basins, the bottom of the sand layer
should generally be equal to or above the highest ground surface elevation within the basin footprint.
Also note that NCDENR will typically allow reducing the 2 feet separation above SHWT elevation to 1 foot
for sand filter basins if an impermeable bottom liner is used. The Stratum 2 clay is a potential source of
impermeable liner material.
Should you have any questions concerning this report please contact us at your convenience.
Sincerely,
GeoEnvironmental Resources, Inc.
6//w, I, cio
Charles F. P. Crawley,
Assistant Vice President
Attachments
GER

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DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time:
Project Name: P-1391 SOF Sustainment Traning Complex County: Onslow
Street Address: Loop Road, MARSOC Complex, Stone Bay, MCB Camp Leieune
Directions from the nearest intersection of two major roads: NC Hwy 210 at Range
Rd go north on Range Rd to the Stone Bay gate turn right into MARSOC complex check
in at MARSOC gate turn right on Loop Rd go south on Loop Rd to the dead end at the T
intersection, turn left and follow to the obstacle course on the left meet at the obstacle
course.
>1 acre being disturbed? ®YES []NO CAMA Major required? ❑YES ®NO
Consultant Name: Charles Crawley Phone: [phone] (o) / 757-439-1666 (c)
Consultant Firm Name: GeoEnvironmental Resources, Inc.
Bore Number
1
2
3
4
5
6
7
8
a Existing Ground Elevation
8
18
14
14
26
25
b Proposed Bottom Elevation
4
16
13
8
23
23
c Difference a minus b
4
2
1
6
3
2
d Add 2 ft. Min. Bore Depth)
6
4
3
8
5
4
e Hardpan Depth?
f Approx. Depth of SHWT
1.7
3.3
1 1.8
2.5
3.2
1 2
Max. lowest bottom elev.
8.3
16.7
14.2
13.5
24.8
25
h Infiltration Rate OK? *
i Confirmation of SHWT *
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments Consultant will be present and will assist in locating the above areas and in
making hand auger borings as necessary.
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable
of breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to

North Carolina Department of Environment and
t�,�► Natural Resources
FREE Request for Express Permit Review
For DENR Use ONLY
Reviewer:
a ��r1 INS
Submit:
Time: I ooi ) _LA
Lr
Confirm'.
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791.4203, david.lee@ncdenr,gov
• Mooresville & Winston Salem Region - Patrick Grogan [e-mail]
• Washington Region -Lyn [e-mail]
• Wilmington Region -Cameron Weaver 910-796.7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1391 SOF SUSTAINMENT TRAINING COMPLEX County: ONSLOW
Applicant: COMMANDING OFFICER, US MCB CAMP LEJEUNE Company: CAMP LEJEUNE PUBIC
WORKS
Address: BLDG 1005 MICHAEL ROAD City: JACKSONVILLE, State: NC Zip: 28542-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Provided Existing Permits
related to this Proiect
SW _
SW_
SW _
NPDES
NPDES _
WO
Wo
E&S _
E&S _
Other
Physical Location:MARSOC NC w ��Klh IT
Project Drains into WETLANDS THAT DISCHARGE INTO N waters - Water classification SA, HOW (for classification see-
http://poMal,ncdenr.org/web/wq/ps/csu/classifications) `­Cps'
jS W ,/J}2SpL
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within 1/2 mile and draining to class SA waters Y. or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: CRYSTAL HILL Company: H&A ARCHITECTS AND ENGINEERS
Address: 4880 SALDER ROAD, SUITE 300 City: GLEN ALLEN, State: VA Zip: 23060-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$25000000.00If_ JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ If of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ It Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other 3 # Treatment Systems /❑ MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit a)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 25 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ® Yes ❑ No
For DENR rise only
Fee SDIR for multiple permits: (Check # 1 Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
I
$
401:
$
LGS
I
$
Stream Deter,_
$
NCDENR EXPRESS January 2014

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P-1391 SOF Sustainment Training Complex
MARSOC, Camp Leieune, North Carolina
The P-1391 SOF Sustainment Training Complex site is undeveloped except for the existing Loop Road
that runs northwest/southeast through the project area and an existing obstacle course. A fence also
exists on the north side of this existing Loop Road. The site is wooded and does have some wetlands
around the perimeter. Wetland will not be disturbance with this project. There is a 50' buffer from the
wetlands. No disturbance will occur with this project in the 50' wetlands buffer.
The P-1391 project will construct an 83,649 SF SOF Sustainment Training Complex and miscellaneous
supporting structures/utilities/infrastructure for small arms and breaching activities required for East
Coast based units assigned to U.S. Marine Corps Forces Special Operations Command (MARSOC). The
Complex will consist of an Indoor Small Arms Shooting Range with Decontamination/Head Component,
(2) Shoot Houses, a Breacher Classroom, (2) Breacher Houses, miscellaneous small training venues, and
expansion of tactical landing zone Vulture.
The proposed SOF Sustainment Training Complex site improvements include walkways, parking lots,
roadways, fencing, control gates, site utilities, grading and stormwater management sand filters.
Parking lots will be located to serve buildings on both sides of the existing Loop Road. All roads and
parking areas will be gravel; however, road and parking paving is a bid option. For stormwater
permitting purposes, the gravel areas are assumed 100% impervious.
The site drainage discharges into wetlands that discharge into New River. New River is in the White
Oak basin area with a stream index 19-(11) and classification SA (market shell fishing, salt water) and
HOW (high quality waters).
The site will require 2 stormwater permits. One new stormwater permit and one permit modification
for MARSOC Complex stormwater permit no. SW8 070847. The new permit will cover the portion of
the project north of Loop Road, 12.40 acres and sand filters 1, 2 and 3. The permit modification will
cover the portion of the project south of Loop Road, 12.50 acres and sand filters 4 and 5.
For stormwater management, sand filters with underdrains, level spreaders and vegetative filter strips
at the discharge points were used in lieu of infiltration measures because of the high seasonal high
water table and the poor infiltration rates. The seasonal high water table and infiltration rates were
determined by the projects geotechnical report.

Weaver, Cameron
From:
Crystal Hill [[e-mail]]
Sent:
Monday, May 12, 2014 5:12 PM
To:
Weaver, Cameron; [e-mail]; [e-mail]
Cc:
Lewis,Linda
Subject:
RE: P-1391 submittal
I can do any day during the week of the 19"'. 1 prefer late morning/early afternoon, but can make anytime.
Thanks,
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Monday, May 12, 2014 5:10 PM
To: Crystal Hill; [e-mail]; [e-mail]
Cc: Lewis,Linda
Subject: P-1391 submittal
Hi Crystal and Thomas.
Just so we are still on the same page ... I've spoken with Linda and believe I now understand where things are for this
current proposed project that lies both inside MARSOC and adjacent to MARSOC. You want to go forward and pursue
the parts of the project outside of the MARSOC boundary. If I understand the narrative and map correctly, you want to
move forward with the two areas outside of the Loop Road around MARSOC, using 2 sand filters as the method of
treatment for the portion immediately outside MARSOC and a 3rd sand filter for the remainder of the 12.4 acres that is
not contiguous to the rest of the P-1391 project. Now unfortunately, Linda's workload is not going to allow her to take
this new permit application until the week of May 2616, so 1 can ask that another reviewer take this on, but it may still be
the week of the 19`h before another reviewer can do it.
And as we've discussed, the portion of this P-1391 project that is inside the MARSOC boundary cannot be submitted for
modification until Linda has completed the review and a permit has been issued for the current MARSOC modification
that she is currently reviewing.
Let me know what course of action you would like to take.
Cameron
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F)910-350-2004
http://ncenvironmentalassistance.org

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
C"_
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NEW RIVER
LOOP
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12.50 ACRIr6)

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APPENDIX A
DRAWINGS
GER

LEGEND
Approximate Structural
SPT Soil Boring Location
it
Approximale Civil SPT
Soil Boring Lotaticn
e Approximate Seismic CPT
Sounding Location
—Subsurface Profile Baseline
on Drawing 3B
SCALE
1._80.
NOTES:
Field testing locations were not
Me eMmryaereealleea
tone u caTbi. test,
,x Non one Ibu, Nral be
mnikerredaPoNmee
Usgan troweled by HBA-11"Nand
armorted by GER.
TESTING LOCATIONS
SOUTH OF LOOP RD
TESTING LOCATION PLAN
110-6172 1 2B

\ w W W W W W W W\
^ W W W W W W W
W W W W W W
FACHER HOUSE
REACHER HU OW W W W W
\ SE \
♦ y
♦% W W W W W
\ W W W W
\ ♦� W W
1
1
�\ 1
PS-2 / \
\ SB-0 i
\ / SHOOTHOUSE B
TLZ
\ I SB-07 �
� W
_ J /
BR HER C
r /l
I Frcp�Q, !I
AI Approximate Structural
SPT Sod Boring Location
, Approximate Civil SPT
Soil Boring Location
e Approximate Seismic CPT
Sounding Location
— — Subsurface Profile Baseline
on Drawing 3A I
SCALE
1' = 80,
SHEET SIZE:
11'x1T
NOTE
S
ti loodona vro not
w ,,d"riay Eee ralfeel M1om
tee lxWo,u NdIu,M. Tlv tees,
IocNbne el,wen m iMa pw " W
mnelmredalxxoamele.
Sdeplanpm "dey Hp H"NeM
eruMebd EYGEft.
TESTING LOCATIONS
NORTH OF LOOP RD
w

B
40 —
SB-17
^^ SB-16 SB-14
3
-- 0 100 200 300 400 500 600 700 800
DISTANCE ALONG PROFILE (feet)
SITE MAP N
I
P
pl6 S%- B
B 0i9 Se.
S0.
•M
NOTES
The subsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Explanafion
�
B-1
9 SPT B
INW,eY CPT rip
Fc�yv
_ Water level reading during drilling
i Water level reading alter drilling
7 Deadline addtbnal uncertainty
e�,ao°. yw.yy
Lfthoft Graphics w
® Topsoil IN SM. Silty Sand ® CL. Low Plasticity Cloy SC. Clayey Sand G a•oenv"°'"°•^'•'^^°°'°••s'^
®®SP-SM, Slightly Silty c,°•wwa a^ate
ML. Low Plasticity Silt Poorly -graded Sand
INTERPRETED STRATIGRAPHY
Stratum 1: Very loose to firm, slightly silty, silty and clayey SAND (SP-SM, SM, SC)
Stratum 2: Very soft to very stiff, silty and sandy low plasticity CLAY (CL) and clayey SILT (MIL)
Stratum 3: Very loose to very dense, silty and clayey SAND (SM, SC) with shell fragments
GeoEnvironmental Resources. Inc.
V12 Spey", 9aWwwwd. SW, 10,
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SUBSURFACE PROFILE
Stone
rwmerya�n o„wwoy
110-6172 1 3B

A A
0 100 200 300 400 500
DISTANCE ALONG PROFILE (feet)
® Topsoil
SM. Silty Sand
® CL, Law Plasticity Clay
SC. Clayey Sand
® YL, Low Plasticity Silt
SP-SM, Slightly Silty
Poorly -graded Sand
INTERPRETED STRATIGRAPHY
Stratum 1: Very loose to firm, slighUy silty, silty and clayey SAND (SP-SM, SM, SC)
Stratum 2: Very soft to very stiff, silty and sandy low plasticity CLAY (CL) and clayey SILT (ML)
Stratum 3: Very loose to very dense, silty and clayey SAND (SM, SC) with shell fragments
600
SITE MAP N
S8 0• Ile h3 041
Q0 1 •0,0
Se,o
9
50,0
• A
NOTES
The subsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Explanation
B-1
a SPT slim
lNabgY _ MTp
ReeWenie
y Water level reading during dnang
i Water level reading after drYWg
Denales additional uncen2lnty
GeoEnvironmental Resources, Inc.
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SUBSURFACE PROFILE
Complex, Stone Bay
110-6172 1 3A

0
10
20
ISM
RIM
C.a 200 3CC � 5CC 25 3C 35 :C 45 SC O.D QS 1.0 1.5 10 0 i
CK rn R".r.M� (t0l rrkek.n n,uci. Id�d ur. . -7baWF nse oce
Soil parameters are estimated based
on established correlations to CPT
measurements. Refer to Appendix D
of the geotechnical report for
correlation references.
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CPT SOIL PARAMETERS
P-1391 SOF Sustainment Training
Complex, Stone Bay
MCB Camp Le'eune NC
rweer...m Fm.r.....w
110-6172 1 5

0
5
10
,5
20
m 25
30
a
p 35
40
45
50
55
..........
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■■•■•Hui■MMMOM
MMM.■■MMM■■■M
MMM■■■MMMMM■
60 „ ,
0 5 10 15 20 25 30 35 40 45 50
Standard Penetration Resistance (bpo
55 60
SPT resistances provide a generic
indication of soil shear strength and
compressibility parameters.
Enrbenmx,W
GeoEnvironmental Resources, Inc.
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SPT RESISTANCES
Complex, Stone Bay
MCB Cam Le'eune 1.
110-6172 1 4

MAINTAIN AT
12" TO 48"
2 MIN ---------------- --
1 �•
FILL (120 PCF
i� -WET DEN5ITY)
5" TO 4" DIA. PROTECTIVE
CASING, PVC OR STEEL PIPE
SECTIONS, RESTING L005E
ON TOP OF STEEL PLATE
STANDARD PIPE COUPLING
WELDED TO PLATE
TOP CAP
---- LILLQ&.5LUKU6EG2EbSJRF90E --
1" T01-1/2" PIA. STEEL PIPE
SECTIONS, THREADED BOTH
ENDS
24" SQUARE x 1/4'
THICK STEEL PLATE
INSTALL PLATE ON
FIRM SUBGRADE
NOTES:
INSTALL PLATES ON ORIGINAL GROUND AT
LOCATIONS SHOWN ON THE PLANS.
OBTAIN INITIAL READINGS BY SURVEY
LEVELING IMMEDIATELY AFTER PLATE
INSTALLATION AND PRIOR TO ANY FILL
PLACEMENT.
READ ELEVATION OF TOP OF INNER PIPE
AND RECORD PIPE LENGTH ABOVE PLATE.
OBTAIN READINGS AT MAXIMUM WEEKLY
INTERVALS.
CAREFULLY PLACE AND COMPACT FILL
LIFTS AROUND PIPE. PIPE SHALL BE
MAINTAINED PLUMB.
OBTAIN READINGS TO AN ACCURACY OF
0.01 FEET OR BETTER. REFERENCE BENCH
MARK SHALL BE LOCATED AT LEAST 25
FEET AWAY FROM TOE OF SLOPE. BENCH
MARK SHALL BE PROTECTED AND REMAIN
UNDISTURBED THROUGHOUT MONITORING
PERIOD.
EXTEND INNER PIPE AND PROTECTIVE
CASING AS FILL OR SURCHARGE SURFACE
INCREASES USING COUPLINGS AND
ADDITIONAL SECTIONS OF PIPE AS
NECESSARY. OBTAIN READINGS BOTH
BEFORE AND AFTER ADDING EXTENSIONS.
PROVIDE BARRICADES AROUND PIPE FOR
PROTECTION DURING CONSTRUCTION.
REPLACE AND RESURVEY COMPONENTS
DAMAGED DURING CONSTRUCTION AT NO
ADDITIONAL EXPENSE.
GeoEnvironmental Resources, Inc.
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SETTLEMENT PLATE &
PRELOADING DETAILS
Complex, Stone Bay
110-6172 1 7

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INDOOR RANGE
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PLATE /
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PRELO ING
LIMITS
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SHOOTHOUSE A
ETTLEMENT
ATE -- -
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SHOOTHOUSE B
CONSTRUCTION NOTES:
STRIP AND PREPARE EXISTING SUBGRADE.
INSTALL SETTLEMENT PLATES. SEE
SETTLEMENT PLATE NOTES AND DETAILS
ON DRAWING 7.
CONSTRUCTAPPROVED GRADING FILL TO
THE GRADING LIMITS SHOWN ON THE CIVIL
PLANS. CONSTRUCT FILL TO WITHIN 0.5
FEET OF FINISHED FLOOR ELEVATIONS.
DELAY FOUNDATION CONSTRUCTION IN
PRELOADING AREAS DENOTED DURING
SETTLEMENT PLATE MONITORING.
BEGIN FOUNDATION CONSTRUCTION IN
PRELOADING AREAS DENOTED WHEN
DIRECTED BY CONTRACTING OFFICER
(EST. 30 DAYS MIN.).
REMOVE SETTLEMENT PLATES WHERE
CONFLICTS WITH NEW FOOTINGS OCCUR.
REPLACE WITH COMPACTED STRUCTURAL
FILL.
REMOVE ANY SURPLUS AND/OR
CONTAMINATED GRADING FILL PRIOR TO
SLAB FINE GRADING AS REQUIRED.
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GRAPHIC SCALE
GeoEnvironmental Resources, Inc.
2712 SaWlwn BuivW. &Y 101
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PRELOADING PLAN
1391 SOF Sustainment Training
Complex, Stone Bay
MCB Cam Lejeune, NC
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110-6172 1 6

P-1391 SOF Sustainment Complex
Cone
Penetration Test
SB-17
Stone Bay, MCB Camp Lejeune, NC
Project No: 110-6172
Test Date:
Mar. 27, 2013 Northing/Latitude:
34.58086
Total Depth:
67.6 (ft)
Est. Water Depth:
13 (ft) Easting/Longitude:
-77.44017
Termination Criteria:
Refusal
Rig/Operator:
ConeTec Surface Elevation:
31 (ft)
Cone Size:
15 cm'
Depth Tip Resistance
Sleeve Friction Friction Ratio
Pore Pressure
SBTa,
Equivalent
Elev
(h) — q,
— f. — R,
— u, — — u,
MAI = 1
— N.
(ft)
(tsf)
(tsfl (%)
(psi)
100 200 300 400
1 2 3 4 1 2 3 4
0 50 100 160
1
10
100
U30
Gawily Sand to Sand
_...:
5 .... _..
............. ...... .. ...... ...........
-
....I _'__.
...
..... ... ,
25
10
......... .
f
Clays - Clay to Silty Clay
20
............... �......:..... .....
t t
:....................:......
[ t t
...... :...... :.....
{
Clays - Clay to silty Clay
15
3
20 .................. J..... .....
}..... ................ ... ...t..
....3...
1 0
ry
25 ......: ...... .......................:..._
._ ......:......
I
_....:f.........
Clays Silly Clay
...
5
30 ......i.....;......; ....
_
l
1.... ..
......
0
35 .....i....... ..... ....
.......
...... ... ......:...
Sans sane
5
,� ..... .....--.....:...._:..... ..
o
_.....:..... .. ..._ .......:......
..... �.....i..... _......_
I
..............
-10
0
0
:......:
1
l....
45 ..... .... ........... ..
_._...... ... ........... ............
_..
_
1
- 5
q
i
Sands Clean Sand to
sary Sand
50 ..... ...........- ....... ....
.:-...... - — ..... ..... .....:......:....:....
......i .. ...
(
..............�
-20
F
ryr:..... -.. ........
.. .....' . .:......
.......L...C.
..
a
-25
0
$
1
80 .....;.....:.... .......
... ....: ..
..
m
? 1
Sands - Clean Sand to
Y
Silty sane
[ .... ...
Gravelly Sand to Sand
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Electronic Filename:
13-54026
SPo1.SB-1
•

CPT SO L BEHAV OR TYPE (SBT)
KEY TO SBT COLORS SHOWN ON CPT LOGS
CPT RESISTANCE PROFILE LEGEND — NORMALIZED
■ Sensitive Fine Grained (Silts & Clays)
. Organic Soils to Peat
■ Clay — Clay to Silty Clay
■ Silt Mixtures — Clayey Silt to Silty Clay
■ Sand Mixtures —Silty Sand to Sandy Silt
Sand — Clean Sand to Silty Sand
■ Gravelly Sand to Sand
■ Very Stiff Clay to Clayey Sand
M Very Stiff Fine Grained Soils
Very Stiff Cloy to Clayey Sand
CPT RESISTANCE PROFILE LEGEND — NON —NORMALIZED
■ Sensitive Fine Grained (Silts & Clays)
■ Organic Soils to Peat
Clay
Clay to Silty Cloy
■ Clayey Silt to Silty Clay
■ Sandy Silt to Clayey Silt
• Notes
Soil behavior type is the classification
of the soil based on its behavior and
not necessarily the actual soil type.
■ Silty Sand to Sandy Silt
Sand to Silty Sand
1E Sand
■ Gravelly Sand to Sand
■ Very Stiff Fine Grained (Silt & Clay)
■ Very Dense Sand to Clayey Sand
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