SW8080740_HISTORICAL FILE_20080822

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0b 074D
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
o azz
YYYYM M DD

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August 22, 2008
Carl Baker, Deputy Public Works Officer
United States Marine Corps
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Stormwater Permit No. SW8 080740
P-828 Field Medical Services School
High Density Project
Onslow County
Dear Mr. Baker:
Michael F_ 1,astey, Governor
William G Ross Jr., Secretary
North Carolina Department of I nvironment and Natural Resources
Coleen H_ Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-828 Field Medical Services School on August 22, 2008. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No.
SW8 080740 dated August 22, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until August 22, 2018, 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 upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Si
/3,t"/,
Edward B6ck —
Regional Supervisor
Surface Water Protection Section
ENBlcsb: S:1WQSISTORMWATERIPERMIT1080740.aug08
cc: Rob Downs, P.E., Greenhorne & O'mara
Onslow County Building Inspections
Chris Baker
(::�Vllilmingto RegionaI-Office ; )
Central Files
NotehCaiol'
, Ivaiura!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Plione [phone]
Wilmington Regional Office lnternett, www.newaterquality.org Fax [phone]
An Equal Opportunily/Ormative Action Employer— 50% Recycled110% Post Consumer Paper
Customer Service
1-977-623-6749

State Stormwater Management Systems
Permit No. SW8 080740
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Carl Baker and The United States Marine Corps
P-828 Field Medical Services
CO Street D, Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 22, 2018, 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 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 60,622 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
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.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080740
6. The following design criteria have been provided in the stormwater wetlands and
must be maintained at design condition:
a. Drainage Area, acres:
5.5
Onsite, ft :
239,581
Offsite, ft2:
None
b. Total Impervious Surfaces, ft2
60,622
C. Design Storm, inches:
1.5
d. Pond Depth, inches:
TP shallow land
12
PP shallow water
6.24
PP deep pool (shallowest)
24
PP deep pool (deepest)
24
e. TSS removal efficiency:
85%
f. Depth of topsoil above clay liner, inches
NIA
g. Pond Elevation, FMSL:
TP shallow land (top)
15.2
PP Shallow water (top)
14.2
PP Deep Pool (top)
13.68
PP Most shallow pt of
deep pool bottom
11.68
PP Deepest pt of
deep pool's bottom
11.68
h. Total wetland zone areas, ft2:
15,512
i. Permitted Storage Volume, ft3:
15,512
j. Controlling Orifice:
2"0 pipe
k. Number of plants in planting plan:
Herbaceous (4in dia)
186
Shrubs/small trees (1 gal+)
124
Trees (1.5 inch dbh)
31
I. Receiving Stream/River Basin:
Scales Creek / White Oak
M. Stream Index Number:
19-16-4
n. Classification of Water Body:
"SC;HQW;NSW"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080740
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080740
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080740
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 22nd day of August, 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Voieen h. auiiins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080740
P-828 Field Medical Services School
Stormwater Permit No. SW8 080740
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 is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 080740
Certification Requirements.-
1 The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. 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 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,
and a forebay.
.15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 8 of 8

USE ONLY
Date Received Fee Paid Permit Number
csv. /to S S�.s
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This farm inay be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
United States Marine Corps
2. Print Owner/Signing Official's name and tit]e (person Iegally responsible for facility and compliance):
Carl Baker, PE., Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
1005 Midiael
City:Camp_L*11D9 State:NC Zip:28547
Phone: (910 ) „451-2213 Fax: (910 _ ) 451-2927 ^
Email:carl.h.baker®usmc.mil
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-828 Field Medical Services School
5. Location of Project (street address):
intersection of CO St F. CO St D and CO St D and CO St E.
City: am Lejeun County:Onslow _ _ Zip:28547 _
b. Directions to project (from nearest major intersection):
Turn right on Montford Landing Rd off HWX 24 N, turn left on Harlem Dr, turn right pr} CO St. D
7. I.atitude:34° 44' 04.37" N Longitude:777 24'_03,02" W of project
8. Contact person who can answer questions about the project:
Narne:&b Downs. PE - Greenhorne & O'mara Telephone Number: (l 5 2-2315
Emafl:[e-mail]
H. PERMIT INFORMATION:
1. Specify whether project is (check one): ®New ❑Renewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
[]Low Density ®High Density ❑Redevelop ❑General Permit [-]Universal SNP []Other
4. Additional Project requirements (check applicable blanks; information on required state permits can be
E C E I V E
:'ar=-iLNWU_jf)i Page 1 oF4
AUG 11 !; 2008
DWQ

obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major NSedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated through constructed wetlands. Runoff will flow to wetland via sheetflow and grassed
swales. Building�runoff will directly discharge into wetland deep pools (foreba� s1_through_underground piper
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 5. acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: n/a acres (not applicable if no wetlands exist on site)
6. Total Project Area**:4.78 acres 7. Project Built Upon Area:25
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area rovided in the same format as below.
For high density projects, complete the table with one drainage area for each engineered Stormwater device.
Basin Information
Drainage Area I
Dra_t`nTag­eX_r_e_a
eceiving Stream Name
Scales Creek
Cream Class & Index No.
;H ;N -1 -4
Total Drainage Area (so
239580.96
On -site Drainage Area (som
239580.96
-site Orainage Area s
Existing Impervious* Area (so
64583.5
Proposed Impervious*Area (sf)
60622.0
`% Impervious* Area (total)
25
Impervious* Surface Area
Drainage Area 1
Drainage Area
On -site Buildings (so
--site
27652
On Streets(so
0
On -site Parking (so
23385.9
On -site Sidewalks (so
7580.4
Other on -site (so
2003.7
Off-site(so
0
TotaFTsJGF
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*"Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
10. How was the off -site impervious area listed above derived
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to b eM
�ksions,
outparceIs and future development prior to the sale of any lot. If iot sizes vary s ii iC�,le fisting each lot
Al16 I 1 2008
Form S W U-101 Version 03.27.08 Page 2 of 4
BY:

number, size and the allowable built -upon area for each lot must be provided as an attachment. Forms can be
downloaded from http:/Ih2o.enr.state.nc,us(sulbmp forms.htm - deed. restrictions,
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants wilt be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms. Forms can be downloaded from http:(fli2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 Page 3 of 4
R
E C E! V E
DWQ
PF10J #

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/stUmsi maps.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
nitiak
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if ti
required as per Part IV above)
• Original of the applicable Supplement For n(s)and0&M agreement(s) for each BMP 6✓7
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils reportp
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned propperty/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm): 61rseY.4►o,rv►e. +
Mailing Address: 15S(a5- Lc�%*eeV;e") fir, S+c. (07
City: '�-alei3k State: tJC- Zip: Z�:F(ao(o
Phone: (_ R 9_ _ _) S 3Z - 2 3 I S Fax: i 919 ) 86-f -83g3
Email: R�Ow taSCa?—aMa-O. ccnn
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will k e Constructed it},conformance with the approved plans, that the required deed restrictions
and protective caSits will be�r/e'c,�rde , and that the proposed project complies with the requirements of 15A
NCAC 2H .1000ovvRfi/n )
Signature:
Form SWU-101 Version 03.27.08 Page 4 of
Date: J I' _0/
R���V�
A 2
�ti&
PRD,1'v UWQ

Permit Number s 1 q 1
(to be provided by DWQ)
r�q� W A T�9Q
ARA 7 —!
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with ail the required information.
I. -.PROJECT -INFORMATION, "
Project name P-828 Field Medical Services School
Contact name Carl Baker, PE, Deputy Public Works Officer
Phone number 91OA5172213
Date July 29, 2008
Drainage area number 1
II. DESIGN INFORMATION- �: ... �:.- J'. 'c : , 3. ,.
Site Characteristics
Drainage area 239,581.00 ft2
Impervious area 60,622.00 ft2
Percent impervious 25.3% %
Design rainfall depth 1.50 inch
Peak Flow Calculations
1-yr, 24-hrrunoff depth
in
1-yr, 24-hr intensity
inlhr
Pre -development 1-yr, 24-hr runoff
ft3lsec
Post -development 1-yr, 24-hr runoff
01sec
Pre/Post 1-yr, 24-hr peak control
ft3lsec
Storage Volume: Non -SR Waters
Design volume (temporary pool volume) 15,512.00 ft3 OK
Depth of temporary poollponding depth (0 Plants) 12.00 in OK
Drawdown time 2.37 days OK
Diameter of orifice 2.00 in
Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
Coefficient of discharge (C a) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 1.00 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth 0.00 in
Pre -development 1-yr, 24-hr runoff 0.00 ft3
Post -development 1-yr, 24-hr runoff 0.00 ft3
Minimum volume required 0.00 ft3
Volume provided 0.00 ft3 OK
� E C E I V En
A•.;oj 11 ''1 8
DWQ
PROD 4
Form SW401-Wetland-Rev.2 Parts I and 11. Project Design Summary, Page 1 of 4

Permit Number5—W—WrV 7y,�
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow paint of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deer) pool is Cinches below SLWT, If ves:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If ves:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious Winch diameter)
Shrubslsmall trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
15,512.00 ft2
6,200.00 ft2
0.40 %
6,200,00 ft2
0.40 %
1,552.00 ft2
0.10 %
1,560.00 ft2
0.10 %
15,512.00 ft2
0.00 tt2
OK
OK
OK
OK
Insufficient non-forebay deep pool area.
Al IN
15.20 fmsl
14.20 fmsl
13.68 fmsl
11.68 fmsl
11.68 fmsl
y (Y or N)
12.18 fmsl OK
no
in
12.00 in
6.24 in
24.00 in
24.00 in
n (Y of N)
468
312
78
186
124
a
OK
Insufficient shallow water depth.
OK
OK
M
Higher density is recommended.
Higher density is recommended.
Higher density is recommended.
D E C E I V E-
'D
Form SW401-Wetland-Rev.2
PROD # DWp
Parts I and II. Project Design Summary, Page 2 of 4

Permit Number,(� vim] qo
(to be provided by D WQ)
Additional Information
Can the design volume be contained?
y (Y or N)
OK
Does volume in excess of the design volume flow evenly
y (Y or N)
OK
distributed through a vegetated filter?
What is the length of the vegetated filter?
300.00 ft
Are calculations for supporting the design volume provided in the
y (Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
y (Y or N)
OK
Is the BMP located in a recorded drainage easement with a
n1a (Y or N)
Insufficient ROW location,
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
3.08 :1
OK
Approximate wetland length
262.00 ft
Approximate wetland width
85.00 ft
Approximate surface area using length and width provided
22,270.00 ftz
This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
y (Y or N)
OK
Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 3 of 4

Permit
(to be provided by 0 WQ)
III:�;
t•,
REQUIREDiITEMS CHECKLIST *., �. • ° e.., .� .� k �,.. gym ' > fit... e: t #' �� ,k i � � ::._
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Page! Plan
Sheet No.
C-101-C-105
1. Plans (V - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Wetland dimensions (and length to width ratio),
Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C-501-C-507
2. Plan details (1" = 50' or larger) for the wetland showing:
Wetland dimensions (and length to width ratio)
- Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Overflow device, and
- Boundaries of drainage easement.
C-506
3. Section view of the wetland 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
C-104
4. A detailed planting plan (V = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species (not including cattails),
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
C-503 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
ood 6. The supporting calculations (including drawdown calculations).
TIM 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
1 f i � 8. A copy of the deed restrictions (if required).
JY8# 9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
5W401-Wetland-Rev.2 Part III, page 1 of 1

I

Permit Number. 6u-) ?
(to be provided by DWQ)
Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
Immediately after the stormwater wetland is established, the wetland plants will
be watered twice weekly if needed until the plants become established
(commonly six weeks).
No portion of the Stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— Once a year, a dam safety expert will inspect the embankment.
After the wet detention pond is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BIAP element:
Potentialproblem:
How 1 will remediate the problem -
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
wetland
erosive gullies have formed.
remove the gully, and. then plant a
ground cover and water until it is
established. Provide lime and a
one-time Fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximatel six inches.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable),
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future 2roblems with erosion.
Page 1 Or

BMP element:
The forebay
The deep pool, shallow
water and shallow land
areas
Potential problem:
Sediment has accumulated in
the forebay to a depth that
inhibits the forebay from
functioning well.
Erosion has occurred
Weeds are present.
Algal growth covers over
50% of the deep pool and
shallow water areas.
Cattails, phragmites or other
invasive plants cover 50% of
the deep pool and shallow
water areas.
Shallow land remains flooded
more than 5 days after a
storm event.
Plants are dead, diseased or
dying.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Sediment has accumulated
and reduced the depth to 75%
of the original design depth
of the deep pools.
How I will remediate the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray) -
consult a professional.
Unclog the outlet device
immediately.
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary. _
Prune according to best professional
practices.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
DECEIVE
D
DWO
PROJ #
Form SW401-Wetland O&M-Rev.3 Page 2 of 4

BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair,
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
The micropool
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth,
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the
Remove the plants, preferably by
micropool.
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
ou tlet.
733-1786.
Form SW401-Wetland O&M-Rev.3 Page 3 of 4

Permit Number:6UJ � 0 �(')-7 YD
(to be provided by DWQ)
acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. i agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party_
Project name:P-828 Field Medical Services School
BMP drainage area number: I area - 5.5 acres
Print name:Carl Baker, PE
Title:Deputy Public Works Officer
Address:1005 Michael Rd Camp Lejeune, NC 28547
Phone
Signa
Date:
Note: The legally responsible party should not be a homeotivners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of �i�J/� , do hereby certify that
personally appeared before me this
day of `� ,�ir1U� , and acknowledge the due execution of the
forgoing stormwater wetland maintenance requirements. Witness my hand and official
seal, ,
AIIC[ A OONMij -
NOWV PWIC
OrdOw County
8fafa of "Wh com"M
Comml IOn a 00123, 2010
SEAL
My commission expires Olz Oc/c4/d
® C E R ' E
EO
AUG � 1 2098
PRO.t # DWO
Form SW40 I -Wetland O&M-Rev.3 Page 4 of 4

cowu;p*icw ExbR$a Oct 53' S�jG
ZiWA at pis+ CCtowo
OUW1 CORUAA
VTIC! v VOKKElli

Permit Flame: S W 0 6 �J-NO
(to he pro14ded by D4VQ)
Drainage Area Number:
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed Swale.
After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire length of the
Trash/debris is present.
Remove the trash/debris.
swale
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then re -sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at
Remove sediment and dispose in an
the bottom of the swale.
area that will not impact streams or
BMPs. Re -sod if necessary.
Vegetation is too short or too
Maintain vegetation at a height of
lon
six inches.
The receiving water
Erosion or other signs of
-approximately
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
�E C E I V ED
AU'3 1 1 ;�
DW Q
PFiOJ #
Form SW40 I -Grassed Swale O&Ni-Rev.3
Page 1 of 2

Permit Number:�6 t +.3'R a.2 U `q 0
(to be provided by MYQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:P-828 Field Medical Services School
BMP drainage area number: l
Print name:Carl Baker, PE
Title:Deputy__Public _Works Officer _
Address:1005 Michael Road
Date:��� �[�
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, 0 4 � L�� , a Notary Public for the State of
�UF`�� ! 1l G� , County of �� I,J , do hereby certify that
t- personally appeared before me this 1
day of us , aDoB , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
AUCE A WNN>ETfE
Notary Pud1t
OnNow County
$"to of North camuno
"M18"on Expires Oct 23, 2010
SEAL
My commission expires - ,gyp/U
Form SW401-Grassed Swale O&M-Rev.3
Page 2 of 2

0
0
''1

Permit Number SW8080740
Central Files: APS SWP
08/22/08
Permit Tracking Slip
Program Category
Status
Project Type
State SW
Active
New Project
Permit Type
Version
Permit Classification
State Stormwater
1.00
Individual
Primary Reviewer
chris.baker
Permitted Flow
Facilit
Permit Contact Affiliation
Facility Name Major/Minor Region
P 828 Field Medical Services School Minor Wilmington
Location Address County
Co St F Co St D And Co St D And Co St E Onslow
Camp Lejeune NC 28547 Facility Contact Affiliation
Owner Name
Commanding Officer US Marine Corps - Camp Lejeune
Scheduled
Orig Issue App Received Draft Initiated Issuance
08/22/08 08/11/08
Owner Type
Government - Federal
Owner Affiliation
Carl Baker, Dir
Psc Box 20004
Camp Lejeune NC 285420004
Public Notice Issue Effective Expiration
08/22/08 08/22/08 08/22/18
Regulated Activities Requested/Received Events
State Stormwater - HD - Wetlands Deed restriction requested
Deed restriction received
Additional information received
Additional information requested 08/15/08
Outfall NULL
Waterbody Name Stream Index Number Current Class Subbasin

P.
TRANSACTION REPORT
AUG-25-2008
MON 09.38 AM
FOR: NCDENR
910 350 2004
SEND
�c DATE START RECEIVER
TX TIME PAGES TYPE
NOTE
M# DP
�
>X
AUG-25 09:33.AM 919198518393
4147" 9 FAX TX
OK
056
TOTAL
4M 47S PAGES;
9
State of North Carolina
Department of Environment and Natural Resources
'Wilmington Regional office
Michael F. Easley, Governor
William G. Ross., Jr., Secretary
FAX COVER SIEiEET
Date: , � —
To: - i NorA-�N �
Co:
Fax:
Re:
Hard ca to follnw
No. Pages (exel. cover):
Express Permitting
From: Sandra Exam
Phone: a of 796-7255_
Fax; [phone]
127 Cardinal Drive Extension, Wilmington, NC 284-05 • [phone] • An Equal opporwility Affirmative Action Employer

!M.,
IsGREENHORNE & OWARA
CONSULTING ENGINH.R5
Letter of Transmittal
Greenhorne & O'Mara, Inc.
5565 CENTERVIEW DRIVE, SUITE 107, RALEIGH, NC 27606
NCDENR - Division of Water Quality
DATE:
8/21/08
127 Cardinal Dr Extension
RE:
Proj. No. SW8 080740
Wilmington, NC 28405
PHONE NO:
919-532-2315
Attn: Chris Baker
JOB N0:
140560
WE ARE SENDING YOU THE FOLLOWING ITEMS:
ATTACHED UNDER SEPARATE COVER
CALCULATIONS SPECIFICATIONS
X BLUEPRINTS COST ESTIMATE
CD COPY OF LETTER
MYLARS/SEPIAS
VIA: REGULAR MAIL �X OVERNIGHT MAIL F7BY HAND 0 PICKUP F—] MESSENGER
COPIES I DATE or NO. I DESCRIPTION
2 1 Revised Sheet C-506 per comments received on 8/15/08
THESE ARE TRANSMITTED AS CHECKED BELOW:
X FOR APPROVAL AS APPROVED BY:
X FOR REVIEW AS SUBMITTED FOR APPROVAL TO:
X FOR YOUR USE FOR YOUR RECORDS
AS REQUESTED BY: PLEASE RETURN TO US AFTER USING
CC: SIGNED:
ANNAPOLIS, MD ATLANTA, GA BALTIMORE, MD BRADENTON, FL BONIFAY, FL FAIRMONT, WV
FREDERICKSBURG, VA CHANTILLY, VA GERMANTON, MD JACKSONVILLE, FL LAUREL, MD PANAMA CITY, FL
RALEIGH, NC RICHMOND, VA, WEST PALM BEACH, FL TALLAHASSEE, FL CLEARWATER, FL

APPENDIX
13.46 lb
= 95.77 lb
Table A-1 Approximate conversion factors
English Gravitational System International System to
Parameter to International System English Gravitational System
Length
Mass
Fora
Time
Specific (or unit) weight
Mass density_
Specific gravity
Dynamic viscosity
Kinematic viscosity
Vapor pressure
Surface tension
Fluid pressure
1 In = 0.0254 m
I it = 0.3048 m
1 slut = 14.59 ks
1 lb = 4.448 N
Is= Is
I lb/ft' = 157.1 N/m'
I sh4/ft' = 515.2 kg/m'
Same dimensionless value
in both systems
1 lb-s/ft' = 47.88 N-s/m'
1 W/s = 0.09290 m'/s
1 Ib/ft' = 47.88 Ps (N/m')
1 ib/ft = 14.59 N/m
I Ib/ft' = 47.88 Pa (N/m3)
1 Ib/iu= = ti.895 kPa (kN/m')
) m = 39.37 is
Irn=3.281f1
1 kg = 0.06854 slut
1 N = 0.22481b
1s=1s
t N/m' = 0.006366 lb/fd
1 kg/in' = 0.001941 shtp/ft'
Same dimensionless value
in both systems
I N-a/m' = 0.02089 lb-s/f '
1 m'/s = 10.76 ft'/s
1 Ps (N/m2) = 0.02089 lb/ftt
I N/m = 0.06853 Ib/ft
1 Pa ftrn') = 0.020891b/ft'
1 kPaON/m=) = 0.1450lb/in=
401

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Nalural Resources
Coleen 11. Sullins Director
Division of Water Quality
August 15, 2008
Carl Baker, Deputy Public Works.Officer
United States Marine Corps
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 080740
P-828 Field Medical Services School
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a State Stormwater Management Permit Application on
August 11, 2008. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
Please correct the wetlands detail C-506. The bottom of the deep pool elevation and the
shallow water elevation are both shown to be 4.17m.
2. Please graphically depict the outlet orifice to be at the permanent pool elevation on the
same detail.
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 August 22, 2008, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee. If you need additional time to submit the information, please mail, email or
fax your request for a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions.
concerning this matter please feel free to call me at [phone] or email me at
chris. baker@ncmail. net.
Sincerely,
Chris Baker
Environmental Engineer 11
ENB/csb: S:IWQSISTORMWATERIADDINFO120081080740.aug0$
ne
CC: Rob Downs, P.E., Greenhorne & O'mara N.r�i zthCarohna
Chris Baker dvalurally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Interoct: www.newaterQualitv.org Fax [phone]
An Equal Opportun4ylAffirmative Action Employer— 50% Recycled110% Post Consumer Paper

�9D
CAROLINAS
ECS CAROLINAS, LLP
Geotechnical - Construction Materials - Environmental - Facilities July 7, 2008
Mr. Frank Wing
VIRTEXCO
2909 Brunswick Ave.
New Beni, North Carolina 28562
Re: Infiltration Evaluation
P-828 Field Medical Services School
Camp Johnson, North Carolina
ECS Project No. 22.14223
Dear Mr. Wing,
ECS Carolinas, LLP (ECS) recently conducted an infiltration evaluation for the proposed
infiltration areas at site located at off of Co. Street D in Camp Johnson, North Carolina. This
letter, with attachments, is the report of our evaluation.
Field Testing
On July 3, 2007 ECS met with Mr. Frank Wing with Virtexco on site in order to locate the
requested test locations. ECS then conducted an exploration of the subsurface soil and ground
water conditions at two requested Iocations shown on the attached Site Diagram. The purpose
of this exploration was to obtain subsurface information of the in -place soils for the proposed
infiltration area. We explored the subsurface soil and ground water conditions by advancing
one hand auger boring into the existing ground surface at the two requested boring locations.
We visually classified the subsurface soils and obtained representative samples of each soil type
encountered. We also recorded the ground water level observed at the time of each band auger
boring. The attached Infiltration Evaluation Form provides a summary of the subsurface
conditions encountered at each hand auger boring location.
The ground water level and the seasonal high ground water level (SHWL) were estimated at
each boring location below the existing grade elevation. Below is a summary of each boring
location.
Location
Water Level
SHWL
1
Winches
45 inches
2
60 inches
43 inches
We have conducted two infiltration tests utilizing a compact constant head permeameter near
hand auger borings to estimate the infiltration rate for the subsurface soils. The infiltration tests
are typically conducted at two feet above the SHWL. D E C E IV
V
AUG I i ZOM8
7211 Ogden Business Park Suite 20I Wilmington, NC 28411 910 686-9114 Fax [phone] www.ecsf ited.com
g g ) i i ) ,aG,, Y
Asheville. NC • Charlotte, NC - Greensboro, NC , Greenville, SC • Raleigh, NC • Swansborc. NC * • Wilmington, NC
* testing services only

Infiltration Evaluation
P-828 Field Medical Services School
Camp Johnson, North Carolina
ECS Project No. 22.14223
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/hour
inches/minute
I
Tan fine SAND
21 inches
12.9
0.21
2
Tan fine SAND
19 inches
7.3
0.12
Infiltration rates and SHWL may vary within the proposed site due to changes in elevation and
subsurface conditions.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Staff Geologist
Attachments: Site Diagram
Infiltration Evaluation
\ c AL-
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983

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Infiltration Evaluation
P-828 Field Medical Services School
Camp Johnson, North Carolina
ECS Project No. 22.14223
July 3, 2008
Location Depth Soil_ Description
1 0-45" Tan fine SAND
45"-60" Orange clayey SAND
Seasonal High Water Table was estimated to be at 45 inches below the existing
grade elevation.
Infiltration Rate: 0.21 inches per minute (12.9 inches per hour)
Test was conducted at 21 inches below existing grade elevation
Ground water was encountered at 60 inches below the existing grade elevation.
Location Depth Soil_ Description
2 0-43" Tan fine SAND
43"-60" Orange clayey SAND
Seasonal High Water Table was estimated to be at 43 inches below the existing
grade elevation.
Infiltration Rate: 0.12 inches per minute (7.3 inches per hour)
Test was conducted at 19 inches below existing grade elevation
Ground water was encountered at 60 inches below the existing grade elevation.

Stormwater Management Narrative
P-828 Field Medical Services School
Camp Lejeune MCB, NC
July 2008
Proiect Description
The US Marine Corps at Camp Lejeune, NC is proposing to construct a 2569 sq meter (27652 sq foot)
building to serve as a classroom / training building for the Field Medical Services School. The project
also includes construction of a new 54 space parking lot on the east side of the project site. The project
site is bound by CO Street E on the north, CO Street D on the west, CO Street F on the south and a
densely wooded area on the east. The project is located on a 22257 sq. meter (5.5 acre) site that is
currently occupied by a cluster of buildings and associated parking areas and sidewalks. Existing storm
drainage on the site is confined within the perimeter of the above site boundary. There is an existing
underground storm structure and piping system running parallel to streets CO Street E, CO Street F, and
CO Street D on the project site side of the roads. This existing storm drainage system discharges directly
into the wooded area on the east side of the project site.
The design method that was used for the constructed storm water wetlands was based on criteria
outlined in the NCDENR BMP manual. The rational method was used to calculate the required
treatment volume and the conveyance system. All methodologies that are used are consistent with the
North Carolina Division of Water Quality, which has jurisdiction over this project. The area being
developed is approximately 4.78 acres. One constructed wetland area will be placed on the project site
to collect all storm water before it leaves the project site. There is no additional storm water draining
onto the site from outside the project limits. Due to this development's proximity from streams, rivers,
etc it is not required to maintain buffer areas.
Existing Site Conditions
The existing site is currently occupied by a cluster of buildings and associated parking areas and
sidewalks yielding an impervious surface area of 1.48 acres. This area is believed to have been originally
developed in the 1950s and 1960s. There are no known existing wetlands within the project limits.
Topographic elevation of the existing site varies from a high of 6.25 meters to a low of 3.75 meters.
Design Analysis
The existing impervious surface area of the site is approximately 6000 sq. meters (1.48 acres). This
project includes a total site impervious surface area of 5632 sq. meters (1.40 acres). Since the new
impervious surface area is less than existing, stormwater management measures pertaining to quantity
are not required.
❑ � C F 1 V E D
AUG 112008
awa
PROD

Since the new impervious surface area for the site will be 25% of the total project site area the project
will be considered a high density development. High Density developments require structured BMPs.
We are proposing to install a constructed wetland to treat the first 1.5 inch of runoff generated by new
impervious surface included in this project.
The 22,257 sq. meter (5.5 acre) site will drain generally from west to east into the constructed wetland
area via two grassed lined swales. There will be one swale on the north side of the new building and
one on the south side. The wetlands will discharge through an outlet structure then into an existing 18
inch CMP pipe which discharges off site. Stormwater runoff leaving the project site will flow towards
the east and will flow through an approximate 300 linear foot wooded area before reaching Scales
Creek. Scales Creek is part of the White Oak River Basin and according to NCDENR data has waters
classified as SC, HQW and NSW.
Roof drain leaders will discharge directly into the constructed wetland to be treated before discharging
Scales Creek. The total surface are of the proposed wetland will be 0.36 acres. See attached for
wetland sizing calculations.
Soil Data
An infiltration evaluation was performed by ECS Carolinas, LLC on July 3, 2007 (see attached). Data was
taken from two locations on the site. The results show a ground water level 60 inches and a seasonal
high water level (SHWL) 45 inches below the existing grade. An infiltration test was performed at
several locations on site and the results show an average infiltration rate of 10.1 inches/hour.
Summary
The overall stormwater management goal is to meet the current regulatory requirements for water
quality and quantity treatment and attenuation as required by the North Carolina Division of Water
Quality. The proposed design meets and exceeds the regulations of the State and accomplishes these
goals. It is our understanding that there are no additional requirements for this site such as CAMA
permits due to the site's location.

GREENHORNE & OWARA, INC.
PLANNING • SITE ENGINEERING • TRANSPORTATION
ENVIRONMENTAL • SURVEYING/MAPPING
! S 7 711Q SUBJECT - l_rt'!--;a---r c'
BY ��---------� DATE ----'`--�'-=-�_�' _--•-=---- _-�_��,'=----='__t'_r �-'� Vic"-=-� SHEET NO. ------ OF _-_=5----•
CHKD. BY -------- DATE ------------ ---y---------------�-----�--� � �:'_-- �----�_--____---------
JOB NO. ________--bw_________--
_�, �, ._-- -, � _. FILE NO. REV. BY --------- . DATE ------------==-=- --"---------�-------- --
`-�..i.-/•�•S- Ap(,,ii . t.'v% `I{...)7{ `� L. trt
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GREENHORNE & OWARA, INC.
PLANNING • SITE ENGINEERING • TRANSPORTATION
ENVIRONMENTAL • SURVEYING/MAPPING
BY _�_-------- DATE _ /33D/' ?? SUBJECT _IL­jli'_'' L-_�_" =----��'�! f_`-LILT 1 _-_- ---_------ SHEET NO.-----c-- OF----f----
CHKD. BY DATE --- _: -. ;--: - -
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REV. BY ----------- DATE ----------- - - ' ,-'r ,,_' -- •------ -==------------------- ---- FILE NO. ---- - -----------------
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GREENHORNS & OWARA, INC.
PLANNING • SITE ENGINEERING • TRANSPORTATION
ENVIRONMENTAL • SURVEYING/MAPPING
BY 2ire ------ - DATESUBJECT---- -----= ------ SHEET NO.4F---2----
CHKD. BY DATE `•= - 7 -- - "f" 1(' i ,r�" <;9
------------------------'-----==i-'--------===- --1 ------ '�---=---�-II----------- JOB NO. ----� -----= ' ----------
REV. BY -----___-_. DATE ------_--_ "` ": - FILE NO
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10
Greenhorne 8 O'Mara, Inc. STORM SEWER COMPUTATION SHEET Manning's 'n' for hydraulc slope: 0.0110 f1
10 YEAR STORM - JUST FULL min. acceptable cover (ft): 1.00
10 YEAR HYDRAULIC CHECK Pipe thickness for cover calc. (in): 0.50
LOCATION: Camp Leieune
Calc'd by: JDS JOB NO. 140560 Date: 8104/08 FORM BASED ON U.S. DEPT OF COMMERCE, TP NO. 25.
PROJECT: P828 Field Medical Services SO STREET:
Roof Drain. Loc.ISiz.
Surface
C
CA
E CA
Flow t
Time
I Q
1 Q
Dia
L
Pi eS.
Sloe
H d.S.
V
CAP.
90% Full
IE
IE
H d.
H.G.
TE UP
CVR
TE LOW
acre
min.
min.
10 YEAR
10 YEAR
in.
ft.
%
Check
%
fps
cfs
check
upper
lower
delta
ft
ft
CHK
ft
_ :.Northwest - 10" HDPE- :"
0.15 :
0,95
0.14
0.14
5.0
11-001
1.55
11-001
1.55
10
166
1.00
OK
0.36
4,75
2.59
OK
18:18 -
,16 53
0.59
17.36
North_= 12".HDPE
"` 0.22 -"
0.95
0.21
0.35
0.6
5.6
11.00
3.80
11.00
3.80
12 .
222
1.00
OK
0.82
5.35
4.20
OK
16.53
-14;32
1.81
15.32
North Outlet 15" HDPE
0,00
0.95
0.00
0.35
0.7
6.3
11.00
3.81
11.00
3.81
15
.120
1.90
OK
0.25
8.57
10.52
OK
-14.32
1204-
0.30
1.25
Northeast 8" HDPE =
0.10 _`
0.95
0.10
0.10
11.00
1.09
11.00
1.09
8
100 .
1.00
OK
0.58
4.09
1.43
OK
15.27
-:14.27 :'.
0.58
0.67
."
0.4
0.4
Southwest -8"HOPE "'
0.03--�
0.95
0.03
0.03
11.00
0.28
11.00
0.28
.8 -
°r49:
1.00
OK
0.04
4.09
1.43
OK
= 18-18
17,69
0.02
18,36
r. ="South -8".HDPE •"_ -"
0:01 ":.
0.95
0.01
0.04
0.2
0.2
1 11-001
0.41
11.00
0.41
8
4]
1.00
OK
0.06
4.09
1.43
OK
17.69
=17.2B
0-03
17.95
=-
South`- 10" HDPE "
0.18
0.95
0.17
0.21
0.2
0.4
11.00
2.32
11.00
2.32
10;
"°180
1.00
OK
0.80
4.75
2.59
OK
'17.28"
'`15.48
1.44
16.31
South,0utlet 10" HDPE"
'0:00 '
0.95
0.04
0.21
0.6
1.0
11.00
2.33
11.00
2.33
10
109
3.16
OK
0.81
8.43
4.60
OK
15.48
12.04
0.88
0.$8
-
::
I
C���E
AUG 1 12008
PRCU # DwQ
STORM.xlsx

State of North Carolina
Department of Environment and Natura{ Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review: Stormwater Wetland
Project name P-828 Field Medical Services School
Contact name o
Drainage area number t
Date August 14, 2008
Design Variable Variable Equation Value i Units
Volume to Treat: Non•SR Waters
Volume to Treat, Reported
VR,p„t,d I-
15,512.00
ft'
Volume to Treat, Required (Simple Method)
IVR.q p„dI=3,630'Rc'Rv'AT�
8,317.36
ft'
Adequate design volume calcualted?
yes
-
Adequate design volume used (3,630 ft' minimum)?
yes
-
Drainage area
AT,,,,
239,5811
ftz
Drainage area
AT„W
5.50
acres
Impervious area
A,,
60.622
ft2
Percent Impervious
IA
=A,mp1A%Ui
0.25
(unitless)
Design Storm
Ro
1.5
in
Runoff Coefficient
RV
=.05+.9(IA)
0,28
(unitless)
Volume to Treat: SR Waters
Volume to Treat, Reported
VR,p,ntd
0,00
ft'
Volume to Treat, Required
VRe area
I = 1- r, 24-hr depth, inches 1 12inlftdrain a area, ft2
0,00
1 ft'
Adequate design volume calcualted?
yes
-
Geometry
Surface Area (Entire Wetland), Reported
As,e...R.p.d.d
15,512.00
ft'
Surface Area (Entire Wetland), Calculated
As,,,,CakmWed
=VRpiiedDp,
15,512.00
ftz
Adequate surface area provided?
yes
-
Depth of temporary poollponding depth
0'W'
12
in
Depth of temporary pooliponding depth
DP„n.
1.0
ft
Volume of water that can be held in temp, pool
VT,mpP,,
=(Ay,, ,�,,,,,d)`{Dpa a)
15,512.0
ft'
Adequate temporary pool volume provided?
yes
-
The wetland supplement sheet will indicate if the elevations and surface areas are adequate for each topographic zone. If the spreadsheet indicates that they are incorrect,
then they must be fixed (also check the number of decimal points).
Drawdown Time 2-5 days
Gravity
g 1
32.2
fVsec`
Coefficient of discharge
co
See Table 3-8 of the BMP Manual
0.60
(unitless)
Driving head, Reported
H. R.pod.d
1.000
ft
Driving head, Calculated
H,, cww".d
=Dm,„d13
0.333
ft
Adequate driving head (H.) reported?
no, check
decimals.
2 Days: Determining Maximum Orifice Diameter
Drawdown Rate
020
=VR.q...a(min160sec)'(hr160min)'(dayl24hr)1(2days)
0.0481
ft3lsec
Orifice cross -sectional area
Az❑
=Q20,-ACo (SQRT(2'g'Ho,CWr .d)))
0.0173
ft'
Onfice radius
RZo
=SQRT(A2o Pi)
0.074
It
Orifice radius
Rp❑
0.89
in
Orifice diameter
D2D.. Max Diameter
=2R20,,,
1.78
in
5 days: Determining Minimum Orifice Diameter
Drawdown Rate
qsc
=VR,R,,;,,d'(min/60sec)'(hr160min)'(day124hr)1(5days)
0,0193
ft'/sec
Orifice cross -sectional area
A,,
=Qso (Ce`(SQRT(2'g'Ho.cdaw ed)))
0.0069
ftz
Orifice radius
Rso,
=SQRT(AID 1Pi)
0,047
ft
Orifice radius
Rsof,
0.56
in
Orifice diameter
D-4). ,: Min Diameter
1.13
1n
Orifice diameter, reported
DR,p,,,td
2.00
in
Adequate drawdown onfice size {is it between 02D,, and D )?
no
Drawdown time, using the reported entice diameter
tcrw,r,a
=VR .dl(Q,,,,))`(mirV60sec)'(hr160min)•(dayl24hr)
1,59
days
Drawdown time, reported
tR.q.d.d
2.37
days
Adequate drawdown time reported?
yes
Adequate drawdown time provided?
yes
-
Onfice radius, calculated from reported values
RR td
=DR12
1,00
in
Orifice radius, calculated from reported values
RR.p..d
0,08
It
Orifice cross -sectional area, calculated from reported values
AR d
=Pi'RR, d2
0.02
ftz
Drawdown Rate, calculated from reported values
OR. .d
=AR, d`Ca'SQRT(2'g'H.,C.W.W)
o.06
ft'isec
113

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review: Stormwater Wetland
Peak FlowlDverflow Welr Calculations- Davelocad Protect
Peak Flaw, Pre (Calculated)
OP gc.rx,,a
=Cc„,Ip<,Ar,,,�'(fYI2in)'(hr/60min)'(minf60sec)
O.DDO
R�lsec
Peak Flow, Pre (Reported)
QP,..R.pmt.d
—CC.W V dIP,..CW.We dAT.tW
ft1121n)*(hr/60rrin)' min160sec
ft'/sec
Adequate Qwos„m provided?
yes
-
Peak Flow, Post (Calculated)
QP,a,c.�da,d
=CCiW wdlP, LCWLA IWAT.W
12 i n )' (h r! 60 m i n )' (m i N 60 sec )
0.coo
ft'lsee
Peak Flow, Post (Reported)
IQPtR,p.nd
—CCakS.te PWAT.4*(11112in)'(hr160min)'(min160sec)
0.000
f6sec
Adequate Qt.g.st— Provided?
yes
-
Is the reported Rational C appropriate7
yes
-
Rational C Reported for developed project (CR,p.d,d):
0.460
(unitless)
Rational C That Should be Used for developed project (CC.-.t.d), Calculation below:
0.000
(unitless)
Land Uses on Plan Submitted
% of Drainage Area
(Enter Data from Plan
Below
Rational C
7—
%Impervious
Unimproved Areas
a m
Asphalt
0.95
0.0%
Concrete
0.95
0,0%
Brick
0,85
0.0%
Roofs inclined
1.00
0.0%
Roofs' list
0.90
0.0%
Lawns sandy soil flat <2 /,
0.10
Lawns sandy soil average 2-7%
0.15
Lawns sandy soil steep �7%
0.20
Lawns heavy soil flat <2%
0.15
Lawns heavy soil average 2-5%
0.20
Lawns heavysoil steep >7 %
0.30
Wooded areas
0.15
0.0% Does not total 100%. Alter yellow cells above,' 0.00%
The percent impervious reported is: 25.30%
Does this value correspond to the land uses above? no, check
decimals
Rainfall intensity, Pre: Calculated
IP,..c,W,,.dI
=dp,.lt�'(60minlhr)
2.89
Whr
Rairfall intensity, Pre: Reported
IP,..R.p,,,.d
O.DO
inihr
Adequate water quality storm intensity used?
no, check
decimals
Rainfall intensity, Post: Calculated
IPP.t, c.tw.,a
=dp,.lt,'(60minlhr)
2,89
inlhr
Rainfall intensity, Post: Reported
1P..r R.p.,t.d
0.00
in/hr
Adequate large storm intensity used?
no, check
decimals
—Hydraulic length
L
Not on Suppement Sheet - Estimate from Plan
1 000
ft
in elevation along L
H
Not on Suppfement Sheet - Estimate from Plan
3
ft
—Change
Time of concentration
tC
= L'1H o aes 128
14.93
min
"Depth" from http:llhdsc.nws,noaa.gov/hdscJpfds/
(See internal guidance document for directions on how to
determine these values.
Depth, pre-dev
d=dp,.=dPost
Not on Supplement Sheet- Estimate
0.72
in
Depth, post dev
d=dP,e=dpmt
Not on Supplement Sheet - Estimate
0.72
in
Drainage area
AT.W
239.581
ftz
Length of overflow weir required,
FOR LARGE STORM ONLY
Lwa Po c. w.a
=OP„![Cw'(Hw„t s)�
t+DIV101
ft
Length of overflow weir from plan
LW.~ R.p.d.d
ft
Adequate Weir Length?
9DIV101
Weir Coefficient
Cw
Typical value, 3.0
(Witless)
Height of water above the weir
Hw..
Estimate this value based on the maximum stage
possible (ie: if there is 1ft of freeboard, then 12 inches)
in
Height of water above the weir
Hw..
0,00
ft
2/3

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review: 5tormwater Wetland
PralPnat Davalonmant Peak Finw,
Peak Flow, Yost
QPW
=CC."Io.dlrv.AToW'(ft112in)'(hr160min)'(minl60sec)
0,000
ft'lsec
Peak Flow, Pre
QP a
=CR.PWrh•-PevelepmentltyrlaM,CM�.�atedArou�
'(f /12in)'(hrl60min)'(mirV60sec)=Q1K4N,Car".d
5,616
ft'/sec
Peak Flow, Amount to Control
Qcono-awmoent
-Qi 2aM,D.wbP.d-Q� .k,a�.-D.v.bpmeM
-5.616
f0sec
Adequate peak flow controlled?
Always
Check
Rational C Coefficient for the developed project
Cp,podd. or•b .d
=CR.P.rt.d
0.46
(unitless)
Rational C Coefficient for the pre -development
CR.~ P—D—I.pmM
0.35
(unitless)
Rainfall intensity, 1yr24hr: Calculated
I,rz.n om,C.W..d
=d,y�24nrsemm!! (60minfhr)
2.89
irVhr
Drainage area
Ar„,1
239.581
Ift2
313

Permit Number
(to be provided by DWQ)
®� ,A
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pail 111) must be printed, filled out and submitted along with all the required information.
{tFa r"�'"." s
I. P.RdJECT INF,ORMATlON-'..•Luatt�a:� .. >:-Z-y�......:��.�.r..d:�..,�.�.,.:�.:�.�.�k�,��:,�
Project name P-828 Field Medical Services School
Contact name
Phone number
Date August l4, 2008
Drainage area number 1
IIJDESIGNJlNF,ORMAZION,� , i
Site Characteristics
Drainage area 239,581 ft2
Drainage area 5.50 acres
Impervious area 60,622 ft2
Impervious area 1.39 acres
Percent impervious 25.3% %
Design rainfall depth 1.5 inch
Peak Flow Calculations
Does this project require prelpost control of the 1-yr 24-hr peak
n (Y or N)
flow?
1-yr, 24-hr runoff depth
in
1-yr, 24-hr intensity
inihr
Pre -development 1-yr, 24-hr runoff
ft3lsec
Post -development 1-yr, 24-hr runoff
ft3lsec
PfelPost 1-yr, 24-hr peak control
ft3lsec
Storage Volume: Non -SR Waters
Design volume (temporary pool volume) 15.512 ft3 OK
AOO WATF9aG
S �
Depth of temporary poollponding depth (Dpians) 12 in OK
Drawdown time 2.37 days OK
Diameter of orifice 2.00 in Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
Coefficient of discharge (CO) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 1,000 ft OK
Storage Volume: SIR Waters Parameters
1-yr, 24-hr depth in
Pre -development 1-yr, 24-hr runoff ft3
Post -development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Form SW401-Wetland-Rev. 1 Parts I and H. Project Design Summary, Page 1 of 3

Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
15,512 ft2
OK
Shallow Land
6,200 ftz
OK
The shallow land percentage is:
40%
Shallow Water
6,200 ft2
OK
The shallow water percentage is:
40%
Deep Pool
Forebay portion of deep pool (pretreatment)
1,552 ftz
OK
The forebay surface area percentage is:
10%
Non-forebay portion of deep pool
1,560 ftz
Insufficient non-Forebay deep pool area.
The non-Forebay deep pool surface area percentage is:
10%
Total of wetland zone areas
15,512 ftz
OK
Add or subtract the following area from the zones
0.00 ft2
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
15.20 fmsl
Permanent Pool
Shallow Water (top)
14.20 fmsl
Deep Pool (top)
13.68 fmsl
Most shallow point of deep pool's bottom
11.68 fmsl
Deepest point of deep pool's bottom
11.68 fmsl
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 611nches below SLWT, If yes:
y (Y or N)
SLWT (Seasonally Low Water Table)
12.18 fmsl
OK
This design meets Option #2,
Has a clay liner
no
If yes:
Depth of topsoil above clay liner
in
Topographic Zone Depths
Temporary Pool
Shallow Land
12 in
OK
Permanent Pool
Shallow Water
6.24 in
Insufficient shallow water depth.
Deep Pool (shallowest)
24 in
OK
Deep Pool (deepest)
24 in
OK
Planting Plan
Are cattails included in the planting plan?
(Y or N)
Number of Plants in planting plan recommended:
Herbacious (4inch diameter)
468
Shrubs/small trees (1 gallon or larger)
312
Trees (1.5" dbh)
Number Plants
78
of in planting plan provided (several species of
¢� r Oe 'el
each plant type are recommended):
O
Herbacious (4inch diameter)
Higher density is recommended.
Shrubslsmall trees (1 gallon or larger)
(Higher
g3l
density is recommended.
Trees (1.5" dbh)
Higher density is recommended.
Form S1N401-Wetland-Rev. 1 Parts I and It. Project Design Summary, Page 2 of 3

Permit Number
(to be provided by DWQ)
Additional Information
Can the design volume be contained?
(Y or N)
Does volume in excess of the design volume flow evenly
(Y or N)
distributed through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
(Y or N)
Are calculations for supporting the design volume provided in the
(Y or N)
application?
Is BMP sized to handle all runoff from ultimate build -out?
(Y or N)
Is the BMP located in a recorded drainage easement with a
(Y or N)
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
:1
Approximate wetland length
ft
Approximate wetland width
ft
Approximate surface area using length and width provided
o ft2
Will the wetland be stabilized within 14 days of construction?
(Y or N)
Form SW401-Weiland-Rev.1 Parts I and M. Project Design Summary, Page 3 of 3

April 3, 2007
TO: Kroskin Design Group, P.C.
6160 Kempsville Cr.
Suite 316A
Norfolk, VA 23502
Attn: Mr. Carl W. Rogers, Jr., NCARB
RE: Report of Subsurface Investigation and Geotechnical Engineering
Building. P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
Dear Mr. Rogers:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. 'The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that -occur on a project, questions
arise concerning subsurface conditions. G E T Solutions, Inc, would be pleased to
continue its role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we
would ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solut'ons, Inc.
ceJ
Gerald W. Stalls Jr., E.I.T.
Senior Project Manager
Camille A. Kattan, P.E,
Principal Engineer
NC Reg. # 14103
Copies: (4) Client
tttYr tl fill r,
t+� YCA�+Rl f.
SEAL _
014103
ell
lo
ll�ir�tltttt
504 East Elizabeth Street, Suite 2 • Elizabeth City, NC 27909 • Phone [phone]
[e-mail]
F335-9766
AUG 1 1 2008
DWR
PHOJ #

Report of Subsurface Investigation and Geotechnical Engineering Services 3/3106
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
EXECUTIVE SUMMARY
The proposed construction at this site will consist of building a new single story
structure, paved roadways and parking areas, as well as other site infrastructure.
The project site is located along the east side of Command Street D within the
Camp LeJeune military facility in North Carolina. A brief description of the
anticipated characteristics of the new hotel is presented below:
• Concrete masonry unit (CMU) walls and/or structural steel framing
supported by shallow foundations.
• The maximum anticipated wall and column loads were noted not to
exceed about 2 to 3 klf and 60 to 70 kips, respectively.
• Finish floor elevation of the structure anticipated to be located slightly
above the existing grade elevations. Accordingly, cut and/or fill
operations are not expected to exceed 2-feet in order to establish the
design grade elevations.
• First floor to consist of slab -on -grade construction with distributed
loads of about 150 pounds per square foot (psf).
Our field exploration program included six (6) 10 to 50-foot deep SPT
borings and two (2) 50-foot deep CPT borings drilled within the proposed
construction areas. A brief description of the subsurface soil conditions is
noted below:
Boring Locations — Topsoil ranging in thickness from 2 to 4-inches was
encountered at the boring locations. Beneath the TOPSOIL the subsurface
soils encountered at the boring locations consisted of a very loose to medium
dense SAND (SP, SP-SM) with varying amounts of silt underlain by very soft
to stiff CLAY (CL, CH) followed by very loose to dense SAND (SP-SM, SM)
with varying amounts of silt and clay. Additionally, a deposit of medium stiff
CLAY (CL) was encountered with the lower granular soils at the location of
boring B-2 from a depth of 18 to 23-feet below existing grades. A brief
description of the natural subsurface soil conditions encountered at the SPT
boring locations is tabulated on the following page:
t,
661g ioiisa [nc 7i{=.

Report of Subsurface Investigation and Geotechnical Engineering Services 313106
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
RANGES OF
AVERAGE
STRATUM
SPV1 hl-
DEPTH (Feet)
DESCRIPTION
VALUES
�'.rY.ui,'(, a�i(�F y{ ��Iti�=:'r'i.
rl_•ucl'I'rJ..-r�-�4�liftl`�W7�`s.:`Vs;i�'=�av¢Iliuyi�':�,
-: 4."Iv':y�:... �._ .,-.l.:i �i•'17:"2'�a�°�itF:�C:`�C�^e��`-�:=�4��t'=w ='_.`.F�"'>'i � v�='.Sf r_i4�rare :—i'. l�"i''a-iiJ��.r� i:.�1'�:,4�'._:=�,'Skf .;:da,M1.r��� sue.
iJr_frs7."T�+'.'. .'�'iy��.?iLn .�.�•"-�.•4iTJ;,Sl.:
=R�;'''!`=,'.�:S1w-.'�r��';'t�'a':; �'i "ems � %�s'�;tur. �'.� *,,,;�P�,��`t�:,L��=.�'�� . 4',�`-�—:
vst,rc:i„E,�s—..�,�}t=�l�r4''Lsr:i�,,:'��t�
f tti
Yrl7riF:'�'YE .�, ;r vi
�,
: r:i �'ttl s;N:��� ; C` =-.L�;:
'�1 �.r �i. •r,•air..., I� tSr. .h- 'iL r._r�[*` m' �rCtr::t,,.Y�r �a'�
�• _t� _•�re3
s�vB�,;r thraui B,3�and,'PB�irou�i PB''.�.���
4
r���-Borrn
0 to .3
TOPSOIL
SAND (SP, SP-SM) with varying amounts of
0.3 to 4
I
2 to 12
silt
Lean CLAY (CL) to Fat CLAY (CH) with
4 to 13
II
6 to 10
varying amounts of sand
SAND (SP-SM, SM) with varying amounts
13 to 26
ilI
2 to 32
of silt
18 to 23
IV
Lean CLAY (CL) boring B-2 only
5
Note (1) SPT = Standard Penetration Vest, N-Values in Blows -per -foot
Groundwater was encountered at depths of approximately 5 to 8-feet
below existing grades at the boring locations. Furthermore, the
groundwater level encountered at the location of boring B-1 (5-feet
below existing grades) is anticipated to be the results of "Perched"
water above a restrictive horizon (CLAY). In order to more accurately
determine the groundwater level a series of groundwater monitoring
wells should be installed and subsequent 24 to 48 hour recordings
should be performed.
The following evaluations and recommendations were developed based on
our field exploration and laboratory -testing program:
m Field-testing program during construction to include compaction
testing, sub -grade inspection, and foundation excavation observations
for bearing capacity verification.
o A cut of approximately 4 to 6-inches will be- required to remove the
TOPSOIL materials from within the construction areas. Additional
recommendations for site clearing and grading are provided in section
4.1 of this report.
Y The recommendations within this report must be reviewed in the event
that more than 2-feet of fill wily be required to establish the proposed
first floor finished elevations. The placement of more than 2-feet of
fill is expected to result in excessive settlements within the upper
CLAY (CL, CH) deposits.
DECEivE GIFT
IL
o .o
DWO
PfiOJ #

Report of Subsurface Investigation and Geotechnical Engineering Services 313106
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
CET Project No; EC07-159G
® Shallow foundations designed using an allowable bearing capacity of
2,000 psf (24-inch embedment, 24-inch width). In preparation for
shallow foundation support, the footing excavations should extend
into firm natural soil or well compacted structural fill.
■ Estimated total and differential settlements should be up to about 1-
inch and about %-inch, respectively.
a CMU wall construction should be designed to contain construction
joints at on distances not exceeding 20-feet. These joints will
provide for more flexible wall members that are less likely to crack as
a result of settlement.
In The foundations should also be designed with the use of top and
bottom reinforcing steel for added rigidity and to increase the
foundation performance with respect to settlement.
Proposed structure should be designed based on a site seismic
classification of "D", as a result of the 50-foot deep CPT borings, our
experience in the project area, and the requirements provided in
provided in the North Carolina State Building Code (2003 International
Building Code with North Carolina Amendments) section 1615.1;
Table 1615.1 .1
This summary briefly discusses some of the major topics mentioned in the
attached report. This report should be read in its entirety to thoroughly
evaluate the contents.
54 .I 5. �
§oliilaons l'i O ;12-51

TABLE OF CONTENTS
EXECUTIVE SUMMARY ......................... ..................................................... I............. i
1.0 PROJECT INFORMATION...................................................................... 1
1.1
Project Authorization ............................................................. 1
1.2
Project Description..................................................................: 1
1.3
Purpose and Scope of Services .................................................. 1
2.0 FIELD AND LABORATORY PROCEDURES ............................................... 3
2'.1 Field Exploration...................................................................... 3
2.2 Laboratory Testing................................................................... 4
3.0 SITE AND SUBSURFACE CONDITIONS ................................................... 5
3.1 Site Location and Description.................................................... 5
3.2 Subsurface Soil Conditions........................................................ 6
3.3 Groundwater Information.......................................................... 7
4.0 EVALUATION AND RECOMMENDATIONS .............................................. 7
4.1 Clearing and Grading................................................................ 8
4.2. Subgrade Preparation................................................... I ........ ... 8
4.3 Structural Fill and Placement..................................................... 9
4..4 Building Foundation Design Recommendations.. . .......................... 9
4.5 Foundation Excavations.......................................................... 10
4.6 Building Foundation Settlements .............................................. 11
4.7 Wall Construction Joints and Foundation Reinforcement ............. 11
4.8 Seismic Design Recommendations ........................................... 11
4.9 Building Floor Slabs................................................................ 12
4.10 Pavements................................................................ . ......... 12
5.0 CONSTRUCTION CONSIDERATIONS..................................................... 15
5.1 Drainage and Groundwater Concerns ................................ I....... 15
5.2 Excavations.......................................................................... 16
6.0 REPORT LIMITATIONS....................................................................... 17
APPENDIX I - BORING LOCATION SKETCH
APPENDIX II - LOG OF BORINGS
APPENDIX III W SOIL BORING PROFILE
APPENDIX IV — CPT SOUNDINGS
APPENDIX V — CLASSIFICATION SYSTEM FOR SOIL EXPLORAITON
I] E C E I V E
AUS 1 I M8
SolulaorjIc`:
PROD # DWO

Report of Subsurface Investigation and Geotechnical Engineering Services 4/3107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-1 59G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the
proposed Building P-828; Field Medical 'Services School project. Authorization to
proceed with the services was received from Mr. Carl Rogers, Jr. with Kroskin Design
Group, 1 C in the form of an email, dated of March 12, 2006.
1.2 Project Description:
The proposed development at this site is planned to consist of building a single story
structure, new paved roadways and parking lot, as well as other site infrastructure
components. The finish floor elevation of the building is anticipated to be located
slightly above the existing site grade elevations. Accordingly, cut and/or fill operations
are not expected' to exceed about 2 feet in order to establish the design grade
elevations.
The new building is anticipated to be constructed of either concrete masonry unit (CMU)
walls and/or structural steel framing supported by shallow foundations. The maximum
foundation design loads associated with the proposed structure were not known at this
time. However, based on our experience with similar structures, the maximum column
and wall foundation loads are anticipated to range from about 60 to 70 kips and/or 3 to
4 kips per linear foot, respectively. The first floor is to be constructed as a slab -on -
grade member with distributed loads of about 150 pounds per square foot (psf).
If any of the noted information is incorrect or has changed, please inform G E T
Solutions, Inc. so that we may amend the recommendations presented in this report, if
appropriate.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface
conditions at the proposed project site. The subsurface conditions encountered were
then evaluated with respect to the available project characteristics. In this regard,
engineering assessments for the following items were formulated:
1
5W1i:ikons.liich<ti!
_44

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
1. General assessment of the soils revealed by the borings performed at the
proposed development.
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills, surficial/subsurface organics,
or expansive soils.
3. Soil subgrade preparation, including stripping, grading, and compaction, as
well as providing Engineering criteria for placement and compaction of
approved structural fill material, including weather and equipment effects.
4. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Seismic site classification provided based on the results of two (2) 50-foot
deep CPT borings, our experience in the project area, and the requirements
provided in the North Carolina State Building Code (2003 International
Building Code with North Carolina Amendments) section 1615.1; Table
1615.1.1.
6. Feasibility of utilizing a shallow foundation system for support of the
proposed building. Design parameters required for the foundation systems,
including foundation sizes, allowable bearing pressures, foundation levels,
and expected total and differential settlements.
7. Typical pavement sections recommendations based on the results of three
(3). Standard Penetration Test (SPT) borings performed to a depth of 10-
feet as well.as our experience with similar soil conditions. A total of three
(3) CSR bulk soil samples were obtained and testing is being performed
and will be submitted in an addendum to this report to substantiate the
recommendations provided herein.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in
this report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site,
an environmental assessment is advisable.
z
D
GE"A
AUG�!^

Report of Subsurface Investigation and Geotechnical Engineering Services 413/07
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration:
In order to explore the general subsurface soil types and to aid in developing associated
foundation design parameters, three (3) 35 to 50-foot deep Standard Penetration Test
(SPT) borings (designated as B-1 through B-3) and three (3) 10-foot deep SPT borings
(designated as PB-1 through P13-3) were drilled by G E T Solutions, Inc. within the
proposed construction areas. The SPT borings were performed with the use of a power
drill rig using mud (rotary wash) drilling procedures. The soil samples were obtained with
a Split -Spoon Sampler in general accordance with the Standard Penetration Test (SPT)
method ASTM D 1586- These samples were taken at near continuous intervals from the .
ground surface Jo a depth of 10 feet and at 5-foot intervals thereafter to the boring
termination depth.
Additionally, a CBR bulk soil sample was collected from each of the 10-foot deep SPT
borings noted above (PB-1 through P13-3). These samples were returned to our Elizabeth
City laboratory for natural moisture, full sieve, Atterberg Limits, Standard Proctor, and
CBR analysis. The results of the CBR testing procedures were not completed at the
time of this report. Accordingly, following the completion of these laboratory testing
procedures, an addendum to our report will be submitted to substantiate the pavement
section recommendations presented in Section 4.10 of this report.
Also, two (2) 50-foot deep Cone Penetrometer (CPT) borings were performed within the
proposed building area to evaluate the site for seismic classification. During our initial
CPT. boring process refusal was encountered at an approximate depth of 50-feet below
existing site grade elevations. Accordingly, in'an attempt to complete the required 100-
foot deep CPT boring, a second CPT boring was performed at the approximate location
of SPT boring B-3. This second CPT boring location also resulted in refusal at an
approximate depth of 50-feet below existing site grade elevations. As the cone was
advanced into the ground, tip resistance, sleeve friction and dynamic pore water
pressures were recorded approximately every five centimeters. During the site
reconnaissance, shear wave velocity measurements were taken at the CPT sounding
location at approximate 1-meter intervals to the refusal depths of approximately 50 feet.
The CPT soundings were performed by ConeTec, Inc. The boring schedule noting the
SPT and CPT boring depths and locations is presented in Table I on the following page.
a
i
5olitions Inc���;���?rr

Report of Subsurface Investigation and Geotechnical Engineering Services 4I3107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
Table I — Boring Schedule
-wn�;�=' gift: 4!6 �Fk
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zn. �;!�s�• ^ _
.fy�
t�i:'11_ 'fA',4+c.:L'F�•"fx
:"��-'•',;�+,a=. q^�.
�Td .""�i� j'► 'j�u•'�
'{'2J,u�.:....1� '1'�ati''�m-__
� �
.S�10-rr F� _ >:�=�'�,xr�C—C�� �
I2.4[�.
rr..�e�f������,��Jr:L,m-. ,...ee_.
nu�r=--� "�'--!i�'�.�7-`.`r:; '�'t� S �-1-, dc,�-_ -
�e �� -r ��— r az+ � "�� e- �� .y' 'i5r �'L�F �-���`,��, �L4s
�-�
�y�`, r �_'c-�'�-sf..d•�'�'`�»``%;r:. -.. 5�.
�L
L��i- 3u
F'[ :i
.::'L�i�'M'�+i'$�`.ail:?+k-.�`C �.i7 'fL e�2f i ;prs�!'Tl`..`.•`.;-� "tc: �l�'-�Ik�°r..ci:lri.,�?-.I �-- Grr�aZa�'�-
B-1.
35
Building P-828; Approx. Southwest Corner
B-2
50
Building P-828; Approx, Northwest Corner
B-3
35
Building; P-828; Approx. Northeast Corner
CPT-1
50
Building P-828; Approx. Southeast Corner
CPT-1 a
50
Building P-828; Approx. Northeast Corner
PB-1
10
Proposed Parking Lot; North Entrance Roadway
PB-2
10
Proposed Parking Lot; Approx. Center; East Side
PB-3
10
Proposed Parking Lot; South Entrance Roadway
The SPT and CPT boring locations were established and were identified in the, field by G
E T Solutions Inc. personnel by measuring from existing landmarks. The approximate
boring locations are shown on the "Boring Location Plan" attached to this report
(Appendix 1, Figure 1). This plan was developed based on the site plan provided to G E
T Solutions, Inc. by Kroskin Design Group, PC.
2.2 Laboratory Testing:
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled, and transferred to our Elizabeth City laboratory for classification and
analysis. The soil classification was performed by a Geotechnical Engineer in accordance
with ASTM D2488.
A total of five (5) representative split spoon soil samples were selected and subjected to
natural moisture, 4200 sieve wash, and Atterberg Limits testing and analysis in order
to corroborate the visual classification of the granular soils. These test results are
tabulated below and are also presented on the "Log of Boring" sheets (Appendix 11).
4
5glulirris�z[ni=��ryL` "=

Report of Subsurface Investigation and Geotachnical Engineering Services 4/3/07
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
Table 11 - Laboratory Test Results
U� i�
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� �dep�
ain5
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- .1.•�'��'-.i•, i'.'
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,
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��niY
5 i GL•�C �i3 is
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bra
_ nsu.a }-r, `y-t`':r
is
.i i
� G.-. „�
_ ` f ���64
r"
�i
� i �-� i �' .Y•a} -
ws's�`ciE.ci
� � l?k±crz.:
.
Y.�=9_:`�-'-'���.LC
e[.=n�� a
5;=���+�:..—
e��'5 �
�,_, .::5�n=�s>~•�:L�I
�+ �I -�
�3'
r-r•�_ IJ
.J'r<'�' L��'�,.:.c,:�•�`,s��E=��Fli_,=.i'�•-�:I'-�,.'w.
� ...R. C
��s����=�_,
^-ins__'-r i
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, s`.`.Ri��._i'Ma.;ti41a�
r•�u� K.t��
lr:�'
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�.'-' �����
B-1
S-4
6-8
29.5%
79.70/.
43/17/26
CL
B-1
S-7
18-20
35.5%
25.6%
NT
SM
B-2
S-2
2-4
14.5 %
5.5 %
NT
SP-SM
B-2
5-13
48-50
19.5%
13.7%
NT
SM
PB-2
S-3
4-6
31.1 % J
93.3%
4611 8/28L
CL
NT = Not Tested
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description;
The project site is located along the east side of Command Street D within the Camp
LeJeune military facility in North Carolina. At the time of our field investigation services,
the property was generally observed to consist of grass areas with isolated trees and five
(5) existing single story masonry framed structures (buildings 506, M507, and M512
through M514). The site appeared to be relatively level with less than 1-foot change in
elevation in 50 feet.
The northernmost site boundary consists of Command -Street F followed by existing
structures. The westernmost consists of Command Street D followed by an existing
parking lot and existing structures. The southernmost boundaries consist of Command
Street E followed by a wooded area. The easternmost boundary consists of two existing
structures (buildings M511 and M516) followed by a wooded area.
5
I

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-628
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
3.2 Subsurface Soil Conditions:
Topsoil ranging in thickness from 2 to 4-inches was encountered at the boring locations.
Beneath the TOPSOIL the subsurface soils encountered at the boring locations were
consistent at the boring locations, to their explored depths, and were arranged in a three
layer configuration, More specifically, the subsurface soils consisted of a very loose to
medium dense SAND (SP, SP-SM) with varying amounts of silt underlain by very soft to
stiff CLAY (CL, CH) followed by very loose to dense SAND (SP-SM, SM) with varying
amounts of silt and clay. Additionally, a deposit of medium stiff CLAY (CL) was
encountered with the lower granular soils at the location of boring B-2 from a depth of
18 10 23-feet below existing grades. A brief description of the natural subsurface soil
conditions encountered at the SPT boring locations is tabulated below:
RANGES OF
AVERAGE
STRATUM
DESCRIPTION
SPT") N-VALUE
.DEPTH (Feet)
0 to .3�
TOPSOIL
SAND (SP, SP-SM) with varying amounts of
0.3 to 4
I
2 to 12
silt
Lean CLAY (CL) to Fat CLAY (CH) with
4 to 13
fI
g to 10
varying amounts of sand
SAND (SP-SM, SM) with varying amounts of
13 to 26
111
2 to 32
silt
18 to 23
IV
Lean CLAY (CL) boring B-2 only
5
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration included in Appendix li
(Log of Boring sheets) and the Generalized Soil Profile presented in Appendix. III should
be reviewed for specific information as to individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring
locations. The stratifications represent the approximate boundary between subsurface
materials and the transition may be gradual.
C1

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-82B
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
3.3 Groundwater Information;
At the time of our field drilling activities, the groundwater table level was found to occur
at depths ranging from about 5 to 8 feet below the surface. Furthermore, the
groundwater level encountered at the location of boring B-1 (5-feet below existing grades)
is anticipated to be the results of "Perched" water above a restrictive horizon (CLAY). in
order to more accurately determine the groundwater level a series of groundwater
monitoring wells should be installed and subsequent 24 to 48 hour recordings should be
performed.
Groundwater conditions will vary with environmental variations. and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made
influences, -such as existing swales, drainage ponds, underdrains, and areas of covered
soil (paved parking lots, side walks, etc.). It is estimated normal seasonal high
groundwater level will fluctuate within 1 to 1.5 feet above the current levels. We
recommend that the contractor determine the actual groundwater levels at the time of
the construction to determine groundwater impact on this project, if needed.
4.0 EVALUATION AND RECOMMENDATIONS
In general, subsurface soils at this site were very loose to dense Sands with deposits of
very soft to stiff CLAY (CL, CH) encountered at depths ranging from 4 to 13-feet and
18 to 23-feet below existing grades.
It is anticipated that the footings will bear within the upper very loose sand deposits.
Accordingly, the subgrade improvements, which consist of compacting the existing
granular soils and the structural fill soils as indicated in Sections 4.2 and 4.3 of this
report, will be required to achieve the allowable bearing capacities recommended in
Section 4.4. It is considered necessary to increase the foundation rigidity with the use
of top and bottom reinforcing steel, as indicated in Section 4.7 of this report, to aid in
minimizing the effects of the anticipated foundation settlements. As indicated in
Section 4.5 of this report, foundation subgrade improvements in the form of undercut
and backfill should be expected when the foundations bear near or on the subsurface
cohesive soil deposits (CLAY; CL, CH). The settlements associated with the footings
will be minimized with the recommended site improvements included in this report. All
foundation design and construction recommendations are presented in the following
sections of this report.
7
i
5plutiori5lncs.� h

Report of Subsurface Investigation and Geotechnical Engineering Services 413/07
Building P-628
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
The recommendations within this report must be reviewed in the event that more than
2-feet of fill will be required to establish the proposed first floor finished elevations. The
placement of more than 2-feet of fill is expected to result in excessive settlements
within the upper CLAY (CL, CH) deposits.
4.1 Clearing and Grading:
The proposed construction areas should be cleared by means of removing existing the
structures as well as their associated foundations and utilities vegetation, trees,
associated root mat, and topsoil. It is expected that a out ranging from approximately 4
to 6-inches below existing grades will be required to remove the majority of the surface
organic soils. The rerhoval-the foundation members and/or existing underground utilities
associated with the existing structures may require an excavation depth of about 2 feet
below existing grades. This out is expected to be deeper in isolated areas to remove
deeper deposits of organic soils, which may become evident during the clearing. '
The project's budget should include an allowance for subgrade improvements (undercut
and backfill with select fill). It is recommended that the clearing operations extend
laterally at least 5 feet beyond the perimeter of the proposed building area.
4.2 Subgrade Preparation:
Following the clearing operation and prior to site grading or any fill placement, the
subgrade soils should be evaluated by G E T Solutions, Inc. for stability. Accordingly,
the subgrade soils should be proofrolled to check for pockets of soft material hidden
beneath a crust of better soil. Several passes should be made by a large rubber -tired
roller or loaded dump truck over the construction areas (where possible), with the
successive passes aligned perpendicularly. The number of passes will be determined- in
the field by the Geotechnical .Engineer depending on the soils conditions. Any pumping
and unstable areas observed during proofrolling (beyond the initial cut) should be
undercut and/or stabilized at the directions of the Geotechnical Engineer.
Following the proof roll and approval by the engineer, it is recommended that, within the
construction areas, natural soils below stripped grade should be compacted to a dry
density of at least 98 percent of the Modified Proctor maximum dry density (ASTM
D1557), as tested to a depth of 12-inches, where possible. This densification will
require the use of a large vibratory roller.
8
e k:
i
sSDi!]t[0175 jnL�f7��_

Report of Subsurface Investigation and Geotechnical Engineering Services 4I3107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
4.3 Structural Fill and Placement:
Following the proper compaction and approval of the natural subgrade soils by the
Geotechnical Engineer, the placement of the fill required to establish the design grades
may begin. Any material to be used for backfill or structural fill should be evaluated and
tested by G E T Solutions, Inc. prior to placement to determine if they are suitable for
the intended use. Suitable structural fill material should consist of sand or gravel
containing less than 20 percent by weight of fines (SP, SM, SW, GP, GW),' having a
liquid limit less than 20 and plastic limit less than 6, and should be free of. rubble,
organics, clay, debris and other unsuitable material.
All structural fill should be compacted to a dry density of at least 98 percent of the
Modified Proctor maximum dry density (ASTM .D1557). In general, the compaction
should be accomplished by placing the fill in maximum 10-inch loose lifts and
mechanically compacting each lift to at least the specified minimum dry density. A
representative of G E T Solutions, Inc, should perform field density tests on each lift as
necessary to assure that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of
structural fill (as described above), and should be compacted to at least 98 percent of
ASTM D1557. This fill should be placed in 4to 6 inch loose lifts when hand compaction
equipment is used.
4.4 Building Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are
property performed, the proposed building can be supported by shallow spread footings
bearing over firm natural soil or.well-compacted structural fill material. The footings can
be designed using a net allowable soil pressure of up to 2000 pounds per square foot
(psf). In using net pressures, the weight of the footings and backfill over the footings,
including the weight of the floor slab, need not be considered. Hence, only loads
applied at or above the finished floor need to be used for dimensioning the footings.
W
i
5ol[ifiorisln��-ka�;

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-828
Feld Medical Services School
Camp Le,ieune, North Carolina
GET Project No: F-007-159G
In order to develop the recommended bearing capacity, the bass of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings
should have a minimum width of 24. inches. In addition, isolated square pier footings, if
used, are recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
4.5 Foundation Excavations:
Immediately prior to reinforcing steel placement, it is suggested that the bearing
surfaces of all footing and floor slab areas be compacted using hand operated
mechanical tampers, to a dry density of at least 98% of the Modified Proctor maximum
dry density (ASTM D 1557) as tested to a depth of 12 inches, for bearing capacity
considerations. In this manner, any localized areas, which have been loosened by
excavation operations, should be adequately re -compacted. The compaction testing in
the base of the footings may be waived by the Geotechnical Engineer, where firm
bearing soils are observed during the footing inspections. In addition to compaction
testing, hand auger borings with Dynamic Cone Penetrometer (DCP) testing should be
performed within the base of the foundation excavations to ensure that the footing
bearing soils are suitable for foundation support.
Foundation bearing soil improvements are expected to be required where the foundation
bearing elevation extends near or bear directly on the very soft cohesive soils
encountered within the vicinity of boring B-3 from a depth of 4 to 6-feet below existing
grades. Recommendations for bearing improvements (undercut and backfill) should be
provided in the field during construction by a representative of G E T Solutions, Inc.
Soils exposed in the bases of all satisfactory and remedied foundation excavations
should be protected against any detrimental change in condition such as from physical
disturbance, rain or frost. Surface run-off water should be drained away from the
excavations and not be allowed to pond. If possible, all footing concrete should be
placed the same day the excavation is made. If this is not possible, the footing
excavations should be adequately protected.
10

Report of Subsurface Investigation and Geotechnical Engineering Services 4/3/07
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-1 59G
4.6 Building Foundation Settlements:
It is estimated that, with proper site preparation (as previously presented), the maximum
resulting total settlement of the proposed building foundations should be up to 1-inch.
The maximum differential settlement magnitude is expected to be about %z-inch
between adjacent footings (wall footings and column footings of widely varying loading
conditions). The settlements were estimated on the basis of the results of the field
penetration tests. Careful field control will contribute substantially towards minimizing
the settlements.
4.7 Wall Construction .points and Foundation Reinforcement:
In order to further reduce the effect of any potential settlements upon the cast in -place
concrete walls, it is recommended that construction joints be implemented at on -center
distances not exceeding 20 feet. These joints will provide for more flexible wall
members that are less likely to crack as a result of any settlement.
In order to provide a more rigid foundation system, more tolerant to the anticipated
differential settlements, the wall footings should be designed with top and bottom steel
reinforcement and stirrups. This approach will permit the footings to more effectively
bridge over soft areas, minimizing the potential for foundation cracking. Column
footings should also have top and bottom steel reinforcement.
4.8 Seismic Design Recommendations:
The CPT sounding location was established, located and staked in the field by a
representative of G E T Solutions, Inc.- The approximate sounding location is shown on .
the attached "Boring Location Plan". The results of the completed field exploration
program (CPT soundings) indicate that the average shear wave velocity recorded in the
upper 50 feet was about 768 feet per second at the location of CPT-1 and 864 feet per
second at the location of CPT-2. Additionally, the subsurface cohesive soil deposits
encountered at the boring locations were noted to be less than 10-feet in thickness and
contained un-drained shear strengths greater than 500 pounds per square foot, as
indicated by the CPT soundings. As such based on the soil shear wave velocity test
results, it is our professional opinion that the project site is within a site class 'D' in
accordance with Table 1615.1 .1 of the 2003 International Building Code. The results of
the CPT testing are presented in the attached "CPT Soundings; CPT-1 and CPT-2".
11
l

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-828
Feld Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
4.9 Building Floor Slabs:
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that all ground floor slabs be directly supported by at least a 4-inch layer
of relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5
percent passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to
act as a capillary barrier and equalize moisture conditions beneath the slab.
It is recommended that all ground floor slabs be "floating" if no turn down
slab/foundation system is implemented. That is, generally ground supported and not
rigidly connected to walls or foundations. This is to minimize the possibility of cracking
and displacement of the floor slabs because of differential movements between the slab
and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or
other considerations require greater vapor resistance protection, consideration should be
given to using a vapor barrier. Selection of a vapor retarder or barrier should be made
by the Architect based on project requirements.
4.10 Pavements:
California Bearing Ratio (CBR) testing procedures were not completed atthe time of this
reporting. However, based on our experience with similar soil conditions it is our
professional opinion that the CBR test results of the natural subgrade soils below the
existing TOPSOIL will average on the order of about 15. The estimated average soaked
CBR value was multiplied by a factor of two-thirds to determine a pavement design CBR
value. The two-thirds factor provides the necessary safety margins to compensate for
some non -uniformity of the soil. Therefore, a CBR value of 10 should be used designing
the pavement sections., Based on our experience with similar soil conditions the
following typical minimum pavement sections are used.
12
�5olufion'sliic;*>

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
I. Light Duty Pavement - Parking Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
lined with a Geotextile Geofabric (such as Mirafi 500 X
or equivalent), and compacted to at least 100% of
ASTM D 696.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT SURFACE: Minimum 2.0 inches *of Asphalt Concrete, NCDOT
Type SF9.5A or SF9.5B.
Rigid Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
lined with a Geotextile Geofabric (such as Mirafi 500 X
or equivalent), and compacted to at least 100% of
ASTM D 698.
AGGREGATE BASE: Minimum 6.0 inches of aggregate base material size
NCDOT Type "A".
CONCRETE: Minimum 6.0 inches of 4,000 psi 28 day strength and
air entrained Portland cement concrete.
13
;5oliitions' ]ric=3 �� ��s`=�

Report of Subsurface Investigation and Geotechnical Engineering Services 413107
Building P-828
Feld Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
11. Heavy Duty Pavement - Roadway Areas:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer,
lined with a Geotextile Geofabric (such as Mirafi 500 X
or equivalent), and compacted to at least 100% of
ASTM D 698.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A".
ASPHALT BASE: Minimum 3.0 inches of Asphalt Concrete, NCDOT
Type 1-19.OB.
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT
Type SF9.5A or SF9.5B.
Rigid Pavement.
SUBGRADE: Stable and approved by the Geotechnical Engineer,
lined with a Geotextile Geofabric (such as Mirafi 500 X
or equivalent), and compacted to at least 100% of
ASTM D 698.
AGGREGATE BASE: Minimum 6.0 inches of aggregate base material, size
NCDOT Type "A".
CONCRETE: Minimum 8.0 inches of 4,000 psi 28 day strength and
air entrained Portland cement concrete.
14
i
Soi}iori;

Report of Subsurface Investigation and Geotechnical Engineering Services 413/07
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
In preparatioh for a stable subgrade support for the pavement section, the following
construction steps are recommended:
1. Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative.
2. if excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these
weak areas can be stabilized by means of thickening the base
course layer to 10 to 12 inches anchor the use of a Geotextile
Geogrid (such as Tensar BX1100 or- equivalent). These
alternates are to be addressed by the Geotechnical Engineer
during construction, if necessary, who will recommend the
most economical approach at the time.
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The previous
sections represent minimum thickness representative of typical local construction
practices and as such periodic maintenance should be anticipated. All pavement
material and construction procedures should conform to North Carolina Department of
Transportation (NCDOT) requirements.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
Groundwater ,is expected to interfere with excavations that extend below a depth of
approximately 5 feet below existing grades. Dewatering at depths between 5 to 8 feet
can most likely be accomplished by pumping from sumps. However, dewatering below
the water level may require well pointing.
15
i
�5olutio%is�inc s��:-

Report of Subsurface Investigation and Geotechnical Engineering Services 413I07
Building P-828
Field Medical Services School
Camp Woune, North Carolina
GET Project No: EC07-159G
Due to the potential for perched ground water levels (as noted in Section 3.3 of this
report), it is recommended that the contractor determine the actual groundwater levels
at the time of the construction to determine groundwater impact throughout the project
site and at specific proposed excavation locations.
5.2 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department
of Labor, Occupational Safety and Health Administration (OSHA) amended its
"Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This
document was issued to better insure the safety of workmen entering trenches or
excavations. It is mandated by this federal regulation that all excavations, whetherthey
be utility trenches, basement excavation or footing excavations, be constructed in
accordance with the new (OSHA) guidelines. It is our understanding that these
regulations are being strictly enforced and if they are not closely followed, the owner
and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required
to maintain stability of both the excavation sides and bottom. The contractor's
responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in
the excavations as part of the contractor's safety procedures. In no case should slope
height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. GET Solutions, Inc.
is not assuming responsibility for construction site safety or the contractor's activities;
such responsibility is not being implied and should not be inferred.
16
i
$606n-)=h)_i7C � ', 4

Report of Subsurface investigation and Geotechnical Engineering Services 413107
Building P-828
Field Medical Services School
Camp LeJeune, North Carolina
GET Project No: EC07-159G
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client for the proposed project.
If there are any revisions to the plans for this project or if deviations from the
subsurface conditions noted in this report are encountered during construction, G E T
Solutions, Inc. should be notified immediately to determine if changes in the foundation
recommendations are required. If G E T Solutions, Inc. is not retained to perform these
functions, G E T Solutions, Inc. can not be responsible for the impact of those
conditions on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications
or professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should
be provided the opportunity to review the final design plans and specifications to assure
our engineering recommendations have been properly incorporated into the design
documents, in order that the earthwork and foundation recommendations may be
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This report has been prepared for the exclusive use
of Kroskin Design Group, PC as well as their consultants for the specific application to
the Proposed Building P-828; Field Medical Services Schoa] project located within the
Camp LeJeune military facility in North Carolina.
17
r
Sol ifions=anc - tit.

APPENDICES
I. BORING LOCATION PLAN
II. LOG OF BORINGS
Ill. GENERALIZED SOIL PROFILE
IV; CPT SDUNDINGS
V. CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX I -
BORING LOCATION PLAN

LEGEND
— APPROXIMATE BORING LOCATIONS
GET Project Nanv
BUILDING P-282i FIELD HEDICAL SERVICES
SCHOOL CAMP LEJE'UNE. NC
Project N(m EC07-159G Drawn By- GWS
cawlwe•E�.�.. .rar,� Dater 3/26/07 Flip" NDd I
SCALD
B❑RING L❑CATI❑N PLAN notto scale

APPENDIX [i -
LOG OF BORINGS

A
GETPROJECT:
MEMO
Or,LnVul•hppjgqu*14ij-f Qg
LOG OF 13ORING
l V
No, $-'i
Field Medical Services School; P•928 PROJECT No.: EC07-159G
CLIENT: Krosldn Design Group. P.G.
PROJECT LOCATION: Camp Leleune, North Carolina
LOCATION: See Attached Location Plan ELEVATION: TNA
DRILLER; W. Riddicic LOGGED BY: _ G. Stalls. E.I.T.C7
DRILLING METHOD: Mud Rotary (wash} DATE: 3-21-07
DEPTH TO - WATER> INITIAL: $ 5-feet AFTER 24 HOURS: v T CAVING> S,
a @
m
Description
a
@
" d
E
o
m o
U
v
e
TEST RESULTS
Plastic Limit. Liquid Limit
WaterCDntertt- o
PenetratiDn -
10 20. 30 40 50 60 70
D
a
s
a
z .
2
z
a 3
5
7=
r
a
4
4
7
8
a
is..
iz
,
2
2
9,
5
4-inches TOPSOIL
! 3: L 1: 1
:{ ;� 1 t
. . . .
:::::
.....
:.....:.....:.....:....-:................
..:.....:.....�.....:.....................-
:t
1.......:...........:...... .. ...........
I . .. .. ... ..13,
. ;•• ....
�
• • • •: • �• . • • . , .
b ...
... ...
... .. .. .. .. ..-
..:.....:.
.. ... .........
.-
... .......
.. .. ... .-.
....................
....................... ...
.................. ......
Tan, moist, poorly graded fine to medium SAND (SP) to poorly
b co? ded fne to medium SAND with silt (SP-SM), very loose to loose
Wet from 5-feet; Passible Perched Water
2
-
3
4
io
Light Gray -Tan, wet, Lean CLAY (CL) with silt and sand, medium
Stiff3
5
Tan, wet, poorly graded fine to medium SAND with silt (SP-SM) to
Silty fine SAND (SM), very loose to medium dense
Tait -Gray from 18-feet
Gray from 23-feet
•
Tan -Gray from 28-feet
Gray from 33-feet
6
7
zo
s
9
ao
1
Boring terminated at 35 ft.
40
50
60
70
Figure PAGE 1 of 1

116
ET
M.
L,n�,,, ry•,� . �.,nn N n Y,�t• rn w�SWAM
LOG OF BORING
No. B-2
PROJECT: Field Medical Senhces School: P-929 PROJECT NO.: EC07-159G
CLIENT: Krosldn Desi2 Groue, P.C.
PROJECT LOCATION: Camp LeJeune, North Carolina
LOCATION: See Attached Location Plan ELEVATION: 1NA
DRILLER: W. Riddick LOGGED BY: _ G. SWis,E.LT.
DRILLING METHOD: Mud Ronny (Quash) DATE: 3-21-07
DEPTH TO - WATERS INITIAL: $ 9-feet AFTER 24 HOURS: 4�. CAVING -L
�w
o. m
Description
n
m
Cf
d
02
to
H
o
m 0
U
o
#
v
o
TEST RESULTS
Plastic Lt<rlit . — t Liquid Limit
Water Content- o
Penetration -
10 20 30 40 50 60 70
0
2
3
s
3
4
z
3
2
3
e
18
2
3
s
s
11
12r
14
3
s
13
12
7
6
5.5
3.
2-inches TOPSOIL
:i •t t t
f:t:L):
4:j: ►1
1
:.....:.....:....:.....:.....;..... ...
=
................. ....... .
I
i
j
..... I
k... .. .-
f .:.....:.....:.....:..
:.....:...........:...........:...
; ...I : ........... _........... i • .. .
4. .. ...........
I : ..
I
i
.. ... .. ... ...
.. .. .. ... .-.36.
. - .. ..............
" . ' ' " ' " ' •
,................
0.1
Light Gray, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND with silt (SP-SM), loose to
medium dense
2
Z4.1-rF
t? a 7.
1 is t'
3
4
o
Mottled Light Gray -Tan, moist, Lean CLAY (CL) with sand to Fat
CLAY (C I) with silt and trace sand, medium stiff'
-wet from 8-feet .
..
IV
5
-
Tan -Gray, wet, poorly graded fine to medium SAND with silt (SP-
SM), medium dense
6
20
Tan -Gray, wet, Lean CLAY (CL) with silt and sand, medium stiff
2
Gray, wet, poorly graded fine to medium SAND with silt (SP-SM) to
Silty fine SAND (SM), loose to medium dense
Trace organics from 23 to 25-feet
Tan -Gray from 28-feet
Gray from 33-feet
Light Gray, wet, Cemented Silty SAND (SM) with trace marine shellfiagnents, medium dense
4
Light Gray, wet, Silty fine to medium SAND (SW, medium dense
7
;
:::
s
3o
y
10
; ;
;:ii:
? ; ;
12
13
s0
Boring terminated at 50 ft.
60
70
Figure PAGE 1 of 1

%_JG I�
PROJECT: Field Medical Services School: P-828
PROJECT NO.: EC07-159G
CLIENT: Kroskin Desiz Groin, P-C.
PROJECT LOCATION: Camp Leleune, North Carolina
_
c:nnheiNr!•In.imumrm.7i±l[nS
LOCATION: See Attached Location Plan
ELEVATION: WA
G
LOG of BaR�NG
DRILLER: W. Riddick
LOGGED BY: _ G. Stalls, EJ.T,
DRILLING METHOD: Mod Rotary wash
DATE: ' 3-21-07~
No. B-3
IDEPTH TO - WATER> INITIAL: 8-feet
AFTER 24 HOURS:
X CAVING> C.
ram,
n
m
m
o
TEST RESULTS
Plastic Limit Liquid Limif
0,12
Description
m
z
m o
C7
U
WaterConterlt- p
o
Penetration -
2-inches TOPSOIL
.i is k i
-rI: t is
�:i: i } '
t
2
s
1
i
1
a
a 4
t
2
9
11
r
2
2
3
e
3
3
17
1T
15
1
t
.. .. .
. ... .......:.....:.....:.....:............
... •..... ..... :......:.................
........;..... .... :.....:.....;...._:.....
.. .. .. .. ..
.. .. _ .. .. ..
.. .. ..........
.. ., .. .. .. ... ...
:......................:.....:.....:.....
t
Tan -Gray, moist, poorly graded fine to meditnm SAND (SP) to
poorly graded fine to medium SAND with silt (SP-Stu), very loose
Light Gray from 2-feet
2
`
g
4
to
Mottled Light Gray -Tan, moist, Fat CLAY (CH} with silt and trace
sand to Lean CLAY (CL) with silt and sand, very soft to medium
stiff
Wet from 8-feet
1
Light Gray -Tan, wet, poorly graded fine to medium SAND with silt
(SP-SM) to Silty fine SAND (SK, very loose to dense
Reddish Tan from 18-feet
Gray from 23-feet
'
Tan -Gray from 29.5-feet
Gray from 33-feet
5
6
20
7
s
30
10
Boring terminated at, 35fL
Figure PAGE 1 of 1

ETPROJECT:
I IN
l�nurrlu,iai•I:n. i,ssn,anrr,u.urn,
LOG OF BORING
p'
No. PB-1
Field Medical Services School;P-828 PROJECT NO.: EC07-1540
CLIENT: Kroslnn Desip Groff"P.C_
PROJECT LOCATION: Cernp Le7eune.Nnrth Carolina -
LOCATION: See Attached Locad(m Plan ELEVATION: iNA
DRILLER: W. Riddick LOGGED BY: G. Stalls, EXT.
DRILLING METHOD: Mad Rotary (wash) DATE: 3-21-07
I DEPTH TO - WATER> INITIAL: $ 8-feet AFTER 24 HOURS: -13n CAVING> ,L
W :
m ar
-
Description
U
m
0
m
E -
in
N
o a
U
o
O
#
TEST RESULTS
Plastic Limit Liquid Limit
Water Content - o
Penetration -
10 20 30 40 50 60 70
0
a
s
a
a
a
a
3
a
s
9-inches TOPSOIL
'L-r.r3.
1 is E
.....
... .. ..
9 : .. .. _ .. .. .. ... ...
Cray, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND with silt (SP-SNO, loose
2
3
ottled Light Gray -Tan, moist, Lean CLAY (CL) with sand to Fat
CLAY (CH) with Silt and trace sand, medium stiff
d
ao
5
Tan -Gray, wet, poorly graded fine to medium SAND (SP-SNl) with
silt, loose
Boring terminated at 10 ft.6
20
30
40
so
60
70
Figure PAGE 1 of 1

ETPROJECT:
•
i:6vr6111ral •I..rinmorurs• rrSILrS
LOG of BORING
No. PB-Z
Field Medical Seniices_School; l'-828 PROJECT NO.: EC07-154G
CLIENT: Krosldn Design Group, P.C.
PROJECT LOCATION: Camp LeJeufl North Carolina
LOCATION: See Attached Location Plan ELEVATION: INA
DRILLER: W. Riddick _ LOGGED BY: _ G. Stalls, E.T.T.
I: iRILLINGMETHOD: Mud Finary(wash) _ DATE; 3-21-07
DEPTH TO - WATER> INITIAL: 43 8-feet AFTER 24 HOURS: 4P CAVING> -L
_
n 4i
Q
Description
E z°
N
o o
m
o
o
TEST RESULTS
Plastic Limft - —, Liquid Limit
Water Content- a
Penetraibn -
t0 20 30 40 50 80 7D
0
2
a
4
r
s
4
5
z
s
4
3
3.
4-inches TOPSOIL
:1:1: r s
fia1:
a i i ' +
1
2
-- ............ ..........
:g , ....
:. . ......................... .
................ .....:...........:... .
Gray, moist, poorly graded free to medium SAND (SP) to poorly
graded fine to medium SAND with silt (SP-SK, very loose to
medium dense
3
4
io
Mottled Light Gray -Tan; moist, Lean CLAY (CL) with sand to Pat
CLAY (CH) with sift and trace sand, medium stiff to stiff
Wet from 8-feet'
5
4
BoriDg terminated at 10 ft.
20
30
40
50
60
70
Figure PAGE 1 of 1

GETPROJECT:
r.wrrmww•r�crrswnrru�a!• ryr�r.�
LOG OF BORING
g,'
1 V Q, Pg-3
Field Medical Services School. P-828 PROJECT NO.: EC07-159G
CLIENT: Kroskin Design Group, P.C.
_
PROJECT LOCATION. Camp_Leieune, North Carolina _
LOCATION: See Attached Location Plan ELEVATION: INA
DRILLER: W. Riddiek LOGGED BY: G. Stalls, E.I.T.
DRILLING METHOD: Mud Rotary (washy _ DATE: 3-21-07
DEPTH TO - WATER> INITIAL: $ 8-feet AFTER 24 HOURS: 'gr CAVING> .C_
_
o
Description
CL
m
E z
5
o :3Plastic
to
o
a
0
TEST RESULTS
Limit Liquid Limit
Water Content- 0
Penetration -
10 20 30 40 50 60 70
0
2
2
t
z
z
3
3
3
a
2
a
2-inches TOPSOIL
1 J- k ) 1�
f1'.E1:
{ i
.
...
.
:........... .....:...._:....
.....:...............:..... ....
.....:.....=.....:.....: .....:.....: ...
------------
4
Gray, moist, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND with silt {SP-511+i), very loose
2
3
z.Mottled Light Gray -Tan, moist, Lean CLAY (CL) with sand to Fat
CLAY (CH) with silt and trace sand to Lean CLAY (CL) with silt
and sandmedium stiff
Wet from
om 8-feet
4
zo
5
Boring terminated at 10 $
20
30
40
so
60
70
Figure PAGE 1 of 1

KEY TO SYMBOL
Symbol Description
Strata symbols
JJJ✓ Topsoil
J J J ✓
J JJ✓
r 7: Poorly graded sand
z r�aa: with silt
%%%,� Lean
f�//////ail
clay
Silty sand
Fat
cclaymisc.
Symbols
Zz-
Water table during
drilling
Notes:
I. Exploratory borings were drilled on 3-21-07 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
r
. Results of tests conducted on samples recovered a�reVreported
on the logs.

APPENDIX III -
GENERALIZED SOIL PROFILE

Strata
symbols
Topsoil
Poorly graded sand
' [
with sill
Lean
®
clay
Silly rand
Fat
®
clay

KEY TO SYMBOLS
Symbol. Description
Strata s 2� tots
Topsoil
JJJ!
Poorly graded sand
`r77: with silt.
® Lean
clay
Silty sand
Fat
clay
Misc.
symbols
a Water table during
drilling
Notes:
1. Exploratory borings were drilled on 3-21-07 using a
4--inch diameter continuous flight power auger.
�2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
L
Results of tests conducted on samples recovered are reported
on the logs.

APPENDIX IV -
CPT SOUNDINGS

-10
-- 2 0
4-1
P4
A -30
-40
-50
GET Solutions Soundi ng: CPT- 1 Cone: 25e3. 1 O7XX
Locat ion: Camp Johnson Date_ 02�-Fipr i2O07
q-t (tsf) fs (tsf). Rf ( a) u (ft) SBTn
1000 0.0 4.0 0.0 6.0 0 100 0 12
Max, QepCh: 47.90 (ft)
Depth Inc.: 0.164 (ft)
r
r
i
r
r
i
i
r
Refusal
-------7-------
r
G
Undefined
9
Gmv lly Sand Lo Sa
Sands
•
Sand Mlxturea
Sand Wxtures
SIEt3 Mixtur
J
3
a
SUL&
I
and Mixtures
lays
Slll Mlxlurrs
Sandy
Shad MULures
K
Sandy
andMLntup r
S=
Saad Mlxtuyes
5llt Mlxturea
Sand M[xtures
�lnderine�
aye
�•--
iSandy
r:.9F�:atidl GravelSy Sand La Sa
SB'i`. Soil Behavior Type (Robertson 1990)
.Q Estimated PhreaUc Surface

C rTrc Job No: 07-932 Client: GET SdWons Prafect Title; Camp Johnson Operator. ConeTec Hole: CPT-1 Site: Cam Johnson, NC
Date:02/Apr12007 Gone:2583,107XX
TIMrr Cms)
20 40 50 80 109 120 140 160 180

-10
-40
-50
GET Solutions Soundinq. CPT-2 Cone- 7-583. 107XX
l ocat i on: Camp Johnson ❑at e: 02iApr ,-2007
qt (tsf) f s (tsf) Rf (%)
1000 0.0 4.0 0.0 6.0
Max. Depth. 50.36 (ft)
Depth Inc.: 0.164 (ft)
Refi al
U (rL) 5131L1
0 100 0 1.2
�[
—Tndertned
Grasellylly Sand to Sa
Gm
flf�'3�
�
Sands
Sand Mixtures
i
Silt N tares
Sand taix ums
Silt hltxturas
M-F
Sand hllxLurra
IZ�
Sands
GiRV1bzz+
mm�
u�- A
^.'
Sand Mixturca
Silt Mixturrs
�7,�g'
yj�a
Sand MixLuren
wM,
51IL Ailxtum
Sand Mlxlures
Sands
-`�
Sand Mixturra
�
Slit RlLxLures
Sand Mixtures
—
Sands
Sand Mlxtur
r
Grawfly Sand to So
Sands
I i
sBT: Soil Behavior Type (Robertson 1990)
Estimated Phreatic Surface

Shear Wave Vefoc[ty- CPT-2
CONETEC
Camp Jahnson
'
07-932
April 2, 2007
I
I
Shear Wave Veloc ty (IVs)
0
50D
100D
15DO
2000
2500
3000
0
!
1
1
1
1
1
i
I
1
1
I
1
1
I
I
1
1
5 I
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1
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1
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75
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C 7.Ec Job No: 07-932 alent GET Sot0tlons Project Me_ Camp Johnson Operator. ConeTec Hale_ CPT 2 Site: Camp Job NC
Date: 021 Apd 2007 Cone:25B3.107XX
TIME (ms)
0 20 40 60 80 100 120 140 160 160
x
10 -t
0 -i
0-i

APPENDIX V -
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

JW�,_ 0K07LZ0
North Carolina Department of Environment and
�F Natural Resources
Request for Express Permit Review
NCDENR
For DENR Use ONLY
Reviewer: CS/�
Submit $ �5
Time:
Confirm
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma same items expected in the a lication acka e
of the project location. Include this form in the application package. 0,
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson()-ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(fncmail.net �p v r
• Mooresv!!!e & -Patrick Grogan 704-663-3772orpatrick._qro_qaiiOnc I net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(CDncmail.net l • _ S e�
• Wilmington Region -Janet Russell 910.350-2004 or fanet.russell(fncmail.net (DAr' 01 .,11
NOTE. Project application received after 12 noon will be stamped in the following work day. +ku"t
Project Name; P-828 FIELD MEDICAL SERVICES SCHOOL County: ONSLOW
Applicant: CARL BAKER, PE Company: CAMP LEJEUNE - US MARINE CORPS
Address: 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone:[phone] Fax:[phone] Email: CARL,[e-mail] E C E I V E'
Project is Drains into SC, HQW. NSW waters Project Located in White Oak River Basin
Engineer/Consultant: Rob Downs, PE Company: Greenhorne & O'Mara, Inc JUL 2 8 �n8
Address: 5565 CENTERVIEW DR. STE 107 City: RALEIGH, State: NC Zip: 27615
Phone: [phone] Fax::[phone] Email: [e-mail] DWQ
PROJ #
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
,® State Stormwater ❑ General ❑ SFR, ❑Bkhd & St Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ElOff-site[SW (Provide permit #))
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ® High Density —Constructive Wetlands 1 # Treatment Systems.j
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW (Provide permit #)
F Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with ll 11-- acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BEADDRESSED_B,ELOW re 5
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wf US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: Check #
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance Ma"; Min
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401:
1
$
LQS
$
Stream Deter,_
$

1 2 3 4 5
IMPERVIOUS SURFACE AREA III E
cams wpn wfR .coo sl
�//J IE. ARA+�I6 Y4 91 1
G i` muL sa xu - 'IV
aan sl
i I!1 Y{Rros x - ax
p M $ SHEET NOTES: p
k 1. NaME Nn wmlEclot AFLPO ALL 9tlN
LNNCGL �ooMP wrooPToTa earyua�w toouwxc}sEsn
m-
t'N.S Ml FPD9pl COIAmA s al Y'-0OAAIKS
I l L �.-.I...�� a— a rl.— Xa- _O lQ 4 IIMOMC6m 9�xYO6
/ a SA s KEY NOTES
Qmw mu
t-,ii i b •.4 5.75 i75 ©9I FOM QJrM
t
µae r A 5d5
ASP — ' 3 - + QIMxpMI AALT PNOWPC-
w wtv" NA/F IC
C0 I L' QET FR NPpCIRIEIM
5.� i \ auc b6ulE 1[➢IL In ill �tuu
Imo,
$; 9 '�S:}� M 585 11 5$5 \ `,\ 1r • ,• t� •� \\� �!!
0 MULL OW KU
(mrwnlxr To carol na'rAc lw.)
QMM Tl. FM M SAx.
i.
a f t _ AVOiID FII� I�IGL _ "a EIL M m SHI.
aN 91. S. _
I — r ll
1
6I FFE- lo
�N- SLS
E3
I g I I 3 rI l:i p I x 5.85 I S.B$ (�}
r E5 w'".. F
NI = J
L — — — _ _ _ _ _ _ _ _ L�ro I �t t y O
17
' qyy
g -N i• ,\ ,_ - �•+w-�s�cSFwL-ems. ��Y,3.��T�C'�F_ _ lii �V 1L
CO. STREET F.
e
gi
GRADING ! DRAINAGE f EROSION CONTROL PLAN- F r n A
A g I Cal
• 43. +� d = �' I NOT FOR CONSTRUCTION _
GREENHHOcRNE d O'MARA
i GRAPHIC SCALE 0i� wari. k . rr+P
x�A owoMc.. T v
1 ao t
1211 C �, t C it l 4
Owo
PROJ #

Stormwater Management Narrative
P-828 Field Medical Services School
Camp Lejeune MCB, NC
July 2008
Project Description
The US Marine Corps at Camp Lejeune, NC is proposing to construct a 2569 sq meter (27652 sq foot)
building to serve as a classroom / training building for the Field Medical Services School. The project
also includes construction of a new 54 space parking lot on the east side of the project site. The project
site is bound by CO Street E on the north, CO Street D on the west, CO Street F on the south and a
densely wooded area on the east. The project is located on a 22257 sq. meter (5.5 acre) site that is
currently occupied by a cluster of buildings and associated parking areas and sidewalks. Existing storm
drainage on the site is confined within the perimeter of the above site boundary. There is an existing
underground storm structure and piping system running parallel to streets CO Street E, CO Street F, and
CO Street D on the project site side of the roads. This existing storm drainage system discharges directly
into the wooded area on the east side of the project site.
The design method that was used for the constructed storm water wetlands was based on criteria
outlined in the NCDENR BMP manual. The rational method was used to calculate the required
treatment volume and the conveyance system. All methodologies that are used are consistent with the
North Carolina Division of Water Quality, which has jurisdiction over this project. The area being
developed is approximately 4.78 acres. One constructed wetland area will be placed on the project site
to collect all storm water before it leaves the project site. There is no additional storm water draining
onto the site from outside the project limits. Due to this development's proximity from streams, rivers,
etc it is not required to maintain buffer areas.
Existing Site Conditions
The existing site is currently occupied by a cluster of buildings and associated parking areas and
sidewalks yielding an impervious surface area of 1.48 acres. This area is believed to have been originally
developed in the 1950s and 1960s. There are no known existing wetlands within the project limits.
Topographic elevation of the existing site varies from a high of 6.25 meters to a low of 3.75 meters.
Design Analysis
The existing impervious surface area of the site is approximately 6000 sq. meters (1.48 acres). This
project includes a total site impervious surface area of 5632 sq. meters (1.40 acres). Since the new
impervious surface area is less than existing, stormwater management measures pertaining to quantity
are not required.
E C E I V E n
DWQ
PROJ #

Since the new impervious surface area for the site will be 25% of the total project site area the project
will be considered a high density development. High Density developments require structured BMPs.
We are proposing to install a constructed wetland to treat the first 1.5 inch of runoff generated by new
impervious surface included in this project.
The 22,257 sq. meter (5.5 acre) site will drain generally from west to east into the constructed wetland
area via two grassed lined swales. There will be one Swale on the north side of the new building and
one on the south side. The wetlands will discharge through an outlet structure then into an existing 18
inch CMP pipe which discharges off site. Stormwater runoff leaving the project site will flow towards
the east and will flow through an approximate 300 linear foot wooded area before reaching Scales
Creek. Scales Creek is part of the White Oak River Basin and according to NCDENR data has waters
classified as SC, HQW and NSW.
Roof drain leaders will discharge directly into the constructed wetland to be treated before discharging
Scales Creek. The total surface are of the proposed wetland will be 0.36 acres. See attached for
wetland sizing calculations.
Soil Data
An infiltration evaluation was performed by ECS Carolinas, LLC on July 3, 2007 (see attached). Data was
taken from two locations on the site. The results show a ground water level 60 inches and a seasonal
high water level (SHWL) 45 inches below the existing grade. An infiltration test was performed at
several locations on site and the results show an average infiltration rate of 10.1 inches/hour.
Summary
The overall stormwater management goal is to meet the current regulatory requirements for water
quality and quantity treatment and attenuation as required by the North Carolina Division of Water
Quality. The proposed design meets and exceeds the regulations of the State and accomplishes these
goals. It is our understanding that there are no additional requirements for this site such as CAMA
permits due to the site's location.

REt P828 Reld Medical School - Express Erosion Control.
Subject: RE: P828 Field Medical School - Express Erosion Control.
From: "DOWNS, Rob" <RDOWNS a G-and-O.com>
Date: Mon, 28 Jul 2008 10:23:29 -0400
To: "Janet Russell" <[e-mail]>, ""fowler GS05 David W" <david.towler a usme.mil>
CC: <fwing a virtexco.com>
Janet -
We would like to schedule the Express Review Mtg for Erosion Control and
Stormwater for Tues 8/5. Please find attached the revised meeting
request and stormwater narrative.
Do you have 8/5 available? 10am or something around then.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Friday, July 25, 2008 1:13 PM
To: DOWNS, Rob; Towler GS05 David W
Subject: Re: P828 Field Medical School - Express Erosion Control.
Rob:
I'm looking at the week of August 4th for erosion control and stormwater
submittal meetings. We should be able to do the meetings the same day.
Please forward me a stormwater narrative so that we know what is being
proposed for stormwater treatment. Please follow the guidance in the
attached narrative guidance.
Thanks,
Janet
DOWNS, Rob wrote:
IJanet -
Do you have anything else available next week?
If not, I'll coordinate with David and send some dates and times for
the week of the 4th. We will probably request to do the EC and
Stormwater review at the same time if we need to wait til that week.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
(919)851--8393 fax
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, July 23, 2008 4:56 PM
To: DOWNS, Rob
Cc: [e-mail]; [e-mail]
Subject: Re: P828 Field Medical School - Express Erosion Control.
I of 3 7/28/2008 10:40 AM

RE: P828 Field Medical School - Express Erosion Control.
Unfortunately we are booked up for July 30. I don't know why that
date is the most popular this year!!
How does your schedule look for the following week or the 2nd week in
August? Please give me some available date & times.
Thanks,
Janet
DOWNS, Rob wrote:
Janet -
Please find attached our Express Review Mtg request for the Erosion
Control for the above referenced project. At this time we are
requesting Erosion Control only with Stormwater review to follow a
week
or so after.
David Towler and I will both already be in Wilmington for separate
morning meetings on Wed. 7/30. If possible we'd like to schedule the
review meeting for that afternoon right after lunch. Please let me
know
if this will be possible or if you need additional information.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Wednesday, July 16, 2008 2:35 PM
To: DOWNS, Rob
Subject: Re: Express Fees
Rob:
Please submit the completed Express Request, a vicinity map, a
stormwater narrative (see attachment), and a pdf site plan.
Thanks,
Janet
DOWNS, Rob wrote:
Janet -
Can you please send me the scheduling form that I need to submit
for Express Review of erosion control and stormwater?
Thanks -
Robert L. Downs, PE
2 of 3 7/28/2008 10:40 AM

Rli`: P828 Field Medical School - Express Erosion Control.
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Tuesday, July 08, 2008 2:54 PM
To: DOWNS, Rob
Subject: Express Fees
Attached is the fee schedule.
Content -Description: Express mtg request EC.pdf
Express mtg request EC.pdf Content -Type: application/octet-stream
Content -Encoding: base64
Content -Description: P828 EC Express Site.pdf
P828 EC Express Site.pdf. Content -Type: application/octet-stream
Content -Encoding: base64
Content -Description: P828 Stormwatcr Narrative.pdf
P828 Stormwatcr Narrative.pdf. Content -Type: app I i cati on/octet- stream
Content -Encoding: base64
3 of 3 7/28/2008 10:40 AM

North Carolina Department of Environment and
A�� Natural Resources
Request for Express Permit Review
NCDENR
For DENR Use ONLY
Reviewer:
Submit
Time:
Confine
FiLL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF fife) and vicinity map (same items expected in the application package
of the project location. Include this form in the application package.
`-�
• Asheville Region -Alison Davidson 828-296.4698;atison.davidson(@,ncmail.net 3 0 '� r jo "a•
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(ftcmail.net L' °
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.aroaan0mcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(da►cmail.net
• Wilmington Region -Janet Russell 910-350-2004 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day,
Project Name: P-828 FIELD MEDICAL SERVICES SCHOOL County: ONSLOW
Applicant: CARL BAKER, PE Company: CAMP LEJEUNE - US MARINE CORPS
Address: 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone:[phone] Fax:[phone] Email: CARL,H.BAKER(a�USMC.MIL E C E it V E
Project is Drains into SC, HOW, NSW waters Project Located in White Oak River Basin D
Engineer/Consultant; Rob Downs, PE Company: Greenhorne & O'Mara, Inc JUL 2 3 2008
Address: 5565 CENTERVIEW DR. STE 107 City; RALEIGH, State: NC Zip: 27615
Phone: [phone] Fax::[phone] Email; rdowns(a)q-and-o.com DWQ
f'ROJ #
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
❑ State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # 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 —Constructive Wetlands 1 # Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with acres to be disturbed.(CK # (for DENR use))
WETLANDS gUESTIONS MUST BE ADDRESSED BELOW L4 , r? V k(� tc S
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wf US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: Check #
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL HATES
SUBMITTAL DATES
Fee
CAMA
Variance ❑ Ma'; Min
$
SW ❑ HD, ❑ LD, ElGen
AFee
401:
$
LQS
Stream Deter,.
$

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LOCATION MAP
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EXISTING CONDITIONS PLAN
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GRADING DRAINAGE! EROSION CONTROL PLAN
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NOT FOR CONSTRUCTION
GREENHORNE & OUARA

EROSION & SEDIMENTATION CONTROL
PROJECT NARRARTIVE
P-828 Field Medical Service School
Camp Lejeune MCB, NC
G&O Project 4140560
July 2008
Project Description:
E C E l V E
J u L Z 3 2008
DWO
PROD #
The US Marine Corps at Camp Lejeune, INC is proposing to construct a 2569 sq meter
building to serve as a classroom / training building for the Field Medical Services School.
The project also includes construction of a new 54 space parking lot on the cast side of the
project site. The project site is bound by CO Street E on the north, CO Street D on the west,
CO Street F on the south and a densely wooded area on the east. Existing storm drainage on
the site is confined within the perimeter of the above site boundary. There is an existing
underground storm structure and piping system running parallel to streets CO Street E, CO
Street F, and CO Street D on the project site side of the roads. This existing storm drainage
system discharges directly into the wooded area on the east side of the project site.
The disturbed area covers a total area of 19330.43 sq. meters (4.78 acres)] and all the
properties surrounding the project are owned by Camp Lejeune. The following measures
shall be implemented to minimize pollutants in storm water discharges associated with
construction activity at the construction site: stabilized construction entrance, silt fence,
hardware wire inlet protection, and stabilization of existing slopes and green space with seed
and mulch. The contractor will be working closely will the base's KOICC which will conduct
various inspections and oversee the general construction of the project.
For design and construction purposes, we have prepared a Grading / Drainage / Erosion
Control plan designated as sheet C-105. This sheet shows all grading and temporary erosion
control measures. III addition, soil erosion control details as well as all the project soil
erosion general notes, erosion control measures/maintenance schedule/notes and the
construction sequence for the project have been provided on sheet C-502, C-503, and C-504.
A construction entrance will be installed on the north east corner of the site otT CO Street E.
The stabilized construction entrances will control tracking of mud, dirt or other debris from
the construction site onto adjacent roads and streets. These temporary stabilized stone pads
shall be constructed at the above points where vehicular traffic will be leaving the
construction site and moving directly onto a paved road or street. It shall extend the full
width of the vehicular ingress and egress area and have a minimum length of 50 feet. The
entrance shall be maintained in a condition that will prevent tracking or flow of mud onto
adjacent roads or streets. If conditions on the site are such that the majority of tite mud is not
removed by the vehicles traveling over the stone, the tires of the vehicles shall be washed
before entering the road or street. Any inud, which is tracked onto roads or streets, shall be
removed on a regular basis.
The other primary erosion control measures to be used to minimize pollutants in storm water
discharges associated with construction activity at the construction site are silt fence and

hardware cloth inlet protection. Silt fence shall be installed on the downhill side of disturbed
areas where erosion would occur in the form of sheet and rill erosion. Silt fencing will be
installed parallel to CO Street E, CO Street F, and CO Street D to prevent sediment from
entering the existing storm inlet structures. As an additional measure, hardware cloth inlet
protection will be placed around all existing inlets within the project limits. Silt fencing will
also be installed along the perimeter of woods line on the east side of the project site to
prevent sediment from leaving the site.
Per our analysis, all other sedimentation and erosion control with respect to the stabilization
of existing slopes will be addressed using seed and mulch. The contractor will provide a
groundcover (temporary or permanent) on exposed slopes within 21 calendar days fol{owing
completion of any phase grading; and a permanent groundcover for all disturbed areas within
15 working days (whichever is shorter) following completion of' construction or
development. In addition, all green spaces within the project limits will be seeded and/or
mulched to maintain a vegetative cover. Due to the minimal slopes of the proposed grassed
swales on the north and south sides of the project site additional erosion control measures
will be necessary within the swale. The shallow slopes will allow sediment to drop to the
swale bottorn before it leaves the project site.

1-1828 Field Medical School - Express Erosion Control.
Subject: P828 Field Medical School - Express Erosion Control.
From: "DOWNS, Rob" <[e-mail]>
Date: Wed, 23 Jul 2008 l 5:08:44 -0400
To: "Janet Russell" <Janet.Russel [e-mail]>
CC: <[e-mail]>, <[e-mail]>
Janet -
Please find attached our Express Review Mtg request for the Erosion
Control for the above referenced project. At this time we are
requesting Erosion Control only with Stormwater review to follow a week
or so after.
David Towler and I will both already be in Wilmington for separate
morning meetings on Wed. 7/30. If possible we'd like to schedule the
review meeting for that afternoon right after lunch. Please let me know
if this will be possible or if you need additional information.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Janet Russell [mailto:Janet
Sent: Wednesday, July 16, 2008 2:
To: DOWNS, Rob
Subject: Re: Express Fees
[e-mail]
35 PM
Rob:
Please submit the completed Express Request, a vicinity map, a
stormwater narrative (see attachment), and a pdf site plan.
Thanks,
Janet
DOWNS, Rob wrote:
Janet -
Can you please send me the scheduling form that I need to submit for
Express Review of erosion control and stormwater?
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
(919)851--8393 fax
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Tuesday, July 08, 2008 2:54 PM
To: DOWNS, Rob
Subject: Express Fees
Attached is the fee schedule.
1 of2 7/23/2008 4:56 I'M

Re: Camp Lejeune- Field Medical Services School
Subject: Re: Camp Lejeune- Field Medical Services School
From: Linda Lewis <[e-mail]>
Date: Fri, I I Jul 2008 13:29:00 -0400
To: "DOWNS, Rob" <RDOWNS a C-and-O.com>
CC: Janet.Russell a ncmail.net
I'll try to explain as best I can. Onslow County is subject to the NPDES Phase II
requirements of Session Law 2006-246. However, under the Session Law exemptions,
redevelop projects (i.e., those with total post -construction BUA that is less than
what previously existed) are listed as not being subject to those Phase IT rules,
however, they are still subject to the Coastal Stormwater rules under NCAC 2H.1000.
Under coastal rules, 25% is the maximum BUA for a low density project within 1/2 mile
of and draining to SA waters, so I'm not quite sure why you thought it would be high
density, but based on the site plan you provided, I would definitely call this a high
density project. One thing I don't see is the connection from the parking lot and
roof drains into the infiltration system. How does the runoff get there? Also, the
top of the system looks like it's grated which is more indicative of an enclosed sand
filter than an infiltration trench system. A closed sand filter can be designed
irregardless of the SHWT.
Even though the BMP says a minimum infiltration trench depth of 3'-8', that is not
correct. We will accept shallower trench depths. If you can redesign with a
shallower, wider trench, with a bottom that is 24" above the SHWT, that will be fine
with us.
Linda
DOWNS, Rob wrote:
Linda -
I'm working on a project at Lejeune on a 5 acre site and am having a little
trouble meeting stormwater management requirements. Our post -construction
impervious surface area is less than our pre -construction area thus stormwater
quantity measures are not required. However, we aware we are still required to
treat runoff for quality. The total impervious surface area is 25% of the total
site area so it is our understanding that it will be considered a High Density
site and will require structural BMPs since Onslow is a coastal county.
The issue we are running into is meeting NCDENR requirements for the depth of the
BMP above the seasonal high water level. Our geotechnical report shows that the
SHWL is 43-45 inches below existing grade. Given the BMP requirements of a min 2'
above the SHWL we are only left with 19inches of depth for volume.
Our current solution uses infiltration trenches on either side of the site to
capture runoff from the proposed building and parking area. Worst case we will
need a 24" deep stone filled trench with 4-12" pipes. This assumes 6" cover over
the pipe and 6" below the pipe (2" stone, 4" sand). BMP design criteria states
min. trench depth shall be 36" with the bottom a min 24" above the SHWL. Obviously
our current design does not meet this criteria. Researching other BMPs we find the
same scenario.
Basically our site slopes west to east with a large densely wooded area
approximate 300' wide on the east end of the site. We do not have enough fall on
the site to drain to a stormwater pond.
Can you provide any suggestions on how to handle stormwater quality requirements?
Is there a variance/exception that can be issued due to site constraints on the
infiltration trench design requirements that will allow us to use the design
described above? In.f.iltration rates for the site are excellent ranging from 1.2.9 -
l of 7/16/2008 10:33 AM

Re:'Camp Lejeune- field Medical Services School
' - 11;
7.3 inches/hour (24-14 times the min design requirement)
I have attached for your use a copy of the erosion control plan currently under
review at the base. It shows the grading and .infiltration trench locations. Please
disregard the trench dimensional info shown on the plan as it is no .Longer
correct.
Any assistance you can provide would be greatly appreciated.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
2 of 2 7/16/2008 10:33 AM

RE: Camp Cejeune- Field Medical Services School
ti
Subject: RE: Camp Lejeunc- Field Medical Services School
From: "DOWNS, Rob" <RDOWNS a G-and-O.com>
Date: Fri, 1 l Jul 2008 13:52:12 -0400
To: "Linda Lewis" <[e-mail]>
CC: <Janet.Russell a ncmail.net>
Linda -
I'm a little confused. So since our site has an impervious area of 25%
we are considered high density correct? If not I think our issue goes
away and we can treat with grassed swales, filter strips, etc.
To answer your questions, parking drainage will flow to the
infiltration trenches via curb cuts to grassed swales that will
discharge to the infiltration trenches. Roof drains will connect
directly to the trenches.
The top of the system is gravel. I guess it's bad symbology which made
it look grated.
The problcm wc'rc having is the SHWT on the site is only 43". This
leaves us only 19" of available depth if we are required to stay 24"
above the SHWT with the trench bottom. This doesn't leave us a
reasonable amount of depth to work with. I'm I misunderstanding or
overlooking something here?
Given our high SHWT can you suggest any other BMPs we can evaluate?
I'd be happy to discuss by phone if you are available.
Thanks -
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Friday, July 11, 2008 1:29 PM
To: DOWNS, Rob
Cc: [e-mail]
Subject: Re: Camp Lejeune- Field Medical Services School
Rob:
I'll try to explain as best I can. Onslow County is subject to the NPDES
Phase II requirements of Session Law 2006-246. However, under the
Session Law exempticns, redevelop projects (i.e., those with total
post -construction BUA that is less than what previously existed) are
listed as not being subject to those Phase II rules, however, they are
still subject to the Coastal Stormwater rules under NCAC 2H.1000.
Under coastal rules, 25% is the maximum BUA for a low density project
within 1/2 mile of and draining to SA waters, so I'm not quite sure why
you thought it would be high density, but based on the site plan you
provided, I would definitely call this a high density project. One thing
I don't see is the connection from the parking lot and roof drains into
the infiltration system. How does the runoff get there? Also, the top of
the system looks like it's grated which is more indicative of an
1 00 7/16/2008 10:33 AM

RIi: P-828 Field Medical Services School
Subject: RIB: P-828 Field Medical Services School
From:-rowler CIV David W" <david.towler cr usmc.mil>
Date: 'rue, 29 Jul 2008 14:49:50 -0400
To: "Janet Russell" <Janet.Russel l a ncmail.net>
August 5 is good for me. I'll be there.
Thanks,
David.
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent. Tuesday, July 29, 2008 14:31
To: DOWNS, Rob; Towler CIV David W; Carol Miller
Subject: P-828 Field Medical Services School
*P-828 Field Medical Services School*
July 29, 2008
The Express meetings for Land Quality and Stormwater have been scheduled as
follows:
The Stormwater submittal meeting has been scheduled with *Chris Baker on
August 5, 2008 at 10:00 AM *here in the Wilmington Regional Office, 127
Cardinal Drive Ext.
The Land Quality submittal meeting has been scheduled with *Carol Miller on
August 5, 2008 at 10:45 AM* after the Stormwater meeting.
The applicant is required to attend the meetings.
Please review the submittal requirements, attached. Note that we would like
all plans folded to 9" by 14" in order to fit into our file system.
Rob, please respond back to this email confirming that you accept the
appointment date / times.
Thanks,
Janet Russell
Express Coordinator
1 of 1 7/29/2008 2:51 I'M

RE: P-828 Field Medical Services School
Subject: RE: P-828 Field Medical Services School
From: "DOWNS, Rob" <RDOWNS a G-and-O.com>
Date: Tue, 29 Jul 2008 16:07:12 -0400
To: "Janet Russell" <Janet.Russcll a ncmai1.net>, "Towler GS05 David W" <david.towler a usmc.mil>,
"Carol Miller" <CaroLMiller a ncmail.net>
CC: <fwing cr virtexco.com>, <sstecle a virtexco.com>, "Bob Belangia" <[e-mail]>
Janet -
We accept the mtg date and time. 8/5/08 loam.
Robert L. Downs, PE
Greenhorne & O'mara, Inc
5565 Centerview Dr. Ste 107
Raleigh, NC 27606
[phone]
[phone] fax
-----Original Message -----
From: Janet Russell(mailto:[e-mail]]
Sent: Tuesday, July 29, 2008 2:31 PM
To: DOWNS, Rob; Towler GS05 David W; Carol Miller
Subject: P-828 Field Medical Services School
*P-828 Field Medical Services School*
July 29, 2008
The Express meetings for Land Quality and Stormwater have been scheduled
as follows:
The Stormwater submittal meeting has been scheduled with *Chris Baker on
August 5, 2008 at 10:00 AM *here in the Wilmington Regional Office, 127
Cardinal Drive Ext.
The Land Quality submittal meeting has been scheduled with *Carol Miller
on August 5, 2008 at 10:45 AM* after the Stormwater meeting.
The applicant is required to attend the meetings.
Please review the submittal requirements, attached. Note that we would
like all plans folded to 9" by 14" in order to fit into our file system.
Rob, please respond back to this email confirming that you accept the
appointment date / times.
Thanks,
Janet Russell
Express Coordinator
I of 1 7/29/2008 4:25 PM