SW8090814_HISTORICAL FILE_20091026

P
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0010 8\`A
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
10001 10 1l0
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
October 26, 2009
Carl Baker, Deputy Public Works Officer
Commanding Officer, US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28542
Subject: State Stormwater Management Permit No. SW8 090814
MCAS Dining Facility P-620, formerly AS 4012
High Density Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for MCAS
Dining Facility P-620 on September 16, 2009 with additional information submitted on October 5, October
16 and October 23, 2009. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session
Law 2008-211. We are forwarding Permit No. SW8090814 dated October 26, 2009, for the construction of
the subject project.
This permit shall be effective from the date of issuance until October 26, 2019, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance and Reporting 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 please contact M.J. Naugle, or me at [phone].
Sincerely,
G
"Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDSI mjn: S:\WQS\STORMWATER\PERMIT\090814 oct09
cc: Matt Brewer, PE, Bennett, Brewer & Associates, LLC
301-687-0494, fax: 0495
Wilmington Regional Office
Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] \ FAX: [phone] Customer Service: 1-877-623-6748 NOrthCarolina
Internet: www.nctmaterquality.org Naturally
atu a `1-i(ll y
An Equal Opportunity\ Affirmative Action Employer !L

State Stormwater Management Systems
Permit No. SW8 090814
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer and US MCB Camp Lejeune
MCAS Dining Facility P-620
Douglas and Schmidt Roads, Camp Lejeune, Jacksonville, Onslow County
FOR THE
Construction, operation and maintenance of one (1) wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively referred to
as the "stormwater rules') the approved stormwater management plans and specifications and
other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this permit.
This permit shall be effective from the date of issuance until October 26, 2009, 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 1.8 on page 3 of this permit. The stormwater control has been
designed to handle the runoff from 63,684 square feet of impervious area.
3. A portion of the built -upon area covered by this permit is excluded from State
Stormwater permitting requirements as set forth in the redevelopment exclusion Section
2. (d)(3) of Session Law 2008-211, effective October 1, 2008, and the stormwater rules
under Title 15A NCAC 2H.1000, as amended. This determination is based on the
following: 1) The project had a total of 92,310 square feet of existing built -upon area and
proposes to remove and replace with a total BUA of 122,975 square feet. After adjusting
for the use of 28,345 square feet of permeable pavement, the net total of BUA on the
site is 105,968 square feet. The net gain of BUA is 13,658 square feet. At a minimum,
this net gain in impervious area must be treated in the proposed BMP; 2) The project
proposes to treat 63,684 square feet of proposed built -upon area in the wet detention
pond, which provides better protection of surface waters than the existing stormwater
control, which is direct runoff to stormwater outlets with no treatment.
4. A 50-foot wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 090814
5. In addition to the impervious area treated in the wet pond, there is an additional 23,493
and 4,328 and 5,710 and 6,055 and 1,402 and 2,738 and 8,172 square feet of
impervious area in drainage areas 2 through 8, respectively. This BUA is treated to the
maximum extent practicable with permeable pavement. The project is the
redevelopment of an existing dining facility and parking lot not covered by an existing
stormwater permit.
6. The wet detention pond must be operated with a 30 foot vegetated area designed to
pass the 10 year storm in a diffuse, non -erosive manner. This vegetated area is located
across Douglas Road from the permit area.
7. The tract will be limited to the amount of built -upon area indicated in Sections 1.2, 1.3 and
1,10 of this permit, and per approved plans. There is no future BUA approved. Any
additional BUA requires approval of a modification to this permit prior to construction.
8. 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.
9. The runoff from all built -upon area within the permitted drainage area number one (1) of
this project must be directed into the permitted stormwater control system.
10. The following design criteria have been provided in the wet detention pond and must be
maintained at design condition:
a. Drainage Area, acres:
Onsite, ftZ:
Offsite, ftZ:
b. Total Impervious Surfaces, ft2:
Onsite, ftZ:
Offsite, ftZ:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSL:
g. Permanent Pool Surface Area, ftZ:
h. Permitted Storage Volume, ft3:
i. Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
k. Controlling Orifice:
I. Orifice flow rate, cfs:
M. Permitted Forebay Volume, ft3:
n. Fountain Horsepower
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
2.1
90,715
none
63,684
63,684
none
1.5
3
85%
20
6,161
8,585
20.9
1.36
1.5"0 pipe
0.032
2,668
N/A (PPV <30000 cf)
Southwest Creek / White Oak
19-17-(6.5)
"C;HWQ,NSW"
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 090814
4. 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.
5. No decorative spray fountains will be allowed in the stormwater treatment system.
6. 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.
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.
8. 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.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10: The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved plans, the
permittee shall submit final site layout and grading plans to the Division for approval.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 090814
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee at all times.
13. 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 to any person or entity 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 completed Name/Ownership Change Form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as listed on
page 2 of the form. The approval of this request will be considered on its merits and may
or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request. Neither the sale of the project nor the
transfer of common area to a third party constitutes an approved transfer of the
stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition.
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.
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
10. The permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 090814
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the twenty-sixth day of October 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
P
Jor olee . Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 090814
MCAS Dining Facility P-620
Stormwater Permit No. SW8 090814
Onslow County
Designer's Certification
I, , as a duly registered
North Carolina, having been authorized to observe
construction of the project,
(Project)
Page 1 of 2
in the State of
(periodically/ weekly/ full time) the
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 specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 090814
Page 2 of 2
Certification Requirements:
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 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 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 draw down devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
David Towler, Camp Lejeune
Page 8 of 8

.,... ,,...,., ...-:- ;DWQUSE ONLY .. .. ...
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
MCAS Dining Facility P-620
2. Location of Project (street address):
City:Camp Leleune County:Omlow Zip:28542
3. Directions to project (from nearest major intersection):
From the intersection of US Route 17 and State Route 24 go south on US Route 17 approximately 1.8 miles
exiting on left to Douglas Road. Travel 1.4 miles to the intersection of Douglas Road and Schmidt Street.
i
4. Latitude:34° 42' 48" i Longitude:77° 2T " W of the main entrance to the project.
1
if. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed` ❑ Completed' 'provide a designer's certification
Specify the type of project (check one):
❑Low Density []High Density ❑Drains to an Offsfte Stormwater System ®Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 5.3 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit
OCT 2 2 2009
Form SWU-101 Version 073uly2009 Page 1 of 6

lo-lln-o9 A� '0to00• '�D9159
-"`DWQUSEONLY ..-.. .....,..
Date Received
Fee Paid
Permit Number
-ILo-o
52 656
1 su3b D o
Applicable Rules: ❑ Coastal SW -1995 V1 Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW /ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
.State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
MCAS Dining Facility P-620
2. Location of Project (street address):
City:C mp Lejeune County:Onslow Zip28542
3. Directions to project (from nearest major intersection):
From the intersection of US Route 17 and State Route 24 go south on US Route 17 approximately 1.8 miles
exiting on left to Douglas Road. Travel 1.4 mules to the intersection of Douglas Road and Schmidt Street.
4. Latitude:34° 42' 53" N Longitude:77° 27' 27" W of the main entrance to the project.
it. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed" "provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ,High Density ❑Drains to an Offsite Stormwater System ®Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 5.3 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
oCT 2 b 2009
Form SWU-101 Version 07July2009 Page I of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Commanding Officer. US MCB Camp Lejeune
Signing Official & Title:Carl Baker. Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:Bldg 1005 Michael Road
City:Camp Ldeune State:NC Zip:28542
Mailing Address (if applicable):Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Phone: 1910 ) 451-2213 Fax: (910 ) 451-2927
Email:carl.h.baker@usmc mil
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee` (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser" (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:Same as above
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
Phone:
State:
Fax:1 )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing Address:
Phone:
4. Local jurisdiction for building permits:
State: Zip:
Fax: ( )
Point of Contact: Phone #:
Form SWU-101 Version 07July2009 Page 2 of 6

IV.. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater management will be accomplished through a variety of methods including wet detention pond,
vegetated swales and sheet flow through vegetated areas.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date: I
b.Identify the regulation(s) the project has been designed in accordance with: I ACT 16 2009 -
❑ Coastal SW —1995 ❑ Ph II — Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 5.3 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project
Area*:5.3 acres
' Total project area shall be calculated to exclude the followin mthe normal pool of imppounded structures, the area
between the banks of streams and rivers, the area below the the
High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have?6 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. fool)
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Southwest creek
Southwest Creek
Southwest Creek
Southwest Creek
Stream Class *
C;HQW,NSW
C;HQW,NSW
C;HQW,NSW
C;HQW,NSW
Stream Index Number *
19-17-(6.5)
19-17-(6.5)
19-17-(6.5)
19-17-(6.5)
Total Drainage Area (sf)
90715
43781
20263
22832
On -site Drainage Area (sf)
90715
38121
18480
20104
Off -site Drainage Area (sf)
0
5660
1783
2728
Proposed Impervious Area** (so
63684
23493
4328
5710
% Impervious Area** (total)
76
54
22
25
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Oh -site Buildings/Lots (sf)
30426
0
0
0
On -site Streets (so
0
0
0
0
On -site Parking (so
31952
17653
678
1578
On -site Sidewalks (so
1306
180
1867
1404
Other on -site (so
0
0
0
0
Future (so
0
0
0
0
Off -site (so
0
5660
1783
2728
Existing BUA*** (sf)
0
0
0
0
Total (so:
63684
23493
4328
5710
* Stream Class and Index Number can be determined at: http://h2o.enr.state.nc.uslbims/rfportsZreportsWB.html
*" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version 07July2009 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. n/a
no off -site impervious
Protects In Union County: Contact DWQ Central Officestaff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttr>://h2o.enr.state.ne.us/su/bmo forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2g.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office maybe found by locatin
.. .._..�, _ ..._ a _ .g .. _.
project on the iiiteraclrve online iriap at h(ip://ki2o:enrstate.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
5 iy$
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
3 u-3
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed. signed and dated) and O&M
G A(_6
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
StuS
hip://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
s"
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
8 k,6
receiving stream drains to class SA waters within'/: mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations.
Sw3
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
SlUS
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
0
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
LU
j. Site Layout with all BUA identified and dimensioned.
m
> c
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
N
1. Details of roads, drainage features, collection systems, and stormwater control measures.
a co
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
W
qualified person. Provide documentation of qualifications and identify the person who
w
made the determination on the plans.
U U')
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
W
p. Vegetated buffers (where required).
Q
Form SWU-101 Version 07July2009 Page 4 of 6
d
3
0
'o
a:
IL
10

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify 503
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x1l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPS, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N /A Page No: N/A 5"
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC 5t[ IS
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://wwwsecretarystatencus/Corporations/CSearch.as x
VII., DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
—cbve'nants are required to be recorded prior to the sale of any lot. If lot sizes'vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmp forms htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIll., CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Steven K. Bennett
Consulting Firm: Bennett, Brewer & Associates. LLC
Mailing Address:23 East Main Street - Suite 200
City:Frostburg
Phone: (301 ) 687-0494
Email:bennett brewerQyahoo.com
State:Md Zip:21532
Fax: (301 ) 687-0495
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or hype name of organization listed in
Contact Information, item IN to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
DECEIVED
IIlIIInnSS�� SEP 16 2009
DWO
Form SWU-101 Version 077uly2009 Page 5 of 6
PROJ S

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
County of
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) Carl Baker, DMuht Public Works Officer
certify that the information included on this perm t application form is, to the best of my knowledge, correct and
that the project will be constricted in conformance with the approved plans, that the required deed restrictions
and protective covenants wi a recorded, and that the proposed project complies with the requirements of the
applicable sto wter rule nde 5A NCAC 2H .1000, SL 2006-246 (Ph.11— Post Construction)orSL 2008-211.
Signatunnre: Date:
a Not Public for th Stlattee of County of
CLVJ'5 �fLf.� do hereby certify that LZ ►- ' P len personally appeared
before me this 1Q day of --24 and acknowledge thh ue execution of the application for
a stormwater permit. Witness my hand and official seal, i //.
AUCti A SOUNM
Win I pum
orolov Couegy
slob of "on cam
Form SWU-101 Version 071uly2009
SEAL
My comnssion expires -1 ��.,Z�J/o
SEP 16 2009 II�II
Page 6 of 6
DWQ
PROJ 4

Loadine Dock
Basin Information
Drainage Area 5
Drainage Area 6
Drainage Area 7
Drainage Area 8
Receiving Stream Name
Southwest creek
Southwest creek
Southwest Creek
Stream Class *
C;HQW,NSW
C;HQW,NSW
C;HQW,NSW
Stream Index Number *
19-17-(6.5)
19-17-(6.5)
19-17-(6.5)
Total Drainage Area (sf)
20814
17726
8663
8172
On -site Drainage Area (sf)
19401
17726
8663
8172
Off -site Drainage Area (sf)
1413
0
0
0
Proposed Impervious Area** (sf)
6055
1402
2738
8172
% Impervious Area** (total)
29
8
32
100
Impervious** Surface Area
Drainage Area
Drainage Area
Drainage Area
Drainage Area
On -site Buildings/Lots (so
0
0
0
0
On -site Streets (so
0
0
0
0
On -site Parkin (sf)
4211
19
1993
4859
On -site Sidewalks (so
431
1383
745
3313
Other on -site (sf)
0
0
0
0
Future (so
0
0
0
0
Off -site (so
1413
0
0
0
Existing BUA*** (so
0
0
0
0
Total (sf):
6055
1402
2738
8172
Ypc(?OSeD\ r?7j,- c 1
2-
C)
P�mEc��E Q°
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/uv
ti
DEcE ED
OCT 16 2009
DW Q
PROJ4

i
FOR: NCDENR
TRANSACTION REPORT
910 350 2004
P. 01
OCT-26-2009 MON 01:21 PM
I �
SEND
DATE 'START RECEIVER TX TIME PAGES TYPE NOTE M# DP
OCT-26 01:20 PM 919104512927 1'34" 9 FAX TX OK 036
TOTAL 1M 34S PAGES; 9
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor Dee Freeman, Secretary
FAX COVER SHEET
Date:
To: l �+
CO:
FAX #: a to l "2`l Z7
No. Of Pages: (excluding cover) 8
From: T�..cr 2�sscu
CO: NC DENR
FAX#: [phone]
127 Cardinal Drive Exteni An Wilmington,
N.C.
I 8405- adve Actlon Telephone(910)Employer fi 7"15 Fax [phone]
qil I OPP h

P. 01 K
TRANSACTION REPORT
OCT-26-2009 MON 01:23 PM
FOR: NCDENR 910 350 2004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
_ W
OCT-26 01:22 PM 913016870495 j 1'21" 9 FAX TX OK 037
I W
TOTAL 1M 21S PAGES: 9
i gXttCIKX<��Ytl<�Yt��gX<��Xit<�Y{t:�gXttCXM�C�>YX<X�NX<I<�gtC�gX;�lKgtC�gX<�CIKXit(��tC�lKgMc�XtC�XffitC�����lK���gr<tC��XtX<�C��g�tC��KXtC�IKX��rt
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office .
Beverly Eaves Perdue, Governor Dee Freeman, Secretary
I
I
FAX COVER SHEET
Date: 10 — 2 6-'09: No, Of Pages: (ex eluding cover) 8
1 To: Sic- From: T rs, rs ssc
CO: CO: NC DENR
FAX #:. -� - o 5 FAX#: [phone]
REMARKS• r^ uCo-
C)� `, t
127 Cardinal Drive Extension, Wilmington, N.C. 29405.3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer
N
N

Steven K. Bennett Bennett, Brewer & Associates, LLC
P.E. 23 East Main Street, Suite 200
Frostburg, Maryland 21532
www.bbasurvey.com
[e-mail] .
Phone [phone]
bba Fax [phone]
Matthew S. Brewer Bennett, Brewer & Associates, LLC
R.L.S. 23 East Main Street, Suite 200
Frostburg, Maryland 21532
www.bbasurvey.com
matt. brewer@bbasurvey. c om
Phone [phone]
bba Fax [phone]
W

C
O e e �
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WET DETENTION POND ANALYSIS
FILENAME:
S:IWOSI TORMWATERIEXCELSPREADSHEETSIPOND1090814 octal)
PROJECT IN SWB
090814 ad09
REVIEWER'. al
PROJECT NAME:
dining facility P620 cocas
Original Run Date: sep09
Note- User input boxes are shaded in blue.
Last Madified: 26-01
Pond 1
Recall Stream'.
sw creek
Classification:
OIHOW NSW
Index Number:
19-17-(65)
Onsite DA, at=
90715.00
Offsite DA, sf =
0,00
Total Drainage Arai
90715.00
Total Drainage Area,ar
2,08
Built -Upon Area
'
BuildingsAots, at-
30426. Do
'
SVe"a"arking, sf=
31952.00
wa Sidelk/Concrete, sf=
1306.00
Other, at=
Chain, at=
Total Built -upon Area:
63684.00
BUA. sf
DA, sf
Design Storm, inches
Rv
#DIVl0i
Volume required, cl
D
Minimum Surface Area
%impervious
70.20%
Avg. Design Depth. ft.
3.0
TSS (85% or 90%)'.
85
SAIDA ratio
6.02%
PP Surface Area req. 1
5458
Pone 1
Wiatin 112 mile SR? Y or
n
1yr 24hr Rainfall Depot,
3.8
iRv
0050
Posy Rv
0.682
1 yr 24 hr Pref Volume, c
1436
1 yr 24 hr Posy Volume,
1958E
Top of Sediment Area, sl
2601. W
Bottom of shell Bev. Fm
1950
Bottom of shelf Are., 51.
4468.00
Permanent Pool EI.V=
20. DO
Porte Pool Area,
7196
Top of shelf elev=
2050
Top of shelf area=
10185
Temp, Pool Elevation=
20.90
Temp. Pool Area=
11013
Temp Vol. Prov, of =
8585
Average Depth =
Forebay Volumo
Permanent Pool Vol.= 15287
Rem. Forebay Volume= 3057
Prov. Forebay Volume: 2668
Percent=(22>%�18) 17%
Max. Pump HP NIA
Pond 1
rawdown OnOcehVe'r
Avg. Head, it = 0.28
Average Flow 02, of. 0.045
Average Flow Q5, cis 0.01B
Q2 Area, sq. in. = 2.533
Q5 Area, sq. in. = 1.013
No. of Onfices 1
Orifice Diameter, in = 1.50
Onfice Area, sq, in. = 1.767
Weir Height, inches=
Weir Length, inches=
Mir C= pDIVy01
Weir U, eff. length= -0.056
An Ceuta Rewrote, Q, 0.031
Runoff Coefficient Cc 0.500
1 yr 24 hr rainfall depth, i 3,80
1 m 24 hr Intensity, I, ill 0.158
1 yr 24
OPresQ9 05
Avg OnfircerOow0K
Drawdown, days= 1 2.17
overwrite the pro Rv value for sites with existing BUA.
overwrite the predevelopment mnoff Cc value if needed.
if the project drains to non -SR waters, look up the rainfall depth in the NOAA charts.

BENNETT, BREWER & ASSOCIATES
n 23 EAST MAIN STREET, SUITE 200 ar Ica or7 7G Gv]�Gulo�aa
FROSTBURG, MD 21532 0 e e
[phone]
NC DENR Express Permitting
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
RE:
JOB NO
10-21-09 2009018
New River
MICAS Dining Facility P-620
WE ARE SENDING YOU ® Attached ❑ Under a separate cover via the following items:
❑ Shop drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy letter ❑ Change order ❑
COPIES.
DATE
NO,-,
:, ,". ': .. DESCRIPTION
1
10-21-09
1
BMP Draina a Areas
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ Approved as submitted
❑ For our use
ElA roved as noted
❑ As re uested
❑ Returned for corrections
® For review and comment
❑
❑ FOR BIDS DUE❑ ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
U UE C E I V E__
OCT 2 2 2009
own Suj 8 09081(Z-
SIGN
If enclosures are not as noted, kindly notify us at once.

Naugle, Ma
[;V From:
Matt Brewer [[e-mail]]
Sent:
Wednesday, October 21, 2009 3:35 PM
To:
Naugle, Mary
Cc:
Steve Bennett
Subject:
RE: Camp Lejeune Dining Facility P620
Mary Jean,
The RFP for this project states there is no contamination on -site as part of the standard disclosure. Thanks.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt.brewera, bbas u rvey. corn
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, October 21, 2009 2:53 PM
To: Matt Brewer; Towler CIV David W
Subject: FW: Camp Lejeune Dining Facility P620
Is there any groundwater contamination in the area of the dining facility ?
Mary Jean Naugle
NC DENR Express Permitting
NC Di vision of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, October 21, 2009 2:51 PM
To: Henderson, Ginny; Reed, Bruce
Subject: Camp Lejeune Dining Facility P620
Ginny or Bruce;
I have a stormwater application to demo and construct a new dining facility and parking lot. They are proposing a
foundation drain that will discharge from the site through an untreated stormwater outlet. Charlie mentioned that I
should check with you to see if there is contamination in that area or any other concerns.
[6 inch perforated into a 15 inch outlet.)
Please let me know if I should let Camp Lejeune, David towler, or the engineer, Matt Brewer, know to contact you.

BENNETT, BREWER & ASSOCIATES SUDS O(�O4?,L 4'
23 EAST MAIN STREET, SUITE 200 Phn
L�
,4k FROSTBURG, MD 21532 ff�NQ OO L9 p � t GYMOYMP,
[phone]
NC DENR Express Permitting
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
10-15-09 2009018
ATTENTION
Mary Jean Naugle
RE:
New River
MCAS Dining Facility P-620
WE ARE SENDING YOU ® Attached ❑ Under a separate cover via the following items:
❑ Shop drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy letter ❑ Change order ❑
,a..COP,IES;; ,
..;,DATES.,,
'ENO '
r,. '. < .. ,'DESCRIPTION
3
10-15-09
1
Stormwater Package Book
3
10-15-09
37
Stormwater Package (Drawings)
1
10-15-09
1
Check #9187
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ Approved as submitted
❑ For your use
❑ Approved as noted
❑ As requested
❑ Returned for corrections
® For review and comment
❑
❑ FOR BIDS DUE❑ ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
(�E C E I V ED
►On0( CC 16 2009
DWQ
PROJ #
SIGNED:
if enclosures are not as noted, kindly notify us at once.

09187
15ENNT TT.. BREWER & ASSOCIATES, LLC MANUFACTURERS & TRADERS
TRUST COMPANY
SURVEYORS • ENGINEERS • PLANNERS FROSTBURG, MD 21532
23 East Main Street, Suite 200 60-295/313
Frostburg, Maryland 21532
Phone [phone] •Fax [phone]
PAY TO THE NCDENR
ORDER OF
10/15/2009
$ —1,000.00
One Thousand and 00/100,,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,«.,,,,.,.,.,.,,,..,,,,,,,,..,,,.,,,
DOLLARS 8
NCDENR
MEMO
New River - P-620
■■' ■ ■■
SENNETT BREWER & ASSOCIATES, LLC / SURVEYORS' ENGINEERS " PLANNERS
NCDENR
10/15/2009 09187
1,000.00
F
CJW O
5uj'o ogoe)[+
American Trust Check New River - P-620 1,000.00

Naugle, Mary
From: Matt Brewer [[e-mail]]
Sent: Friday, October 16, 2009 11:17 AM
To: Naugle, Mary
Cc: Steve Bennett, Towler CIV David W
Subject: New River Dining P620
Attachments: Drainage Areas.doc; Revised SWM Narrative for Enlisted Dining Facility.doc, New River SWM
PtP Response.doc
Mary Jean,
I hope this finds you well. This morning you have or will receive the revised swm package for the above referenced
project. I believe we have addressed your concerns stated in the 10/05/09 Request for Additional Information, and our
subsequent conversations. For clarity, I have attached:
1. A point to point response to the Request for Additional Information.
2. A revised Narrative with supporting calculations.
3. A Drainage Area summary with the cover types and permeable pavement credits. (These also appear on the
Drainage Area Map in the comp package)
Thank you for your consideration. Please call with any questions.
Matthew S: Brewer, RLS
Partner
BENNETT. BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt. b rewera bbasu rvey.com

AREA #1
GRASS: 19,597 S.F.
BUILDING (ROOF): 30,426 S.F.
NON POROUS CONC. PAVING: 0 S.F.
POROUS CONC. PAVING: 3,264 S.F. (1,958 S. F. GRASS) (1,306 S.F. CONC.)
NON POROUS PARKING: 28,301 S.F.
POROUS PARKING: 9,127 S.F. (5,476 S.F. GRASS) (3,651 S.F. PARKING)
EXIST. PAVEMENT (OFF SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 27,031 S.F.
BUILDING (ROOF): 30,426 S.F.
NON POROUS CONC. PAVING: 1,306 S.F.
NON POROUS PARKING: 31,952 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
AREA 09
GRASS: 16,411 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 0 S.F.
POROUS CONC. PAVING: 450 S.F. (270 S.F. GRASS) (180 S.F. CONC.)
NON POROUS PARKING: 15,248 S.F.
POROUS PARKING: 6,012 S.F. (3,607 S.F. GRASS) (2,405 S.F. PARKING)
EXIST. PAVEMENT (OFF -SITE): 5,660 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 20,288 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 180 S.F.
NON POROUS PARKING: 17,653 S.F.
EXIST. PAVEMENT (OFF SITE): 5,660 S.F. 6 2009
OCT 1
AREA #3 I'
GRASS: 12,832 SQ. FT.
BUILDING (ROOF): 0 SQ. FT.
NON POROUS CONC.PAVING: 0 SQ. FT.
POROUS CONC. PAVING: 4,668 SQ. FT. (2,801 S.F. GRASS) (1,867 S.F. CONC.)
NON POROUS PARKING: 476 SQ. FT.
POROUS PARKING: 504 SQ. FT. (302 S.F. GRASS) (202 S.F. PARKING)
EXIST. PAVEMENT (OFF -SITE): 1,783 SQ. FT.

PERVIOUS PAVEMENT CREDIT
GRASS: 15,935 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,867 S.F.
NON POROUS PARKING: 678 S.F.
EXIST. PAVEMENT (OFF SITE): 1,783 S.F.
AREA #4
GRASS: 15,404 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 259 S.F. (GENERATOR / TRANSFORMER PAD)
POROUS CONC. PAVING: 2,863 S.F. (1,718 S.F. GRASS) (1,145 S.F. CONC.)
NON POROUS PARKING: 1,578 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF -SITE): 2,728 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 17,122 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,404 S.F.
NON POROUS PARKING: 1,578 S.F.
EXIST. PAVEMENT (OFF SITE): 2,728 S.F.
AREA #5
GRASS: 14,759 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 431 S.F. (DUMPSTER PAD)
POROUS CONC. PAVING: 0 S.F.
NON POROUS PARKING: 4,211 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF -SITE): 1,413 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 14,759 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVINGA31 S.F. OCT 19 2009 I
NON POROUS PARKING: 4,211 S.F.
EXIST. PAVEMENT (OFF SITE): 1,413 S.F.

AREA #6
GRASS: 15,450 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 800 S.F. (NEW CHILLER PAD)
POROUS CONC. PAVING: 1,457 S.F. (874 S.F. GRASS) (583 S.F. CONC.)
NON POROUS PARKING: 19 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 16,324 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,383 S.F.
NON POROUS PARKING: 19 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
ARFA #7
GRASS: 5,925 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 745 S.F. (EX. CHILLER PAD)
POROUS CONC. SIDEWALK: 0 S.F.
NON POROUS PARKING: 1,993 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF -SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 5,925 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 745 S.F.
NON POROUS PARKING: 1,993 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
LOADING DOCK AREA
GRASS: 0 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 3,313 S.F.
POROUS CONC. SIDEWALK: 0 S.F.
NON POROUS PARKING: 4,859 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
OCT 16 2009

PERVIOUS PAVEMENT CREDIT
GRASS: 0 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 3,313 S.F.
NON POROUS PARKING: 4,859 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
OCT 16 2009

Ad info request 10/09.
Demonstrate that the proposed stormwater control, describe proposed SW control,
provides equal protection of surface waters as the existing stormwater control, which
is describe the existing SW control.
At present, the existing dining facility, associated parking, and other
site features have no stormwater management of any kind. The
existing site (prior to demolition) contains 2.11 acres of impervious
surfaces within the project area. (See Attachment E)
The proposed dining facility has 1.47 acres of impervious area and
0.698 acres of permeable pavement with six (6) inches of washed
stone. The net result being 1.47 + (0.698 x 0.40) + 0.698 (Building) _
2.45 acres of proposed impervious area. This reveals a net increase
of 0.34 acres or 14,810 square feet of additional impervious area. (See
Attachment E)
The pond has been redesigned to include a large portion of the
parking lot and all of the new building roof area. The impervious area
treated by the pond is 63,684 square feet or 1.46 acres.
The proposed stormwater management system (pond) will treat over
four times the amount of increased impervious area (1.46/0.34 = 4.3)
Given that there are no stormwater management controls in place
today, the proposed system will provide more than equal protection of
surface waters as the existing stormwater control.
OCT 16 2009

Enlisted Dining Facility P-620
MCAS New River — Onslow County
Jacksonville, NC
The new dining facility is located at the intersection of Douglas Road and Schmidt
Street on the Marine Corps Air Station New River. The project boundary for the site is
5:3 acres in size of which most will be disturbed during construction. The project will
construct a new dining facility just north of the existing dining facility. After
construction of the new building is complete, demolition of the existing building will
begin. Upon completion of demolition, a new parking lot will be constructed over the
site of the old mess hall. There are no wetlands on site — currently the entire site is
maintained by station mowing operations.
Sanitary sewer and potable water are available on site. New service tie-ins only will be
required.
The site has no historic significance.
There are no known non-compliance issues.
Stormwater from the site ultimately outlets to Southwest Creek which is classified as
Aquatic Life, Secondary Recreation, Fres; High Quality Waters, Nutrient Sensitive
Waters (C;HQW,NSW). The index number is 19-17-(6.5) (See Attachment A-1 & A-2)
The ultimate build out of the site is calculated to be 46% impervious which indicates a
High Density Commercial requirement for stormwater design. A variety of BMP's have
been identified to collect and treat stormwater runoff for the entire post development
BUA. These include grass lined swales, pervious pavement, sheet flow across vegetated
areas, and a wet detention pond. Specifically, each area and BMP is identified on the
drainage map in Attachment B.
When considering the overall site, the total increase in post -development BUA is
approximately 14,810 SF which nearly meets the standards for "re -development". Given
the existing site has no appreciable stormwater quantity or quality management of any
kind, the design proposed herein represents a substantial improvement. Essentially, the
proposed design treats significantly more BUA than what is being treated today.
We are not in close proximity to state waters; therefore, buffer areas are not required.
There are no off -site waters entering our site (beyond the adjacent road system), and no
roadway construction is proposed.
The design parameters for the wet detention pond have been established based on
correspondence and direction from NCDENR and the Owner (government). The rain
harvester originally proposed has been removed, and the roof area is now treated in the
pond. The use of permeable pavement has been employed to the greatest extent possible
and as directed by the Owner.
OCT 16 2009

Step one — determine seasonal high water table elevation
The Geotechnical report (Attachment Q has indicated shallow clay type soils in the
location of the pond which produced a perched ground water condition. Specifically, the
Geotechnical report indicates the clay barrier at the location of the pond approximately
18" below existing grade. The report further indicates seasonal high water to be
approximately one foot above that level. The SHWT was determined as follows:
1) Average existing grade elevation at pond = 21.0+/-
2) Approximate top of clay barrier = 19.50+/-
3) Seasonal high water table 19.5 + 1.0 = 20.5+/-
4) *"Cop of permanent pool elevation to be 6" above or below SHWT — for purposes
of this design the top permanent pool elevation shall be set at 20.0
Step two — determine surface area of permanent pool
Total DA to Pond = 90715 SF or 2.08 Acres 7i�0
Total Impervious Area to Pond = 63684 SF or 1.46 Acres �U
Total Surface Area of Permanent Pool = 7196 SF or 0.165 Acres
% of impervious cover = 1.46/ (1.46 — 0.165) = 76.0%
Surface area to drainage area ratio = 6.8 (See table 10.2 Attachment D)
Required Minimum Surface area = 6.8 / 100 * 2.08 acres = 0.141 acres = 6,161 sf
Actual Surface Area = 7196 SF
Step three — determine depth of permanent pool
Option 2 —
da, = [0.25 x (I + ABot shelt/APerniment Pool).I + [(ABot shelf+ AB.[ Pond/2) x (D/ ABot Shelf)]
Area Permanent Pool = 7196 SF
Area Bottom of Pond = 2601 SF
Area Bottom of Vegetated Shelf= 4468 SF
Depth = Bottom Shelf Elev (19.50) — Bottom Pond Elev (16.0) = 3.5
d„v = [0.25 x (l + 4468/7196)] + [(4468 + 2601 /2) x (3.5/4468)]
d;,,, = 3.18
FOR PURPOSES OF THIS DESIGN USE MINIMUM REQ'D. DEPTH OF 3.0 FEET
OCT 16 2009

Step four — determine volume of temporary pool
1.5 inches over entire watershed to Pond = 2.08 Acres or 90715 Square Feet
Rv = 0.05 + (0.9)(Ia)
Rv = 0.05 + (0.9)(0.76)
Rv = 0.734
V = 3630 (Rd) (Rv) (A)
V = 3630 (1.5") (0.734) (2.08)
V = 8313 CF
Entire Site 1 Year 24 Flour Pre Development Volume
2.11 Acres Impervious/5.3 Total Acres = 40% Impervious
Rv = 0.05 + (0.9)(Ia)
Rv = 0.05 + (0.9)(0.40)
Rv = 0.410
V = 3630 (Rd) (Rv) (A)
V = 3630 (3.8") (0.410) (5.30)
V = 29974 CF
Entire Site 1 Year 24 Hour Post Development Volume
2.45 Acres Impervious/5.3 Total Acres = 46% Impervious
Rv = 0.05 + (0.9)(1a)
Rv = 0.05 + (0.9)(0.46)
Rv = 0.464
V = 3630 (Rd) (Rv) (A)
V = 3630 (3.8") (0.464) (5.30)
V = 33922 CF
FOR PURPOSES OF THIS DESIGN USE 8,313 CF FOR MINIMUM TEMPORARY
POOL VOLUME.
. o
Volume above permanent pool to elevation 20.9 — C,585F for purposes of this design
set top of temporary pool elevation at 20.9
ocT 16 2009

Step five — determine outlet size to release temporary pool in 2 to 5 days.
**Set average head for orifice at 1/3 temporary pool depth or 0.30 feet.
Set 1.50 inch diameter orifice at invert elevation 20.0 (Top of permanent pool)
Q=CA(2gh) 5 = 0.6(0.0123sf)(2*32.2*0.30) 5 = 0.032 cfs
0.032 cfs = temporary pool volume / draw down time in seconds
0.032 cfs = 8,585 cf / draw downtime in seconds = 268,281 sec. = 74.52 hours = 3.1 days
Step six — determine discharge for flood volume (100 year storm) thru outlet
Set top of concrete riser at top of temporary pool elevation at 21.0
Q = CLI-l"
C = 3.1 L = length of weir = 8 ft H = Head above riser crest
*** Structure will safely pass 100 Year Storm
(See TR-20 routing computations attachment F)
Erosion and sediment control will be accomplished during both phases of the project
thru a variety of measures. These practices will include sediment fences, sediment traps,
stabilized construction entrances and various inlet protection devices. Strict adherence to
the temporary and permanent seeding guidelines will be required at all times. All swales
have been designed to convey the 25 year storm at non -erosive velocities considering an
n value of 0.02 (See Attachment G). The required earthwork is minimal, which in
conjunction with the flat topography should not generate any unforeseen sediment or
erosion control issues.
OCT 16 20

Ad info request 10/09.
Demonstrate that the proposed stormwater control, describe proposed SW control,
provides equal protection of surface waters as the existing stormwater control, which
is describe the existing SW control.
At present, the existing dining facility, associated parking, and other
site features have no stormwater management of any kind. The
existing site (prior to demolition) contains 2.11 acres of impervious
surfaces within the project area. (See Attachment E)
The proposed dining facility has 1.47 acres of impervious area and
0.698 acres of permeable pavement with six (6) inches of washed
stone. The net result being 1.47 + (0.698 x 0.40) + 0.698 (Building) _
2.45 acres of proposed impervious area. This reveals a net increase
of 0.34 acres or 14,810 square feet of additional impervious area. (See
Attachment E)
The pond has been re -designed to include a large portion of the
parking lot and all of the new building roof area. The impervious area
treated by the pond is 63,684 square feet or 1.46 acres.
The proposed stormwater management system (pond) will treat over
four times the amount of increased impervious area (1.46/0.34 = 4.3)
Given that there are no stormwater management controls in place
today, the proposed system will provide more than equal protection of
surface waters as the existing stormwater control.
cc, 16 20

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DESCRIPTION
DESIGN
K8
PROJECT N0.2L'Oi018 DATE: 0fl2L03
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PROJECT: L!CAS DINING FALRITY PJuO
MCASNEWRVVER
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APPROVED
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REVISION
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TABLE OF CONTENTS
Vicinity Map
FIRM Floodplain Map
Narrative and Basis of Design
Attachment A — Watershed Data
Attachment B — BMP Drainage Computations
Attachment C — Geotechnical Report
Attachment D — Table 10-2
Attachment E — Site Hydrologic Computations
Attachment F — TR20 Storm Routing
Attachment G — Sediment Control Drainage Computations
GAR
I
OCT 16 Zoos
Appendix A — Stormwater Management Permit Application Form
Appendix B — Financial Responsibility/Ownership Form — Express Permitting Option
Appendix C — Wet Detention Basin Supplement and Checklist
Appendix D — Wet Detention Basin Operations and Maintenance Agreement

NC DENR - DIVISON OF WATER QUALITY
.0312 WHITE OAR RIVER BASIN
Aame of Stream
Description
Class
Date
Index No.
Horse Swamp
From source to
Little
C,NSW
08/01/91
19-16-2-1
Northeast Creek
Rocky Run
From source to
Little
C;NSW
08/01/91
19-16-2-2
Northeast Creek
Poplar Creek
From source to
Little
C;NSW
08/01/91
19-16-2-3
Northeast Creek
-
Mott Creek
From source to
Northeast
C;NSw
00/01/91
19-16-3
Creek
Northeast Creek
From N. C.-Hwy.24
to
SC;HQW,NSW
08/01/91
19-16-(3.5)
downstream aide
of mouth of
-
ScalesCreek
Scales Creek
From source to
Northeast
SCGHQW,NSW
08/01/91
19-16-4
Creek
Northeast Creek
From the downstream
aide of
SC{NSW
08/01/91
19-16-(4.5)
mouth of Scales
Creek to
New River
Southwest Creek
From source to
Mill Run
C;NSW
08/01/91
19-17-(0.5)
Catherine Lake Creek
From Catherine
Lake to
C;NSW
08/01/91
19-17-1
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
08/61/91
19-17-1-1
Deep Run
From source to
Southwest
C;NSW
08/01/91
19-17-2
Creek
Harris Creek
From source to
Southwest
C;NSW
08/01/91
19-17-3
Creek
Haws Run
From source to
Southwest
C;NSW
08/01/91
19-17-4
Creek
Tank Creek
From source to
Southwest
C,NSW
08/01/91
19-17-5
Creek
Hicks Run (Hickory Run)
From source to
Southwest
C,NSW
08/01/91
19-17-6
Creek
Southwest Creek
From Mill Run to.New
River
C;HQW,NSW
08/01/91
19-17-;(6.51
Mill Run
From source to
Southwest
SC,NSW
08/01/91
19-17-7
Creek
Morgan Bay
Entire Bay
SC,NSW
08/01/91
19-10
Lewis Creek
From source to
New River
SC,HQW,NSW
08/01/91
19-19
Wallace Creek
From source to
New River
SB;NSW
08/01/91
19-20
Bearhead Creek
From source to
Wallace Creek
SB;NSW
08/01/91
19-30-1
Beaverdam Creek
From source to
Wallace Creek
SB;NSW
08/61/91
19-20-2
Town Creek
From source to
New River
SC,HQW,NSW
00/01/91
19-21
Parnell Bay
Entire Bay
SC,NSW
08/01/91
19-22
Co9dels Creek (Coglln Creek)
From source to
New River
SC,NSW
'08/01/91
19-23
Frenche Creek
From source to
New River
SC;NSW
08/01/91
19-24
Jumping.Run
From source to
Frenche Creek
SC;NSW
08/01/91
1944-1
CowheadXreek
From source to
Frenche Creek
SC;NSW
08/01/91
19-24-2
Duck Creek
From source to
New River
SC;NSW
08/01/91
19-25
Whitehurst Creek
From source to
New River
SC,HQW,NSW
08/01/91
19-26
2B .0300
Page 2 of 16 2009-08-22 07:18:50

NC DENR - DIVISON OF WATER QUALITY
STREAM CLASSIFICATION DESCRIPTIONS
.lass Description
B primary Recreation, Fresh Water
C ,Aquatic Life, Secondary Recreation, Free
CA Critical Area
FWS Future Water Supply Waters
HOW High Quality Waters
N/A Not Applicable/Out of State
,NSW Nutrient Sensitive Waters
ORW Outstanding Resource Waters
SA Market 'Shellfishing, Salt Water
GB Primary Recreation, Salt Water
SC Aquatic Life, Secondary Recreation, Salt
Sw Swamp Waters
Tr Trout Waters
WS-I Water Supply I -- Natural
WS-II Water Supply II -- Undeveloped
WS-III Water Supply III •- Moderately Developed
WS-IV Water Supply IV -- Highly Developed
WS-V Water Supply V -- Upstream
2B .0300

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MCAS Dining Facility P-620
MCAS New River
dacrcsonwue, rvu
Flow to Area 2
Grass =
16247
sf =
0.3730 ac
"C" Area
weighted Sidewalk =
632
sf =
0.0145 ac
1.00 0.635
0.63 Pavement =
27007
sf =
0.6200 ac
0.35 0.373
0.13 total
43886
sf
1.0075 ac
Total 1.007
0.77
C = weighted total / total area
= 0.759
Intensity
Q=CIA 1 5.447 1cfs
V. Area weighted
1.00
0.35
Total
C = weighted total / total
Intensity =
Q=CIA =
0.164
0.16
0.11
0.27
=
cfs
1 0.301
0.465
area
7.120
1.920
V. Area weighted
1.00
0.35
Total
C = weighted total / total
Intensity =
Q=CIA =
0.169
0.17
0.13
0.30
=
cfs
1 0.361
0.530
area
7.120
2.103
'C'
1.00
0.35
Total
C = weighted total / total
Intensity =
Q=CIA =
Area
0.372
weighted
0.37
0.17
0.54
=
cfs
1 0,492
0.864
area
7.120
3.877
0.580
0.557
0.630
Grass =
13102
sf =
0.3008 ac
Sidewalk =
4397
sf =
0.1009 ac
Pavement =
2763
sf =
0.0634 ac
total
20262
sf
0.4652 ac
Grass =
15743
sf =
0.3614 ac
Sidewalk =
3053
sf =
0.0701 ac
Pavement =
4306
sf =
0.0989 ac
total
23102
sf
0.5303 ac
Grass =
21430
sf =
0.4920 ac
Sidewalk =
1332
sf =
0.0306 ac
Pavement =
14889
sf =
0.3418 ac
total
37651
sf
0.8643 ac
Flow to Area 6
Grass =
16024
sf =
0.3679 ac
"C" Area
weighted
Sidewalk =
1903
sf =
0.0437 ac
1.00 0.047
0.05
Pavement =
166
sf =
0.0038 ac
0.35 1 0.368
0.13
total
18093
sf
0.4154 ac
Total 0.415
0.18
C = weighted total / total area
=
0.424
Intensity = 7.120
Q=CIA = 1.255
cfs
E C E 0 V
OCT 16 2009 D
PROJ # DWQ

r o'ect'Na'rne;; '-`,`: -
MCAS Dinin Facility P-620
B ; = %. _
SKB
Onslow,
Date:-' .
9/4/2009
t BasintNumtiei ', '
Cle"eked:':
i,Ditcf%ID,Nunitiec
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Date;_
A _ . Existingi.::: X New, = .
" na sis,
Ma'nnin '',Rou ti'n`ess Goefficienty n _';
0.240
! . unitfess
Invert if strearn;�';"
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(_ fG_
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.;
Length:
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----
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5.447
i cis;
L'efttSideslo e-
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VI"
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4.00
( H .::
1.00
V,_` '.
Bottorn.Width`.` "`" ,
4.00
;. _;ft"
To ,Widih;
Cross Sectional l6w:Area'IS
l8; -
fl, r_
.Wetted Perimeter ._
1'6.46,'
ft)
H &ziulic)RadlUsi ._
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+_ _ 'ft
_ Vel6cit
036,
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I.
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;__ uriitle- -.,,
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f Subcritical'FIOW,,
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c E B V I� ocr 16 2009 D
PROJ g _ DWQ
Ditch - New River-2 -storm 9/9/2009

(Fio ectlNam'e:%.: •; ; ^'':
MCAS DiningFacilityP-620
B`;?;"':
SKB
Onslow
Date::.
9l4/2009
2:Ba`sin;Number;f '.
CRecked3"'
Ditch.ID;Nurritieii; `, .
D-3 Stormwater 10 yr
Analysis-,--, Ezistingl" X INew. -
Manning]Ro`u`f ness9Coefficient n '::_`:
0.240
C.unitless;'
Invert,W st eami = _ "_' -
20.60
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lhve IDownsGearrit
16.400
(. i ,ft; ..
L'erigtti
139
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" :0:0151
ft/ftj.:' !
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4.00
Hi:. ;.,
I.00
I vl.
Ri'fitiSideslo a
4.00
j.. .Hi :'
1.00
-_V>
Batt6rTfYvidthj --- ---:` ;' -
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f1E C E I N ED
►Unu� OCT 16 2009
DWQ
PROJ #
Ditch - New River-3 -storm 9/9/2009

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(�E C E V V ED
IunSU OCT 16 2009
DW Q
PROJ #
Ditch - New River-4 -storm 9/9/2009

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�E C E , V ED
��^(u OCT 16 2009
DW Q
PROJ #
Ditch - New River-5 -storm 9/9/2009

j�E C E I N ED
�unSu OCT 16 2009
DWO
PROJ 8
Ditch - New River-6 -storm
9/9/2009

GET
Geote0nical •.Environmental . Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
P-620 Enlisted Dining Hall
Camp LeJeune, North Carolina
G E T PROJECT NO: EC08-266G
September 24, 2008
Prepared for
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfork, Virginia 23517
ATTN: MR. Allan Bamforth, P.E.
Prepared by
GET Solutions, Inc.
ECEIVED
[� OCT 16 2009
PROD # DWQ
504 E. Elizabeth Street Ste. 2, Elizabeth City, NC 27909 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

September 24, 2008
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
Attn: Mr. Allan Bamforth, P.E.
RE: Preliminary Report of Subsurface Investigation and Geotechnical Engineering
Enlisted Dining Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
Dear Mr. Bamforth:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project to be submitted as preliminary design information. The
results of this study, together with our recommendations, are presented in this report.
Additional subsurface exploration and Geotechnical Engineering services are likely to be
required once the building and site layout have been established.
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.
"1116, Respectfully Submitted, •.•`•�HCARO*'ro �
G E T Solutions, Inc. ±C•��4oE�55/O,yl�9 ��•y
SEAL
034336
Gerald W. Stalls Jr., P.E. '4�`9' �HGINE��' Senior
NC Reg. #t034336ect 1neer„S ��4 •�`•'•
..r-A• ��-...� : ��N •CARS(""'':
Camille A. Kaftan, P.E. 2;QQ 1T v
Principal Engineer AL
NC Reg. # 14103 - 014103
Copies: (4) Client "4 '
r I... Nt
504 East Elizabeth Street; Suite 2 • Elizabeth City, NC 27909 • Phone: [phone] • Pax: [phone]
[e-mail]

TABLE OF CONTENTS
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.............................................................................7
4.2
Subgrade Preparation............................................................................9
4.3
Structural Fill and Placement.................................................................9
4.4
Building Foundation Design Recommendations..................................10
4.5
Foundation Excavations......................................................................11
4.6
Building Foundation Settlements.........................................................11
4.7
Seismic Design Recommendations.....................................................11
4.8
Building Floor Slabs.............................................................................12
4.9
Pavements...........................................................................................12
5.0 CONSTRUCTION CONSIDERATIONS..............................................................14
5.1 Drainage and Groundwater Concerns.................................................14
5.2 Site Utility Installation...........................................................................15
5.3 Additional Geotechnical Investigation..................................................15
5.4 Excavations.........................................................................................16
6.0 REPORT LIMITATIONS.....................................................................................16
APPENDIX I - BORING LOCATION SKETCH
APPENDIX II - BORING LOGS
APPENDIX III - GENERALIZED SOIL PROFILE
APPENDIX IV — SUMMARY OF CBR TEST DATA
APPENDIX V — CLASSIFICATION SYSTEM FOR SOILRCL2RNTPN7 E D
OCT 16 2009
DWO
PROJ #

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our preliminary Geotechnical Engineering study for
the proposed Enlisted Dinning Hall — P620 project located in Camp LeJeune, North
Carolina. Authorization to proceed with the services was received from Mr. Allan Bamforth
with C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
1.2 Project Description:
The proposed development at this site is planned to consist of building a single story
structure, new parking lot, as well as other site infrastructure components. The building will
have a plan area of approximately 31,000 square feet and a first floor finished elevation
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.
It is expected that the structure will be of CMU load bearing wall and/or structural steel
frame design. The maximum wall and column foundation loads associated with the
structures are not expected to exceed 4 kips per linear foot and 100 kips, respectively. The
first floor is anticipated to be a slab -on -grade design with floor loads expected to be on the
order of about 150 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. General assessment of the soils revealed by the borings performed at the
proposed development.
Solutions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall —P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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 60-foot deep SPT
borings, our experience in the project area, and the requirements provided in
the North Carolina State Building Code (2006 International Building Code
with North Carolina Amendments) section 1615.1; Table 1615.1.1.
6. Feasibility of utilizing a shallow foundation system for support of the
proposed building. Preliminary design parameters required for the
foundation systems, including foundation sizes, allowable bearing pressures,
foundation levels, and expected total and differential settlements.
7. Typical pavement sections recommendations based on the results of five (5)
borings performed to a depth ranging from 8 to 10 feet, the results of five (5)
CBR tests, as well as our experience with similar soil conditions.
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.
E C E 8 V ED
Iu�,6S OCT 16 2009
DWQ
PROJ #
GET

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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, pavement, and storm water design parameters, six (6) 10- to 60-foot deep
Standard Penetration Test (SPT) borings (designated as B-1 through B-3 and CBR-3
through CBR-5) and two (2) 10-foot deep hand auger borings (designated as CBR-1 and
CBR-2) were drilled by G E T Solutions, Inc. within the proposed construction areas.
The SPT borings were performed utilizing mud -rotary drilling techniques with a CME 55
ATV -mounted drill rig. Standard Penetration Tests (SPT) were performed in the field in
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 10 feet and at 5-foot intervals thereafter to the boring
termination depth ranging from 10 to 60 feet. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30-inch long split -spoon sampler. The samplerwas driven with
blows of a 140 lb. hammer falling 30 inches. The number of blows required to drive the
sampler each 6-inch increment of penetration was recorded and is shown on the boring
logs. The sum of the second and third penetration increments is termed the SPT N-value.
A representative portion of each disturbed split -spoon sample was collected with each
SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review. The
results of the borings are presented in Appendix II (Boring Logs) and Appendix III
(Generalized Soil Profile) of this report, which corroborate the stratigraphy depicted by the
original study.
Additionally, a CBR bulk soil sample was collected from each of the borings noted as CBR-
1 through CBR-5. These samples were returned to our Elizabeth City laboratory for natural
moisture, full sieve, Atterberg Limits, Standard Proctor, and CBR analysis. The boring
schedule noting the SPT and hand auger boring depths and locations is presented in Table
I on the following page.
Solurions. Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G ;l
Table I — Boring Schedule
Boring
Boring Depth
Boring Location
Number
feet
Approximately 25' East of Schmidt Street & 50' North
B-1
60
of Existing Parking Lot
Approximately 40' West & 10' North of the Southwest
B-2
30
Corner of AS4006
B-3
60
Southeast Corner of Existing Parking Lot
Approximately 25' East & 25' South of the Southeast
CBR-1
10
Corner of AS4012
Approximately 25' East & 30' North of the Northeast
CBR-2
10
Corner of AS4012
Approximately 90' East of Schmidt Street & 180'
CBR-3
10
North of Existing Parking Lot
Approximately 55' West & 20' South of the Northwest
CBR-4
10
Corner of AS4004
Approximately 120' West & 15' North of the
CBR-5
10
Northwest Corner of AS4004
The SPT and hand auger boring locations were established by C. Allan Bamforth, Jr.,
Engineer -Surveyor, Ltd. 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 I, Figure 1). This plan was
developed based on the site plan provided to G E T Solutions, Inc. by C. Allan Bamforth,
Jr., Engineer -Surveyor, Ltd.
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 four (4) 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
on the following page and are also presented on the "Log of Boring" sheets (Appendix II).
Solurions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
Table II - Laboratory Test Results
Boring
No.
Depth
(Ft)
Natural
Moisture
Content
4200
Sieve
N
LL/PL/PI
Classification
B-1
4-6
33.5
30.4
NT
Sc
B-2
2-4
42.2
81.1
95/25/70
CH
B-2
18-20
32.3
64.2
43/18/25
CL
B-3
14-15
36.6
63.6
43/17/26
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 Schmidt Street in the Camp LeJeune military
facility in North Carolina. At the time of our field investigation services, the property was
generally observed to consist of a combination of grass areas, an existing basketball court,
and an existing building (AS4012) with its associated asphalt paved parking lot. Based on a
visual observation the site appeared to be relatively level with less than 1-foot change in
elevation in 50 feet. As an exception, an existing drainage ditch was located north of the
existing parking lot and was visually estimated to range in depth and width from 2 to 3 feet
and 3 to 4 feet, respectively.
The northernmost site boundary consists of an existing parking lot followed by an existing
structure. The westernmost boundary consists of Schmidt Street followed by existing
structures. The southernmost boundary consists of a combination of Douglas Road with an
existing parking lot beyond. The easternmost boundary a combination of existing structures
(AS4004, AS4006, and AS4007), grass covered areas, and an existing parking lot.
Solurions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
3.2 Subsurface Soil Conditions:
9/24/08
Topsoil ranging in thickness from about 2 to 10 inches was recovered at the boring
locations. As an exception, the Topsoil encountered at the location of borings B-1 and
CBR-3 was noted to extend to a depth of 4 feet and 2 feet, respectively. Beneath the
surficial TOPSOIL the subsurface soils encountered at the boring locations were consistent
at the boring locations, to their explored depths, and consisted of very loose to medium
dense SAND (SP, SP-SM, SM, SC-SM, SC) with varying amounts of silt and clay. Shallow
subsurface deposits of CLAY (CL, CH) were encountered at the locations of borings B-2,
B-3 and CBR-1 through CBR-5. These cohesive soil deposits were encountered at depths
ranging from about 1.5 to 4 feet below existing grades and extended to depths ranging
from 3.5 feet to the CBR4 boring termination depth of 10 feet.
Additionally, deeper subsurface deposits of CLAY (CL, CH) were encountered at the
location of borings B-2 and B-3 at depths extending from 14 to 30 feet below existing site
grade elevations. The subsurface cohesive soils encountered at the location of boring
CBR-4 were noted to contain varying amounts of organics and/or partially decayed roots at
a depth ranging from 6 to 8 feet below existing site grade elevations. A brief description of
the natural subsurface soil conditions encountered at the SPT boring locations is tabulated
below:
Table III — Subsurface Soil Summary
AVERAGE
RANGES OF
DEPTH (Feet)
STRATUM
DESCRIPTION
SPT(') N-
VALUES
Borings: B-1 through B-3 and CBR-1 through CBR-5
0 to 0.3
TOPSOIL; Borings B-1 through B-3, CBR-1,
CBR-2, CBR-4, and CBR-5
0 to 3.0
Topsoil; Boring B-1 and CBR-3 only
0.3 to 60
1
SAND (SP, SP-SM, SM, SC) with varying
W O.H.IZI to 31
amounts of silt and clay
2.9 to 7
II
CLAY (CL, CH) with varying amounts of sand;
2 to 12
Borings B-2, B-3, CBR-1 through CBR-5 only
6 to 8
III
CLAY (CH) with 1-inch lenses of Black Silt with
4
organics; CBR-4 only
18 to 23
IV
CLAY (CL, CH); Boring B-2 and B-3,
1
14 to 28
respective)
28 to 30
V
CLAY (CL); Boring B-2 only
2
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
Note (2) W.O.H. = Weight Of Hammer
6
i
Solurions. Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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 II
(Boring Logs) and in Appendix III (Generalized Soil Profile) should be reviewed forspecific
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.
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 existing site grade elevations. However, the
groundwater levels are anticipated to be affected by perched water conditions above a
restrictive horizon (CLAY; CL, CH) encountered at the locations of borings B-2, B-3, and
CBRA through CBR-5 at depths ranging from 1.5 to 4 feet below existing grades. This is
particularly anticipated to occur during periods of heavy precipitation and/or during the wet
season. 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 2 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
4.1 Clearing and Grading:
The proposed construction areas should be cleared by means of removing the existing
structure as well as their associated foundations and utilities, vegetation, trees, associated
root mat, topsoil, and asphalt pavement materials. The removal of the foundation
members and/or existing underground utilities associated with the existing structure may
require an excavation depth of about 2 feet below existing grades.
Solutions, Inc

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall —P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
The necessary cut depth to remove the topsoil from within the grass covered areas is
anticipated to range from about 10 inches to 4 feet as indicated by the soils encountered at
the boring locations. This cut is expected to be deeper in isolated areas to remove deeper
deposits of organic soils, which may become evident during the clearing.
The construction areas, which encroach on the existing drainage ditches and/or canals,
should be "de -mucked" to remove very soft soils and alluvial deposits. Based on our
experience with similar soils conditions, the cut required to "de -muck" the soils in the base
and sides of the ditches is estimated to range from 12 to 24 inches. Clean topsoil should
be stockpiled for later use in landscaped areas.
The subsurface soils recovered at the boring locations typically contained appreciable
amounts of fines (SM, SC, CH). Also, the current (natural) moisture contents of the
surface soils at the explored locations were estimated to be near or in excess of their
optimum moisture. Accordingly, combinations of excess surface moisture from
precipitation ponding on the site and the construction traffic, including heavy compaction
equipment, may create pumping and general deterioration of the bearing capabilities of the
surface soils. Therefore, undercutting to remove very soft soils may be required. The
extent of the undercut will be determined in the field during construction, based on the
outcome of the field testing procedures (subgrade proofroll).
Furthermore, inherently wet subgrade soils combined with potential poor site drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should be
performed during a dry season if at all possible. This should minimize these potential
problems, although they may not be eliminated. The project's budget should include an
allowance for subgrade improvements (undercut and backfill with structural fill orAggregate
Base Course material).
Control of surface water is very important to the successful completion of the proposed
construction. The contractor should plan his grading activities to control surface water and
minimize erosion of exposed cut or fill material. This may include constructing temporary
berms, ditches, flumes and/or slope drains to intercept runoff and discharge it in a
controlled fashion, while complying with state and local regulations.
The project's budget should include an allowance for subgrade improvements (undercut
and backfill with structural fill). It is recommended that the clearing operations extend
laterally at least 5 feet beyond the perimeter of the proposed building area.
OCT 16 2009 s GET
DW Q
PROJ # _

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall —P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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.
The shallow subsurface soils encountered at the location of boring CBR-4 were noted to
contain organics extending from a depth of 6 to 8 feet below the existing site grade
elevations. Accordingly, the use of Geotextile Geofabric and/or biaxial Geogrid will be
warranted in order to aid in minimizing the impact of post construction settlements.
Following the proofroll 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 95 percent of the Modified Proctor maximum drydensity (ASTM D1557),
as tested to a depth of 12-inches, where possible. This densification will require the use of
a large vibratory roller.
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.
Solurions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
GET 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 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
4.4 Preliminary Building Foundation Design Recommendations:
Provided that the previously recommended earthwork construction procedures are properly
performed and based on the previously noted anticipated loading conditions, the 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 1500 pounds per square foot (psf). In using net pressures, the weight of
the footings and backfill over the footings, including the weight of the floor slab, need not
be considered. Hence, only loads applied at or above the finished floor need to be used
for dimensioning the footings.
In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings
should have a minimum width of 24 inches. In addition, isolated square 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.
1
Solutions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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 95% of the Modified Proctor maximum dry density (ASTM D 1557)
as tested to a depth of 12 inches, for bearing capacity considerations. In this manner, any
localized areas, which have been loosened by excavation operations, should be
adequately re -compacted. 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.
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.
4.6 Preliminary 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 Seismic Design Recommendations:
It is noted that, in accordance with the NC Building Code; Chapter 16, this site is classified
as a site Class E, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the completed 60-foot deep SPT
borings as well as our experience with SPT borings and CPT soundings with shear wave
velocity testing performed within the vicinity of this project site. In order to substantiate the
site classification provided above a 100-foot deep CPT boring and soil shear wave velocity
testing with liquefaction potential analysis should be performed. G E T Solutions, Inc.
would be pleased to provide these services should they be determined necessary.
Solutions. Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
4.8 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 (SIP) 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. The slabs can be
designed with the use of a subgrade modulus on the order of about 125 psi/in for
compacted structural fill.
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.
4.9 Pavements:
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging from
13.4 to 16.6, having an average of 15.3. The 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 10.2 should be used in designing the pavement sections. A
summary of the CBR test results and the moisture density relationship curves (Proctors) is
provided in Appendix IV.
The shallow subsurface soils encountered at the location of boring CBR-4 were noted to
contain organics extending from a depth of 6 to 8 feet below the existing site grade
elevations. Accordingly, the subgrade evaluation performed within the vicinity of boring
CBR-4 and the associated recommendations may include subgrade improvements, such
as the use of Geotextile Geofabric and/or biaxial Geogrid. This may be recommended in
order aid in minimizing post construction settlements. This should be more accurately
determined in the field during construction procedures.
Solutions. Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
Based on our experience with similar soil conditions, the following minimum pavement
sections are typically used in this area:
I. Light Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A". Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, NCDOT Type
S-9.5B.
II. Heavy Duty Pavement:
Flexible Pavement
SUBGRADE: Stable and approved by the Geotechnical Engineer.
Compacted to at least 95% of the Modified Proctor
(ASTM D 1557).
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material, size
NCDOT Type "A". Compacted to at least 95% of the
Modified Proctor (ASTM D 1557).
ASPHALT BASE: Minimum 3.0 inches of Asphalt Concrete, NCDOTType
119.0B.
ASPHALT SURFACE: Minimum 2 inches of Asphalt Concrete, NCDOT Type
S-9.5B.
Solutions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
In preparation 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 and/or the use of a Geotextile
fabric (such as Mirafi 500x 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 levels are expected to interfere with excavations that extend below a depth of
approximately 5 to 8 feet below existing grades. Dewatering to a depth of about 5 to 8 feet
can most likely be accomplished by pumping from sumps. However, dewaterng belowthe
groundwater water levels may require well pointing.
Due to the potential for perched ground water levels (as noted on the previous page and 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.
Solutions. Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 924/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the
pipe and structure placement to verify the suitability of the bearing soils. Based on the
results of our field exploration program it is expected thatthe utilities and structures located
at depths greater than about 4 feet below current grades will bear in wet loose granular
and/or soft cohesive soils. In these instances the bearing soils will likely require some
stabilization to provide suitable bedding. This stabilization is typically accomplished by
providing additional bedding materials (No. 57 stone). In addition depending on the depth
of the utility trench excavation, some means of dewatering may be required to facilitate the
utility installation and associated backfilling. The resulting excavations should be backfilled
with structural fill, as described in Section 4.3 of this report.
5.3 Additional Geotechnical Investigation
A comprehensive geotechnical investigation is recommended once the final layout
(structure footprint and design grades), structural characteristics, and the structural loads
are determined. The subsurface data documented during this feasibility study can be
incorporated within the final geotechnical investigation. Specifically, it is recommended to
perform additional SPT borings and/or DMT Soundings within the limits of the proposed
building area along with a comprehensive laboratory testing program. Furthermore,
consolidation testing of Shelby Tube Samples may be required in order to effectively
evaluate the site for settlement. In addition, it is recommended to perform CBR testswithin
the pavement areas to confirm the preliminary design CBR values presented herein. The
frequency of tests should be developed based on the final design scheme.
Deep foundation design may be required to support a 3-story structure or a 2-story
structure with column loads in excess of about 150 kips. The necessity of a deep
foundation design should be substantiated once the additional Geotechnical Engineering
services, as noted above, are completed.
Solutions, Inc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 924/08
Enlisted Dinning Hall —P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
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 C. Allan
Bamforth, Jr. Engineer -Surveyor, Ltd. as well as their consultants for the specific
application to the Proposed Enlisted Dinning Hall P-620 project located within the Camp
LeJeune military facility in North Carolina.
Solufions, lnc.

Preliminary Report of Subsurface Investigation and Geotechnical Engineering 9/24/08
Enlisted Dinning Hall — P620
Camp LeJeune, North Carolina
GET Project No: EC08-266G
5.4 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client for the proposed project.
If there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, G E T Solutions, Inc.
should be notified immediately to determine if changes in the foundation recommendations
are required. If G E T Solutions, Inc. is not retained to perform these functions, G E T
Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
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.
Solurions.lnc. .

APPENDICES
BORING LOCATION PLAN
BORING LOGS
III. GENERALIZED SOIL PROFILE
IV. SUMMARY OF CBR TEST DATA
V. CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

SCHMIDT STREET
B-1 CBR-S
f�
AS4012 �V
CBR-3
A
C3
B-2
Q
CBR-4
J
B-3
��WYY
l7
o
WWW
CBR-1 CBR-2
AS4006 AS4004
AS4007
Name,
LEGEND GET
ENLISTED
ENLISTED DINING HALL - P620
[AMP LEJEUNE NORTH CAROLINA
—APPROXIMATE BORING LOCATIONS Project No., EC08-266G Dram Bys APL
:A...a.c...�...., Data 8/29/08 ngure No., 1
—APPROXIMATE LIMITS OF BUILDABLE AREA
BORING LOCATION PLAN SCALE,
NOT TO SCALE

GET
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan Bamforth, Jr.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
-�"—
Go�rtli�al•[.WwmmW •1WIq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
BORING LOG
DRILLER,I Fishburne Drilling Inc. TI LOGGED By: TIP. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-14-08
B-1
DEPTH TO WATER - INITIAL": S 5' AFTER 24 HOURS: ?F _ CAVING> L
C
J
W2
o. m
o E
a y
o
Description
u
a
(7
N
a d
n Z
a>
n
a m
n
; irr
m c,
m
2
Z\
o
R
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
d
48-inches of TOPSOIL
...
..�
3
2
2
2
WOH
WOH
WOH
..
...
Q
............. .... .. F....... W...
6
Gray, moist to wet, Clayey SAND (SC), very loose
Wet from 5-feet
.....!
3
as
i WOH
1
t
2
..:...:...:...:...:...:...:...
Gray -Tan, wet, poorly graded fine to medium SAND (SP) to poorly'
graded fine to medium SAND (SP-SM) with silt, loose
Gray, wet, Silty fine SAND (SM), loose to medium dense
`': g f
r.r.[1:
;;,:;r
4
ss
as
4
4
5
4
s
6
8
10
...
::...:...:...:...:...:...
'...:...:... :. ..:...: ...:
...:...:...:...:...:...:
0
6
4
:::::
14
.:...:...:...:...: .. .:...
..:...:...:...:...:...:...
6
ss
y
10
5
6
1
Gray, wet, Silty fine SAND (SM) with partially decayed root
fragments, very loose
i i
i i i
7
1
3
1
4
..:...:...:...:...:...:...
0
W.
. ..:...:...:. ..:...:.......:...
...:...:...: ...................
-
8
ss
WOH
WOH
WOH
5
5
24.
Light Gray, wet, Silty fine SAND (SM) with Cemented Sand and
Marine Shell Fragments, medium dense
j
13
..:...:...:...:...:...:...
2
Gray, wet, Silty fine SAND (SM), very loose to medium dense
9
ss
56
9
30
10
7
.....
10
ss
15
20
26
.
35
1
1
Notes: W. O. H. = Weight of Hammer SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial amurldwaterreadinct may not be indicative of the static WOH - Weiaht of Hammer
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586

GET
���•r++p+•TMar.
BORING LOG
B-1
PROJECT: P-620 Enlisted Dining Hall PROJECT NO.: EC08-266G
CLIENT: C.Allan Jr.
mp LeJeune, North Carolina
PROJECT LOCATION:ION: Camp
L
LOCATION: See Attached Boring Location Plan ELEVATION:
DRILLER: Fishbume Drilling Inc. LOGGED BY: P. Lankford,
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-14-08
DEPTH TO - WATER> INITIAL: S 5. AFTER 24 HOURS: 2- CAVING> S
o
m
W
5
o-Q?
E
_
a v
° `
Description
2
c
c�
a ll
vE� z
a
n
a
n ~
w -
`O
m a
2
Z
oo
"
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
40
48
Light Gray, wet, Silty fine SAND (SM) with Cemented Sand and
Marine Shell Fragments, dense
11
ss
0
2
6
31'
23
17
12
.:...:...:...:...:...:...:...
-'
'
.
to
12
ss
1
3
4
45
::
': ;':
':
13
as
a
t5
to
15
is
50
53
Light Gray, wet, Clayey SAND (SC) to Silty, Clayey SAND (SC-SM)
with trace Cemented Sand and Marine Shell Fragments, medium
dense
5
Gray, wet, Silty fine SAND (SM), medium dense
1a
ss
o
is
15
55
15
ss
7
a
9
fi0
Boring terminated a160 ft.
65
22
70
Notes: W. 0. H. = Weight of Hammer SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

6
c
GET
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan Bamforth Jr.
PROJECT LOCATION: Camp LeJeune North Carolina PROJECT NO.: EC08-266G
—'—' -
co�.r•c•.�W•mwr
BORING LOG
BORING.LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
DRILLER?'Fishburne Drilling Inc. ( T LOGGED BY: TP. Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
B-2
DEPTH TO WATER - INITIAL`: § 6' AFTER 24 HOURS: a CAVING> L
c c
m
wQ
a v
E
a m
a
Description
0
E
U��
a o
to z
a o
to
�- 01
r� ~
3 tD
m a
d
m
Z
o
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
o
0
15
6
1.1
2-inches of TOPSOIL
l::::
1
ss
e
c
.:...:...:...:...:.
. . : 95
'
.:...:...:... :I...:...:...:...
Dark Gray, moist, Silty fine SAND ISM), medium dense
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH), medium stiff
2
ss
3
3
4
Tan -Gray, moist, Clayey SAND (SC), very loose.-.
.. ...
..
. .. ...
3
s
1
2
.:...:...:...:I...:...:...:...
1
..... .... ..... I.. .........:...
2
ray, wet, poorly graded fine to medium SAND (SP) to poorly grade
fine to medium SAND (SP-SM) with silt, medium dense
�!, f f
n: n:
or.tr.
ra:E
.a:ril
4
ss
17
_ .........:...
C
........ ..............
:.. .: ..�:...:...:...:...
9
0
r(t
Gray, wet, Clayey SAND (SC), very loose
o
I.
15
I
Light Gray, wet, Lean Sandy CLAY (CL), very soft
7
ss
u
0
1
34.2
...:...:...:...:...:...:...:...
6
20
2
Tan, wet, poorly graded fine to coarse SAND (SP), loose
8
3
6
g
:...:...:...:...:...:...:...
28
Gray -Tan, wet, Lean CLAY (CL), very soft
9
ss
2
..[...[...[_.t_.[...;...t...
..:...:...:...:...:...:...:...
Boring terminated at 30 ff.
0
...............................
35
..:...:...:. ..:. .. :...: ...:...
Notes: W. O. H. = Weight of Hammer SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan BaJr.
PROJECT LOCATION:N: Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
®
�•E••�-.��a•�r*r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
i
BORING LOG
DRILLER: Fishbume Drilling Inc., LOGGED BY: P. Lankford, 1
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
B-3
DEPTH TO WATER - INITIAL': 4 6' AFTER 24 HOURS: a CAVING> L
> y
w
w' v
o E
w
o
D2SCflptlOrl
m
t7
Z
m
E$
�
E
N
o
m a
>
Z\
u
TUzE EST RESULTS
Plastic Limit F-I Liquid Limit
Moisture Content -•
N-Value-
a
10 20 30 40 50 60 70
4-inches of TOPSOIL
a
axC (
1
ss
s
7
5
22
g
5-.....-..:...:-.
a
16
...:...:...:...:...:...
:...:...:...:...:...:...:...
. . . . . . . . . .
..:...:...:...:...:...:...
............. .............
'
...f... f.........f...
...:...:...:...:...:...:...:...
Tan -Brown, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with silt, medium
dense
2
4
a
4
z
Mottled Gray -Reddish Tan, moist, Sandy Fat CLAY (CH), stiff'
.:.:.._
3
as
3
3
3
Gray, moist to wet, Clayey SAND (SC), loose
Wet from 6-feet
:4
4
Ss
S
6
e
Gray -Tan, wet, poorly graded fine to medium SAND (SP-SM) with sil
to Silty fine SAND(SM), medium dense
.....
5
ss
a
a
tt
to
Gray -Tan, wet, poorly graded fine to medium SAND (Sp) to poorly
graded fine to medium SAND (SP-SM) with silt, medium dense
.4i i.
q:C[r
ri: n:
413
Dark Gray, wet, Silty fine SAND ISM) with trace organics, very loose
Eli
i
......
6
3
t
.
15
Gray -Brown, wet, Sandy Lean CLAY (CL) with trace organics, very
soft
8
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH), very soft to medium
stiff
With trace partially decayed root fragments from 18 to 23-feet
7
ss
a
1
0
1
_:...:...:...[...[...t...:...
:
..............................
With sand from 23-feet
5
.:...:...:...:...:...:...:...
8
as
t
s
5
25
g
..:...:...: .. .:... :...: ...:...
2
Gray -Tan, wet, Silty fine SAND (SM), very loose
'
It
0
a
...............................
WOH
...:...:...:...:...:...:...:...
10
SS
woH
O
...:...:...:...:...:...:...:
35
1
1
Notes: W. O. H. = Weight of Hammer SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

m
GET
Goxn.4m:uwA,,.�m.>rm�
BORING LOG
B-3
PROJECT: P-620 Enlisted Dining Hall PROJECT NO.: EC08-266G
CLIENT: C. Allan Bamforth, Jr.
PROJECT LOCATION: Camp LeJeune, North Carolina
LOCATION: See Attached Boring Location Plan ELEVATION:
DRILLER: Fishburne Drilling Inc. LOGGED BY: i P. Lankford, Err
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
DEPTH TO - WATER> INITIAL: s 6' AFTER 24 HOURS: g CAVING> L
c c
io
> y
W
a d
w m
o E
a 0
w m
o
Description
a
0
y
o. 6
E Z
rn
a o
E 8
m 6
o. °'
E
N
3 tD
o y
m n
m#
Z
oo
v
TEST RESULTS
Plastic Limit F-I Liquid Limit
Moisture Content - •
I Value -
10 20 30 40 50 60 70
1
40
11
ss
o
1
2
26
19
15
..... ........ ...................
.
14
-
.....
12
ss
1
4
Light Gray, wet, Silty fine SAND (SM) with Cemented Sand and
Marine Shell Fragments, medium dense
€ €
13
ss
5
13
19
14
16
50
5
Gray -Tan, wet, Silty fine SAND (SM), medium dense
:
7
6
15
5
. ....
. ....
18
sa
15
ss
9
a
11
Boring terminated at 60 ft.
70
22
Notes: W. 0. H. = Weight of Hammer SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
��>m1•E+mm�•>a�.
BORING LOG
CB -1
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan BaJr.
PROJECT LOCATION:N: Ca Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: _
J. Meads LOGGED BY: P. Lankford, I
DRILLING
DRILLING METHOD: Hand Auger DATE: 7-2-08
DEPTH TO WATER - INITIAL': S 7.5' AFTER 24 HOURS: a _ CAVING> L
c
> r j
W
m w
l] E
m �i
D
Description
a
0rn
E Z
E >>
M 8W
E
y
o
m a
j
Z
o
a
v
TEST RESULTS
Plastic Limit F-I Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
2A
2-inches of TOPSOIL
...............................
...................:...:...:...
...:...:...:... t...:...:...: _.
...:...:...:..
'
. ... .............. ........ ... ..
...:... :...:. ..:...:..........30
. ... .. ... .. ............... .....
Tan -Gray, moist, Clayey SAND (SC)
Tan -Brown, moist, Lean CLAY (CL)
3.5
Mottled Gray -Reddish Tan, moist, Clayey SAND (SC)
Reddish Tan, moist, poody graded fine to medium SAND (SP-SM)
with silt to Silty fine SAND (ISM)
Z.
Gray and wet from 7.5-feet
!+ (+•
x
,,,., I.
.air.
i:rri
10
a
Boring terminated at 10 ft.
15
6
g
2
0
35
Notes: W. O. H. = Weight of Hammer SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample
*The initial aroundwater readino may not be indicative of the static oroundwater level. W
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

m
GET
"—" -
Gvra,av,•c.aim,,.,�w•»>�a
BORING LOG
GBR-2
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan Bamforth, Jr.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
DRILLER: JiMeads ( S LOGGEDBY: 7 PJ Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 7-2-08
IDEPTH TO WATER - INITIAL*: 4i; 7.5 AFTER 24 HOURS: CAVING> 1
c
is
> y
W
n d
d w
o E❑
5 w
d ,�
Description
a
d.2
a d
E z
rn
a>
E$
'
a °1
E
(nH
tO
o
m a
A
z
u
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
10-inches of TOPSOIL
...............................
...:...:............:...:...
...:...:...:...:...:...:...:
... ...........................
...: ...:... :... :. .. :...:...:...
...:...:...:...:.. .:...:...:...
. ......... .. ............ ..... ..
Tan -Gray, moist, Clayey SAND (SC)
Tan, moist, Fat CLAY (CH) with trace sand,
4
Tan, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND ISM)
Gray from 5.5-feet
Wet from 7.5-feet
..
i i i
z
5
0
4
Boring terminated at 10 ft.
15
a
5
30
10
35
Notes: W. O. H. = Weight of Hammer SS = Split Spoon LleST =Shelby Tubple
HA = Hand AugepleBS =Bulk Sampl
*The initial aro,", r readino may not be indicative of the static oroundwater level W(H
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
�w^^ti1•E• ^�^W.n."
BORING LOG
CBR-3
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan BaJr.
PROJECT LOCATION:N: Ca Came LeJeune North Carolina PROJECT NO.: EC08-266G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: _
DRILLER: Fishburne Drilling Inc. LOGGED BY: P. Lankford, I
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
IDEPTH TO WATER - INITIAL": s3 8' AFTER 24 HOURS: T• _ CAVING> L
o zi
"m
> y
W
L
o. v
w y
o E
n m
m 2
o
Description
u
n
m
d
a d
E Z
m
E>
N
v
n 01
E
M
tO
o -y
i5 a
N
m
�
Z
oo
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
o
0
10
5
4
5
5
34,
24-inches of TOPSOIL
...
.,�
�..
1
ss
3
5
5
7
...........................
. ��..:...:...:...: ....
.
.:...:...:...:...:...:...:...
.:..................:...
.:...:...:...:...:...:...:...
....... ......... .:...:...:...
:..
. ..... ...... ...... .............
...:...:...:...:...:...:...:. ..
. ..... ............. ..... .. ... ..
Mottled Gray -Reddish Tan, moist, Clayey SAND (SC) with silt, loose:::
4
Mottled Gray -Reddish Tan, moist to wet, Fat CLAY (CH), soft to
medium stiff
Wet from 8-feet
Gray, wet, Silty fine SAND (SM), loose
. .. ...
.'..'..'.
3
as
ss
22
a
3
2
z
z
4
as
1
s
3
as
z
2
10
4
Boring terminated at 10 ft.
15
6
g
5
30
10
35
Notes: W. O. H. = Weight of Hammer SS = Split Spoon sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS = Bulk Sample
PAGE 1 o/ 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

m
GET
cW.a�1•c,:1�.�.,ga•�a
BORING LOG
CB -4
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan Bamforth, Jr.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
DRILLER:' Fishburne Drilling Inc. T LOGGED BY: T P' Lankford, EIT
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
IDEPTH TO WATER - INITIAL`: s 8' AFTER 24 HOURS: -T _ CAVING> L
o
m
Wo
n
E
n v
Q ,�
Description
n
c2
y
n d
rn z
n
rn 0
y
°'
rn F-
3 0
m n
m
m`
Z
o
\
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
37
12
4
4
5
p,
2-inches of TOPSOIL
1
ss
23
20
1
�7
:. .. :...:...:...
"
. . . . . . . .
..........:...:...:...:...
- . . . . . . . . . .
.:...:...:...:...:...:...:...
...:.
...:.,.:_._....: _.: _.:...
. ................ .. ............
Tan -Brown, moist, Silty fine SAND ISM) with crushed concrete
fragments (Uncontrolled Fill), dense
::.::r
......
:::
"'
2
6
6
2
Mottled Gray -Reddish Tan, moist, Clayey fine SAND (SC), medium::
dense
5
3
ss
2
2
2
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH) with sand, soft
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH) with 1-inch lenses
of Black Silt with organics, soft
8-
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) mixed with sand,
medium stiff
: _
-=
or
4
5
ss
z
z
2
1
z
3
2
10
4
Boring terminated at 10 ft.
-
15
0
a
2
10
35
Notes: W. O. H. = Weight of Hammer SS = Split Spoon Sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
�o.eNn,•c..a.�m.mam
BORING LOG
CBR-5
PROJECT: P-620 Enlisted Dining Hall
CLIENT: C. Allan Bamforth, Jr.
PROJECT LOCATION: Camp LeJeune, North Carolina PROJECT NO.: EC08-266G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: _
DRILLER: Fishburne Drilling Inc. LOGGED BY: P. Lankford, I
DRILLING METHOD: Mud Rotary (Wash) DATE: 7-15-08
DEPTH TO WATER - INITIAL': g 8' AFTER 24 HOURS: a CAVING> L
c zi
io
WEn
n a
D E
n d
D ,E
Description
o.
17
a o
z
�- >
y
n m
ti~
fO
m a
m
Z\
o
u
TEST RESULTS
Plastic Limit F-I Liquid Limit
Moisture Content- •
N-Value-
10203040506070
a
0
13
5
2
3
3
6.
5-inches of TOPSOIL
',",
.....
1
ss
5—:--'•i
a
6
...................:...
.:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
..:...:...:...:...:...:...:..
..:..................:
..............................
_:...:...:...:...:
W.
. ... .. ............ ........... ..
...: .. .:...:... :...:...:......30
Dark Brown -Tan, moist, Clayey fine SAND (SC), medium dense
Mottled Gray -Reddish Tan, moist, Fat CLAY (CH), very soft to
medium stiff
8
Gray, wet, Clayey SAND (SC), very loose
... ...
......
2
ss
3
z
z
5
3
1
t
1
4
5
ss
1
1
2
1
z
1
2
to.
a
Boring terminated at 10 ft.
.....
15
6
0
6
25
3
Notes: W. 0. H. = Weight of Hammer SS = split Spoon sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial WOH - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

Symbol Description
Strata symbols
Topsoil t
Clayey Sand
Poorly graded Sand
with Silt
Silty Sand
Silty Clayey Sand
Fat Clay
Lean Clay
Poorly graded Sand
Silty Sand
3
with Uncontrolled Fill
Fat Clay
with organics
Misc. Symbols
a Water table during
drilling
(Notes•
1. Exploratory borings were drilled on 7-15-08 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
-commendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

a
15
22
H NM-33.5
WOH T
C<
<5
C5
5 8
1_5
9 10
Q-
.1 XCV'
_ _ _
5 3 NM=@.2
,32LL-95
i :1.Y1.
1 2 _
76
99
0
—1_1
—
IS
•1 C.Cf
a 95WOH
L 5
a 4WpN
3 2
3 J
9]
911
63
_t_f_NM=38.9
I
�1'..Cf
LL=<J
1 1
3 1
1 0 NM=32.3
1 0 LL=43
1 0
1 0
JO
WOH
WON
WOH
5
561
' --0-9
] 3
a 1
—1_1
1 2
3 5
0
—1-0
3p
1 11
1620
WOH
WOH
WOH
11
10
0
11 .ram
01
45
23
31
_
t_1
n
OS _
C
14 15
1313
19 15
13 14
610
1315
16
1115
6p
i6
9_9
—9l
0.11
60
)5
)5
90
90
strata symbols
®
Fat Clay
Topsoil
El
®
Lean Clay
GET Solutions, Inc.
Clayey Sand'
Poody gradetl Sand
GENERALIZED SOIL PROFILE
I>71,
Poody graded Sand
+ -
SCALE DRAWN BY/APPROVED BY DATE DRAWN
+zor
With silt
SCALE ]' 51 CIS9/25/200R
ME
Silty sand
P-620 Enlisted Dining Hall
Silty Clayey Sand
FIGURE NUMBER
PROJECT NO. EC08-266G

Symbol Description KEY TO SYMBOLS
Strata symbols
Topsoil
Clayey Sand
Poorly graded Sand
with Silt
Silty Sand
Silty Clayey Sand
0 Fat Clay
Lean Clay
Poorly graded Sand
Misc. Symbols
s Water table during
drilling
Notes:
1. Exploratory borings were drilled on 7-15-08 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.
5. Results of tests conducted on samples recovered are reported
on the logs.

0
C-
C -3
C J
C -5
0
NM•5.5
JJ J
J J J.
JJJ
2326
JJJ
57
LL_26
JJJ
1111
JJJ
6 6
NM=6.6 s.
J J
JJJ
1'J�i'u
LL-U
NM•10.9
J ✓ J
_
�-28
LL=24
2
JJJ
- -
-
-2-2-NM3101
-]-6
-3 �2
3 3 LL-33
6 6
2 2
22
22
11
_ 6
'[ fj-1-
_
-2
-r
-
6 _
-1 1
d
33
_
22
21
a'
a :6:
_'r i
2<
32
12
•I � I: V V 1
0
0
12 12
Strata symbols Silty Sand
Topsoil
Silty Sand
with Uncontrolled Fill GET Solutions, Inc.
Clayey Sand
Fat Clay GENERALIZED SOIL PROFILE
® with organics SCALE: DRAWN BY/APPROVED BY DATE DRAWN
Lean Clay
® SCALE'. I- _2' GS 9/25/2008
Poorly graded Sand P-620 Enlisted Dining Hall
with Sill
Fat clay FIGURE NUMBER
® PROJECT NO. EC08-266G

Symbol Description
Strata svmbols
Topsoil
Clayey Sand
Lean Clay
Poorly graded Sand
with Silt
Fat Clay
Silty Sand
.96aSilty Sand
e7e�du6
qwith Uncontrolled Fill
Fat Clay
with organics
Misc. Symbols
a Water table during
drilling
1 Notes
1. Exploratory borings were drilled on 7-15-08 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.
5. Results of tests conducted on samples recovered are reported
on the logs.

SUMMARY OF CBR TEST DATA
Sample
CBR-1
CBR-2
CBR-3
CBR-4
CBR-5
Number
Sample Depth
0.2- to
1-to
2- to
1- to
0.5- to
(ft.)
1.5-feet
2-feet
3.5-feet
2.5-feet
2-feet
Unified ?Soil
Classification
SC
Sc
SC
$C
SC
Symbol
AASHTO
Classification
A-4(1)
A-6(3)
A-2-6(1)
A-2-4(0)
A-6(2)
Symbol
Natural
Moisture
5.5
10.9
1 b.1
4.7
6.8
Content
Atterberg
Limits
26/16/9
28/13/16
33/18/15
24/16/8
34/15/19
LL/PL/PI
% Passing
42.8
45.6
35.2
33.1
37.3
#200 Sieve
Maximum Dry
Density, pcf
112.3
118.3
109.6
116.4
115.4
Optimum
Moisture %
13.7
12.5
15.0
13.2
13.1
Soaked CBR
14.3
15.7
16.6
16.4
13.4
Value
Unsoaked CBR
21.5
20.2
17.8
22.8
21.7
Value
Resiliency
2.5
2.5
2.5
3.0
3.0
Factor
Swell %
1 0.02
0.04
1 0.13
1 0.02
0.09
Project: P-620 Enlisted Dining Hall
Project No EC08-266G
Client: C. Allan Bamforth Jr.
Date: Auoust 25. 2008

ME
NMMMMMMMMMWMMMMMMM

P-620 Dining Hall - CBR-1
250
200
150
�N
a
N
N
d
N
lob
50
0.000 0.050 0.100 0.150 0.200 .0.250 0.300 0.350
Penetration

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
129
124
—�
119
U
a
N
C
N
114
ZAV for
Sp.G. _
—
2.65
109
104
6 8 10 12 14 16 18
Watercontent, %
Test specification: VTM-1 Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%.>
No.4
%<
No.200
USCS
AASHTO
Lto 2 feet
SC
A-6(3)
10.9
28
16
0.0
45.6
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 118.3 pcf
Optimum moisture =.12.5 °/a
Tan -Gray Clayey SAND (SC)
Project No. EC08-266G Client: C. Allan Bamforth, Jr.
Project: P-620 Enlisted Dining Hall
o Location: CBR-2
Remarks:
CBR #2
Soaked CBR Value= 15.7
Resiliency Factor = 2.5
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.

P-620 Dining Hall - CBR-2
250
200
150
Qi
a
N
W
m
N
100
50
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
109
I
107
U
a
i^.
y
°�
----
ZAVfor
Sp.G.=
r
2.65
o
—t
�
105
103
101
91 11 13 15 17 19 21
Water content, %
Test specification: VTM-1 Standard
Elev/
Depth
Classification.
Nat.
Moist.
Sp.G.
LL
PI
%>
No.4
%<
No.200
USCS
AASHTO
2 to f
feet
SC
A-2-6(l)
10.1
33
15
0.0
35.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = ] 09.6 pcf
Optimum moisture = 15.0 %
Mottled Gray -Reddish Tan Clayey SAND
(SC)
Project No. EC08-266G Client: C. Allan Bamforth, Jr.
Project: P-620 Enlisted Dining Hall
o Location: CBR-3
Remarks:
CBR #3
Soaked CBR Value = 16.6
Resiliency Factor = 2.5
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.

300
260
200
C
C.
N 150
m
100
50
P-620 Dining. Hall - CBR-3
0.050 0.100 0.150 0.200 0.250, 0.300 0.350
Penetration

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
r1s
I
_
I
117
-
I
'
I�
I
y
915
U
i
N01
C
I.
I
I
Q
113
I
I
111
ZAV for
_
Sp.G.
109
2.65
7 9 11 13 15 17 19
Water content, %
Test specification: VTM-t Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
No.4
%<
No.200
USCS
AASHTO
I to 2.5
feet
SC
A-2-4(0)
4.7
24
8
0.2
33.1
TEST RESULTS
MATERIAL DESCRIPTION
Maximum drydensity = 116.4 pcf
Optimum moisture = 13.2 %
Mottled Gray -Reddish Tan Clayey.SAND
(SC)
Project No. EC08.266G Client: C. Allan Bamfonh, Jr.
Project: P-620 Enlisted Dining Hall
c Location: CBR-4
Remarks:
CBR #4
Soaked CBR Value = 16A
Resiliency. Factor=_3.0
Figure
MOISTURE DENSITY RELATIONSHIP �CURVE)
p(PROCTOR
GET SOLUTIONS, IONS INC.

350
300
250
200
N
a
N
N
d
150
100
50
0
0.000
P-620 Dining Hall- CBR-4
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
118
116
—
—
I
I
114
I
D_
I
z
a
I
-
112
I
-
-
-
I
\-11
—
ZAV for
Sp.G. =
108
_
2.65
8 10 12 14 16 18 20
Water content, %
Test specification: VTM-.l Standard
Elev1
Depth
Classification
Nat.
Moist:
Sp.G.
LL
PI
%>
No.4
%<
No.200
USCS
AASHTO
0.5 to 2
feet
.SC
A-6(2)
6.8
34
19
0.0
37.3
TEST RESULTS
MATERIAL DESCRIPTION
Maximum. dry density = 115.4 pcf
Optimum moisture = 13.1 %
Dark Brown -Tan Clayey SAND (SC)
Project No. EC08-266G Client: C: Allan Bantforth, it.
Project: P-620 Enlisted Dining Hall
o 'Location: CBR-5
Remarks:
CBR #5
Soaked CBR Value = 13.4
Resiliency Factor'=-3.0
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.

P-620 Dining Hall - CBR-5
250
200
150
.y
a
w
N
N
N
100
50
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350
.Penetration

GET
G,vnd,ntrcl . Explmnmm W . IWMp
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPTI N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Densiry
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense 11 to 30 blows/ft.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse i to 3 inch diameter
Medium t/n to 1 inch diameter
Fine t/c to 1/2 inch diameter
Sand
Coarse 2.00 mm tot/a inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 mm
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot we particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50%or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Hiably Organic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive Term
Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plasticity Chart
60
50
WW1 40
S 30
20
q 10
K 0
®N®®■■■■.M
NEENEEMONE
®.®®®®,
- t s
®■®,�N�■®®■®
EM19®./�Itl
0NEE®
s
LIQUID UMrr (LL) I%)
Page 1 of 1
GET Revision 12/12107

NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
Aren,jwt =Surface area at permanent pool level, including forebay
(f t2)
Atvr pmd =Surface area at the bottom of the pond (ft2) (excludes the
sediment cleanout depth)
Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment clearroutdepth)
Example:
• Surface area at permanent pool: 10,000 ft2, including forebay
Surface area at bottom of shelf: 8,000 ft2, including forebay
• Surface area at bottom of pond: 2,000 ft2
• Depth: 4.5 ft
Average Depth, d•� =.25 x (1 + (8000/10,000)) + ((8000 + 2000)/2) x
4.5) / 8000 = 3.26 ft
Therefore use 3.0 to enter the SA/DA table. (To avoid multiple
interpolations, please round the average depth down to the nearest 0.5'.)
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Maintain and Piedmont Reeions. Adauted from Driscoll.1996
Percent
Impervious
Cover
3.0
4.0
Permanent Pool Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.89
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.46
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency hi the Coastal Region, Adapted from Driscoll,1986
Percent
hnpervious
Cover
3.0
3.5
-
4.0
Permanent Pool Average Depth (ft)
4.5 5.0 5.5 6.0
6.5
7.0
7.5'
10%
0.9
0.8
0.7
0.6
0.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.6
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
2.3
160%
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
Wet Detention Basin
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RUNOFF CURVE NUMBER COMPUTATION
Project NEW RIVER DINING P620 User: MSB
County ONSLOW State: NC Checked: _
Subtitle: PRE DEVELOPMENT DRAINAGE TOTAL SITE
Subarea : PRE
COVER DESCRIPTION
----------------------------------------
FULLY DEVELOPED URBAN AREAS (Vag Estab )
Open space (Lawns,parks etc.)
Good condition; grass cover > 75%
Impervious Areas
Paved parking lots, roofs, driveways
Total Area (by Hydrologic Soil Group)
Version 2.00
Date:
Date:
-----------------------------------
Hydrologic Soil Group
A B C D
Acres (CN)
-----------------------------------
- 2.83(61) - -
- 2.47(98) - -
5.3
______-_______________________________________________________
SUBAREA: PRE TOTAL DRAINAGE AREA: 5.3 Acres WEIGHTED CURVE NUMBER: 78*
_______________________________________________________________________________
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project NEW RIVER DINING 2620 User: MSB Date:
County ONSLOW State: NC Checked: Date:
Subtitle: PRE DEVELOPMENT DRAINAGE TOTAL SITE
Data: Drainage Area 5.3 * Acres
Runoff Curve Number 78
Time of Concentration: 0.10 Hours
Rainfall Type III
Pond and Swamp Area NONE
--------------- __------------------ _____ _______________________
I Storm Number 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1
---------------------- ------ I------ I ------ I ------ I------ I______ I ------ I
1 Frequency (yrs) 1 1 2 1 5 1 10 1 25 1 50 1 100 1
I I I I I I I I I
124-Hr Rainfall (in) 1 3.80 1 4.62 1 5.98 1 7.12 8.81 1 10.3 1 11. 1
I I I I I I I I I
I Ia/P Ratio 0.15 1 0.12 0.09 1 0.08 0.06 1 0.05 1 0.05 1
I I I I I I I I I
Used 1 0.15 1 0.12 1 0.10 10.10 1 0.10 1 0.10 1 0.10 1
I I I I I I I I I
I Runoff (in) 1 1.73 1 2.39 1 3.56 1 4.58 1 6.14 1 7.55 1 8.22 1
I I I I I I I I I
1 Unit Peak Discharge 11.010 11.023 11.034 11.034 11.034 11.034 11.034 1
(cfs/acre/in)
I I I I I I I I I
1 Pond and Swamp Factor[ 1.00 1 1.00 1 1.00 1 1.00 11.00 1 1.00 1 1.00 1
0.0% Ponds Used I I I I I I I
1---------------------- 1------ 1------ I ------ I ------ I ------ I ------ I ------ I
I Peak Discharge (cfs) 9 1 13 1 20 1 25 1 34 1 41 1 45 1
* - Value(s) provided from TR-55 system routines
OCT 16 2009
DWQ
PROJ k

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project New River Dining P620 User: MSB Date:
County Onslow State: NC Checked: Date:
Subtitle:,POST DEVELOPMENT DRAINAGE TO POND
Subarea : POND
_____________________________________________________________
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - 0.62(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 1.46(98) - -
Total Area (by Hydrologic Soil Group) 2.08
_______________________________________________________________________________
SUBAREA: POND TOTAL DRAINAGE AREA: 2.08 Acres WEIGHTED CURVE NUMBER: 87*
_______________________________________________________________________________
' - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project New River Dining 2620 User: MSB Date:
County Onslow State: NC Checked: Date:
Subtitle: POST DEVELOPMENT DRAINAGE TO POND
Data: Drainage Area 2.08 ' Acres
Runoff Curve Number 87 -
Time of Concentration: 0.10 Hours
Rainfall Type III
Pond and Swamp Area NONE
---------------
1'Storm Number 12
3 956
7
---------------------- 1______________________1------ 1------ 1------ 1------ 1------ 1------ 1______I
Frequency (yrs) 1 2 5 1 10 25 50 100
I I I I I I I I I
124-Hr Rainfall (in) 1 3.80 1 4.62 1 5.98 1 7.12 1 8.81 1 10.3 111.9 1
I I I I I I I I I
Ia/P Ratio 0.08 0.06 i 0.05 0.04 0.03 0.03 0.03 1
I I I I I I I I I
Used 1 0.10 10.10 0.10 0.10 0.10 0.10 0.10
I I I I I I I I I
1 Runoff (in) 2.45 13.21 1 4.50 15.60 1 7.24 1 8.70 110.28 1
I I I I I I I I I
1 Unit Peak Discharge 11.034 11.034 11.034 11.034 11.034 11.034 11.034 1
(cfs/acre/in) I
I I I I I I I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
1 0.0% Ponds Used I I I I I I I I
I-------------------- ----- ------ ------ ----- ----- ----- I ---- -- I
I Peak Discharge (cfs) 5 1 7 1 10 12 16 19 22 I
-------------------------------------------
- Value(s) provided from TR-55 system routines

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project NEW RIVER DINING P620 User: MSB Date:
County ONSLOW State: NO Checked: Date:
Subtitle: POST DEVELOPMENT DRAINAGE REMAINDER (NOT DRAINING TO POND)
Subarea : REM
_______________________________________
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
______________________________________________________________
FULLY DEVELOPED URBAN AREAS (Vag Ester.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - 2.29(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 0.99(98) - -
Total Area (by Hydrologic Soil Group) 3.28
-------------------------------------------------------------------------------
SUBAREA: REM TOTAL DRAINAGE AREA: 3.28 Acres WEIGHTED CURVE NUMBER: 72*
-------------------------------------------------------------------------------
- Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project NEW RIVER DINING P620 User: MSB Date:
County ONSLOW State: NO Checked: Date:
Subtitle: POST DEVELOPMENT DRAINAGE REMAINDER (NOT DRAINING TO POND)
Data: Drainage Area 3.28 * Acres
Runoff Curve Number 72
Time of Concentration: 0.10 Hours
Rainfall Type III
Pond and Swamp Area NONE
I Storm Number 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1
I ------ I ------ I ------ I ------ I------ I______ I ------ I
Frequency (yrs) 1 1 2 1 5 1 10 1 25 1 50 1 200
I I I I I I I I I
124-Hr Rainfall (in) 3.80 4.62 5.98 7.12 8.81 10.3 11.
I I I I I I I I I
I Ia/P Ratio 0.20 0.17 0.13 1 0.11 1 0.09 1 0.08 1 0.07 1
I I I I I I I I I
Used 0.20 1 0.17 1 0.13 1 0.11 1 0.10 1 0.10 1 0.10 1
I I I I I I I I I
I Runoff (in) 1.32 1 1.91 1 2.98 1 3.93 1 5.41 1 6.76 1 7.41 1
I I I I I I I I I
1 Unit Peak Discharge 10.981 I1.000 11.019 11.030 11.034 11.034 11.034 1
(cfs/acre/in) I I I
I I I I I I I I I
1 Pond and Swamp Factor[ 1.00 1 1.00 1.00 1 1.00 11.00 1 1.00 1 1.00 1
0.0% Ponds Used I I I I I I I
-------------------- ----- ------ ------ I ----- I ---- I ------ I ------ I
I Peak Discharge (cfs) 4 1 6 1 10 1 13 1 18 1 23 1 25 I
_________________________________________________________________________
* - Value(s) provided from TR-55 system routines

Precipitation Frequency Data Server
Page 1 of 3
POINT PRECIPITATION
rcm W FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 34.929 N 76.396 w 0 feet
from'PredpitadomFrequeney Alas ofthe UnitN States' NOAA Ades 14, volume 2, version 3
G.M. Boutin, D. Mart , B. Lin, T. P.ybok, NLYeku, end D. Riley
NOAA, \adoan Weather Senice, Sd,er Spring Ma,land. 2004
These pre6ppa:'en frequency estmaten are based on a pi&k Maton ssft AM Is the Aterage RecunerKe Interval.
please finer to IAMAM 14 DonnlM For more Wormatoa LATE: Famarng faces estmates new zero to appear as rem.
Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
(years m n m n min m n mn hold hr 10
6' hr 11 hr 21 h8 day day Ina' d 0 de d� d 0
�1
0.55
0.87
1.09
1.49
1.86
2.29
2.52
3.09
3.67
4.25
5.00
5.57
6.48
7.20
9.55
[IT6-21
14.33
17.17
00.64
1.02
L29
1.78
2.23
2.78
3.04
3.73
4.44
5.17
6.06
6.75
7.81
8.63
11.38
13.82
16,98
20.28
0
0.73
Ej
Efl
2.I I
2.71
3 46
3.81
4.69
5.59
6.68
7.79
8.60 1
9.82
10.69
13.87
5.65
2029.
23.96
IO I
OF831
1.32
1.68
2A3
3.16
4.10
4.56
5.62
6J5
7.94
9.27
10.12
IIA7
12.40
15.88
18.91
23,03
26.91
25
0.93
1.49
L89
2.79
3.72
4.94
5.56
6.66
8.31
9.80
IIAS
12.34
13.65
14.84
18.74
22.01
26.86
30.98
50
1.02
1.63
2.06
3.10
4.20
5.70
6.47
8.03
9.75
11.38
13.36
14.23
15.84
16.87
21.09
24.48
30.03
34.22
100
LIO
1.76
2.22
7.40
4.68
6A9
7.44
9.25
IL32
13J5
IA52
16.29
18.01
19.05
23.59
27.05
33.35
37.57
200
500
1.19
1.30
1.89
2.06
2.38
2.59
3.70
4.12
5.20
5.90
7,33
8.55
6.51
10.08
I0.61
12.60
13.08
15.68
15.12
18.14
17.95
21.68
18.58
22.02
20.38
23.85
2t.44
24.93
26.26
30.11
29.75
33.49
36.89
41.93
41.02
45.77
1000
L40
2.20
2.76
4.47
6.53
9.65
IL54
14.47
18.11
20.72
23.02
25.29
26.90
27.90
33.29
36.50
46.04
49.S1
'The upper
bound of
1ha corMenos
Interval at 90a%certdence
kvel Is the veua ehch 5%of the
a mu'a'ed
euzrtfe ve'ves
for a
cites hencencv
we
ereafer ihm
"These pfedp;1j0on eegvenq estma'es we based on a okzI durxton eed4a ARI Is dre Aserege Raunence Interval.
Fzase refer b lAMAes 14 Ducunent for more Informa;on. NOTE: Fmmaffing presents enmabs neu zero to eppea as zero.
" Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARV" 5 l 15 30 60 120 3 6 12 24 F]F48 4 7 10 20 30 45 60
(years) min min min mio mio min hr hr hr hr hr (Ifl)' dAy d8)' dA)' dA)' dA)' dfl)'
0.46
0.73
0.91
1.25
1.56
1.90
2.05
2.47
2.90
3.45
3.98
4.52
5.34
6.00
8.12
10.04
12.43
14.97
0.54
0.66
1.08
1.50
1,88
2.30
2.48
2.99
3.52
4.20
4.83
5.48
6.43
7.18
9.69
I-93
HEI
17.69
0.62
0.99
1.25
1.78
2.28
2.86
3.I0
3.74
4.42
5.42
6.19
6.97
8FO-8-1
8.89
11.77
14.35
17.56
20.90
IO
0.70
l.11
1.41
2.04
2.66
3.39
3.70
4.47
5.32
6.43
7.33
8.17
9.41
f0.28
13.47
16.26
19.88
23.44
25
0.78
L24
1.58
2.34
3.11
4.08
4.50
5.45
6.S1
7.89
9,02
9.88
11.28
I2.25
15.80
18.86
23.11
26.86
50
0.85
1.35
1.72
2.58
3.50
4.68
5.21
6.33
7.60
9.12
10.45
11.31
12.83
13.83
17.67
20.90
25.71
29.51
100
0.92
1.46
1,84
2.82
3.88
5.30
5.96
7.25
8.74
10.45
12.03
12.83
14,44
15.48
19.60
22.93
26.33
32.19
200
0.98
1.55
Efl
3.05
[.2fl
Efl
6.76
8.26
10.01
11.86
13.74
14.44
16.14
17.23
21.60
25.00
3103
3483
4.81
6.84
7.90
9.67
11.80
13.91
16.23
16.76
18.52
19.64
24.30
27.73
34.66
3-
500
1.06
1.67
2.I0
3.35
1000
1.13
1.77
2.23
3.60
5.26
7.64
6.92
10.95
13A4
15.64
18.72
18.85
20.48
21.59
26.45
29.84
37.47
40.88
' Tha bwer booed olde ron5dexa InYrcal as 9GAcanadzcce
level is the vateehtn
sx ns Ra.
cnwar.e.a.w.
van.a
w.
a.. a.,,....,,
v.
f... n.,,
http://hdsc.nws.noaa.gov/cgi-binlhdsclbui ldout.perl?type=pf&units=us&series=pd&statena... 9/6/2009

WinTR-20: Version 1.0
MCAS Dining Facility P-620
SUB -AREA:
Basin 1 R1
`REAM REACH:
R1 outlet
STORM ANALYSIS:
100 yr 0.
11
0 0 .01 0
0.0033 87. .10
Pond-01
11.9 Type III 2 4.62
STRUCTURE RATING:
Pond-01 21.00
21.00 0.0 0.0
21.25 3.361 0.0660
21.50 9.056 0.1352
21.75 16.421 0.2070
22.00 25.135 0.2815
GLOBAL OUTPUT:
1 .5 0.1 YYNYY YYNYYN
R
ECIEIVED
OCT 16 2009
DWQ
PROJ #

MICAS Dining Facility P-620
Area or Drainage ----------- Peak Flow by Storm ----
Reach Area Alternate 100 yr
Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs)
sin 1 0.330E-02 20.3
0.330E-02 20.3
DOWNSTREAM 17.0
OUTLET 0.330E-02 17.0
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OCT 16 2009
DWO
PROJ #

WAS Dining Facility P-620
Area or Drainage Rain Gage Runoff ------------ Peak Flow -----------
Reach Area ID or Amount Elevation Time Rate Rate
Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm)
0.003 Downstream 10.275 21.77 12.16 17.02 5158.34
Line
Start Time ------------ Flow Values @ time increment of 0.100 hr
(hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
8.600
0.5
0.5
0.6
0.6
0.6
0.6
0.7
9.300
0.7
0.7
0.8
0.8
0.8
0.8
0.9
10.000
0.9
0.9
1.0
1.0
1.1
1.1
1.2
10.700
1.2
1.3
1.4
1.4
1.5
1.6
1.7
11.400
1.9
2.1
2.4
3.1
4.6
6.6
10.2
12.100
15.6
16.2
12.9
10.0
7.7
5.8
4.3
12.800
3.4
3.0
2.7
2.4
2.2
2.0
1.9
13.500
1.8
1.7
1.6
1.5
1.5
1.4
1.4
14.200
1.3
1.3
1.2
1.2
1.1
1.1
1.1
14.900
1.1
1.0
1.0
1.0
0.9
0.9
0.9
15.600
0.9
0.8
0.8
0.8
0.7
0.7
0.7
16.300
0.7
0.6
0.6
0.6
0.6
0.6
0.6
17.000
0.6
0.6
0.5
0.5
0.5
0.5
Area or
Drainage
Rain Gage
Runoff
------------
Peak Flow -----------
Reach
Area
ID or
Amount Elevation
Time
Rate Rate
Identifier
(sq mi) Location
(in)
(ft)
(hr)
(cfs)
(csm)
OUTLET
0.003
10.275
12.16 17.02 5158.34
Line
Fart Time ------------
Flow
Values
@ time
increment
of 0.100 hr---------
(hr)
(cfs) (cfs)
(cfs) (cfs) (cfs)
(cfs)
(cfs)
8.600
0.5
0.5
0.6
0.6
0.6
0.6
0.7
9.300
0.7
0.7
0.8
0.8
0.8
0.8
0.9
10.000
0.9
0.9
1.0
1.0
1.1
1.1
1.2
10.700
1.2
1.3
1.4
1.4
1.5
1.6
1.7
11.400
1.9
2.1
2.4
3.1
4.6
6.6
10.2
12.100
15.6
16.2
12.9
10.0
7.7
5.8
4.3
12.800
3.4
3.0
2.7
2.4
2.2
2.0
1.9
13.500
1.8
1.7
1.6
1.5
1.5
1.4
1.4
14.200
1.3
1.3
1.2
1.2
1.1
1.1
1.1
14.900
1.1
1.0
1.0
1.0
0.9
0.9
0.9
15.600
0.9
0.8
0.8
0.8
0.7
0.7
0.7
16.300
0.7
0.6
0.6
0.6
0.6
0.6
0.6
17.000
0.6
0.6
0.5
0.5
0.5
0.5
WinTR-20 Version 1.0 Page 2 10/15/2009 16:55
�ECE9�fE
OCT 16 2009 D
PROJ # DWQ

MCAS Dining Facility P-620
Name of printed page file:
C:\new river 5.out
STORM 100 yr
I
ea or Drainage Rain Gage Runoff ------------ Peak Flow -----------
Reach Area ID or Amount Elevation Time Rate Rate
Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm)
Basin 1
0.003
10.277
12.11
20.25
6137.36
Line
Start Time ------------
Flow Values
@ time
increment
of 0.100 hr---------
(hr)
(cfs)
(cfs)
(cfs) (cfs) (cfs) (cfs) (cfs)
8.400
0.5
0.5
0.6
0.6
0.6
0.7
0.7
9.100
0.7
0.7
0.8
0.8
0.8
0.9
0.9
9.800
0.9
1.0
1.0
1.0
1.1
1.1
1.2
10.500
1.3
1.3
1.4
1.4
1.5
1.6
1.7
11.20&
1.9
2.1
2.3
2.5
3.5
5.3
7.4
11.900
9.6
17.8
20.2
12.8
9.0
6.7
4.6
12.600
3.1
2.7
2.4
2.2
2.0
1.8
1.7
13.300
1.7
1.6
1.6
1.5
1.4
1.4
1.3
14.000
1.3
1.2
1.2
1.2
1.1
1.1
1.1
14.700
1.0
1.0
1.0
1.0
0.9
0.9
0.9
15.400
0.8
0.8
0.8
0.8
0.7
0.7
0.7
16.100
0.6
0.6
0.6
0.6
0.6
0.6
0.6
16.800
0.6
0.5
0.5
0.5
0.5
Area or
Drainage Rain
Gage
Runoff
------------ Peak Flow -----------
Reach
Area
ID or
Amount
Elevation
Time
Rate Rate
-�ntifier
(sq mi)
Location (in)
(ft)
(hr)
(cfs)
(csm)
R1
0.003
Upstream
10.277
12.11
20.25 6137.36
Line
Start Time ------------ Flow Values
@ time
increment of 0.100 hr---------
(hr)
(cfs)
(cfs)
(cfs) (cfs) (cfs) (cfs) (cfs)
8.400
0.5
0.5
0.6
0.6
0.6
0.7
0.7
9.100
0.7
0.7
0.8
0.8
0.8
0.9
0.9
9.800
0.9
1.0
1.0
1.0
1.1
1.1
1.2
10.500
1.3
1.3
1.4
1.4
1.5
1.6
1.7
11.200
1.9
2.1
2.3
2.5
3.5
5.3
7.4
11.900
9.6
17.8
20.2
12.8
9.0
6.7
4.6
12.600
3.1
2.7
2.4
2.2
2.0
1.8
1.7
13.300
1.7
1.6
1.6
1.5
1.4
1.4
1.3
14.000
1.3
1.2
1.2
1.2
1.1
1.1
1.1
14.700
1.0
1.0
1.0
1.0
0.9
0.9
0.9
15.400
0.8
0.8
0.8
0.8
0.7
0.7
0.7
16.100
0.6
0.6
0.6
0.6
0.6
0.6
0.6
16.800
0.6
0.5
0.5
0.5
0.5
WinTR-20 Version 1.0 Page 1 10/15/2009 16:55
n ECEIVED
lu^� OCT 16 2009
DWO
PROJ #

11
m
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�J OCT g =, Yil
Sing

MCAS Dinkp Facility P-620
WAS New River
Jacksonville, NC
T. Area weighted
1.00 FUMU1 0.00
0.35 1 1.410 0.49
Total 1.410 0.49
C • weighted total / total area
Intensity 8. 10
Q=CIA = ds
"C" Area weighted
1.00 FW.1Wj 0.13
0.35 1 0,877 0.31
Total 1.007 0.44
C • weighted total / total area =
Intensity = 810
Q=CtA • ds
"C" Area weighted
I M 0.04
0.35 1 0.563 0.20
Total 0.804 0.24
C = weighted total I total area =
Intensity = 8.810
Q=CIA • da
"C.. Area weighted
1.W F—oW3---1 0.06
0.35 1 0.667 0.23
Total 0.730 0.30
C - weighted total I total area =
Intensity • 8.810
Q=CIA = cts
"C" Area weighted
1.W FMY1 0.03
0.35 1 0.445 0.16
Total 0,477 0.19
C - weighted total / total area
Intensity • 8.810
Q-CIA ds
"C" Area weighted
1.00 000
0.35 1 0.631 0.19
Total 0.531 0.19
C - weighted total / total was
Intensity a 8.810
Q=CIA = ds
Sediment trap size - Area (ac)' 3600
Area ac
A'38W d
0.350
Sediment trap size - Area (sc)' 3600
Area sc
A' 3600 ®d
0.434
Sediment trap size - Area (ac)' 3600
Area ac
A' 3600 ®d
0.394
Sediment trap size • Area (ac)' 3600
Area ac
A' 3600 ®ct
0.406
Sediment trap size =Area (sc)' 3600
Area = sc
A' 3600 ©d
0.394
Sediment trap size - Area (sc)' 3600
Area so
A' 3600 = ®d
0.350

Prol4d Name:
MCAS MIN Facility P-620
SKS
Location:
Onslow
1Date:
9/4/2009
Beain Number.
A
Checked:
tch Number
D-1
Date:
Manning RouCoefficient n
0.020
1 unwess
Invert Upstream
21.50
ft
invert,Downstream
20.600
It
ih
160
ft
Channel slope
Rift
Flow
4.348
Cfs
Left Sidoslope
4.00
H
1.00
V
Right Sides a
4.00
H
1.00
V
BottomWidth
4.00
ft
Depth of Flow
0.36
ft—
Top Width
6.86
ft
Cros"ectional. Flow Area
1.94
ft
Wetted Perimeter
6.94
ft
H draulic Radius
0,2791
ft
Velocl
2.24
ftls
roude Number r
0.74
unitiess
FIOWTYPS
I Subcrit cal Flow
i
� ff
.�4 1 �tft fir:
cry. i.)y'yLy
Ditch - New River-1 9/6/2009

ProJact Name:
WAS Dining Facility P-620
[Sy-,
SKB
Location:
Onstow
!Date-
9/412009
Basin Number:
a;dcad-:
Ditch ID Number.
D-2
Marml g Roughness Coefficient (n)
0.020
tle"
Invert Upstream
20.60
It
Invert, Downstream
19.190
It
PS
—nol
350
It
Slope
0.0037
Wit
Flow
3.850
CIS
Left Sideslope
4.00
H
1.00
v
Ftlght SIdeslope
4.00
H
1.00
v
Bottom Width
4.00
ft
Depth of Flow
036
ft
To Width
6.69
It
Cross -Sectional Flow Area
1.97
fte
Wetted Perimeter
6.98
ft
Hyclraoujloloc Illodlus
0.2821
It
IM
Frouds Number
(Fr)
0.64 77un
=Iss
Flow Type
Submitical Flow
Ditch - New River-2 WS/2009

Narnw.
MCAS Dining Facility P-620
BY:
I MIB�
EPE*ct
it
LocoWn:
Onslow
Date:
9/412009
70
Basin Number
Chocked:
Itch ID Number,D-3
Date:
I
m wom
Manning Ro2oness Cosffk4ont n
0.020
Unloose
Invert, Upstrom
20.50
It
Invert, Downstream
18.400
ft
Le th
139
It
ha I Soo
0.0161
tuft
HOW
2.097
cfa
Left Sideslops
4.00
H
1 1.00
IV
Right t ldeaI M 1
4.00
H
I 140
1 V
BOROM Width
4.00
1 ft
Depth of Flow
0.17
ft
TOP Width
5.39
It
Cross -Sectional Flow Area
0.81
w—
Wetted Parknoter
5.43
It
Hydraulic Radius
0,1499
It
Velocity
2.58
IN—
Froude Number (Fr)
1.17
HOW Type
Supmritical Flow
I
T
DVvc-
114(
Ditch - Now River-3 9/6/2009

:
WAS DininFacili P-620
SKS
EdNam
on:
Onslow
Date:
9/4/2009
Number:
Q"ad:tD
Number.
D 4
ts:
Monrdng RoughnessCoefficient n
0.020
unitless
Invert Upstroom
19.65
ft
Invert Downstream
18.400
t
L , th
230
ft
Channel S
0.0050
ft/ft
Flow
2.612
1 de
Left Sideslo
4.00
H
1.00
V
RiahtSidesl
4.00
H
1.00
V
Bottom VVIdth
0.00
ft
Depth of Flow
US
ft
Top Width
4.39
ft
Cross -Sectional Flow Area
1.20
ft
Wetted Perimeter
4.$2
ft
H draulio Radius
0.26$9
ft
Veloc
2.17
We
Froude Number r
0.73
un ss
Flow Type
Subcritical Flow
Ditch - New River4l 9/6/2009

ProjeName:
MCAS Dinin Facil P-620
SKB
location:
Onslow
Date;
9/4/2009
Basin'Number.
Checked:
tch ID Numb:
D-5
Date:
t.1R],'IIti�� U ��'
Manning 'R hness Coetkient n
0.020
unittess
Inve treem
22.50
ft
Invert Downetreem
21.210
ft
le thnne
146
ft
Chal S
0.0089
1.654
cis
esb
E
4,00
H
L00
V
kbel
4.00
H
1.00
V
Width
0.00
ft
Depth of Flow
0.41
ft
Top Width
332
ft
Cross -Sections] Flow Area
0.69
ft
WettedPedmeter
3.42
ft
Hydraulic Radius
0.2011
It
Velocity
2.41
ills
Fronde Number Fr
0.93
less
un Mt
Type
I SubcritU Flow
Ditch • New River-5 9/6/2009

PM[setNorm:
MCAS Dint Facili P-620
B .
SKB
Location:
Onslow
Date:
9/4/2009
n Number
Chacked:
toh7b r.
D-6
Date:
Manning ass CosMolenC n
0.020
unWess
Invert, 'U strarm
22.69
ft
InvertDownstraam
20.790
ft
Le th
190
Ilt
Channel slope
0.0100
Flow
1.637
Cfs
Left Sild"We
4.00
H 1.00
v
Right Sideslope
4.00
H 1 1.00
1
v
d
Bottom Width
4.00
ft
Depth of Flow
0.17
It
Top Width
3.33
ft
Gross -Sectional Flow Area
0.79
Wetted Perimeter
5.40
ft
Hydradic Radius
0.1468
ft
vellootly
2.07
ftls
Froude Number Fr
0.9$
un ss
ROW Type
suberit cal Flow
Ditch - New River-6 9/6/2009

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
EXPRESS PERMITTING OPTION 08012007
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.G. Department of Environment and Natural Resources. (Please type or print and, if
the question Is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name MCAS Dining Facility P-620
2. Location of land -disturbing activity: County Onsiow City or Township Camp Lefeune
Highway/Street Douglas Street Latitude 34d42m48sN Longitude 72d27m22sW
3. Approximate date land -disturbing activity will commence: 9-30-09
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 5.3
6. Amount of fee enclosed: $ 390 . The Express Permitting application fee is a dual charge. The
normal fee of $65.00 per acre is assessed without a ceiling amount. In addition, the Express Permitting
supplement is $250.00 per acre up to eight acres, after which the Express Permitting supplemental fee
Is a fixed $2,000.00 (Example: 9 acres total is $2,585). NOTE: Both fees are rounded up to the next
whole acre and need to be paid by separate checks to NCDENR.
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name David Towler E-mail Address david.towlerOusmc.mil
Telephone [phone] ext 3284 Cell # [phone] Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Commanding Officer, USMCB Camp Lefeune [phone] [phone]
Name Telephone Fax Number
Bldg 1005 Michael Road Bldg 1005 Michael Road
Current Mailing Address Current Street Address
Camp Lefeune NC 28542 Camp Leieune NC 28542
City State Zip City State Zip
10. Deed Book No. N/A Page No. N/A Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Carl Baker
Name
Bldg 1005 Michael Road
Current Mailing Address
cart. h. bakerca)usmc. mil
E-mail Address
Bldg 1005 Michael Road
Current Street Address
Camp Lefeune NC 28542 Camp Lefeune NC 28542
City State Zip City State Zip
Telephone [phone] Fax Number [phone]

2. (a) If the Financially Responsible Party Is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
City State Zip
Telephone
E-mail Address
Current Street Address
City State Zip
Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
NIA
Name of Registered Agent
Current Mailing Address
City State Zip
Telephone
E-mail Address
Current Street Address
City State
Fax Number
(c) In order to facilitate Express Permitting, it is necessary to be able to contact the Engineer or other
consultant who can assist in providing any necessary information regarding the plan and its preparation:
Bennett. Brewer R Associates, LLC
Engineering Firm or other consultant
Steve Bennett
Individual contact person (type or print)
bennett brewerf7oyahoo.com
E-mail Address
301-687-0494 301-687-0495
Telephone Fax Number
The above information Is true and correct to the best of my knowledge and belief and was provided by me
under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -
fact, or If not an individual, by an officer, director, partner, or registered agent with the authority to execute
instruments for the Financially Responsible Person). I agree to provide corrected information should there be
any change in the information provided herein.
Carl Baker
Type or print name
Signature
Deputy Public Works Officer
Title or Authority
Date
a Notary Public of the County of
State of North Carolina, hereby certify that appeared personally
before me this day and being duly sworn acknowledged that the above form was executed by him.
Witness my hand and notarial seal, this day of
Notary
Seal
r�
My commission expires

Permit No.
(to be provided by DWQ)
III, REQUIREalTEMSCHECKLISfi
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.
Page/ Plan
Initials Sheet No.
5 "L!S CG-101 1. Plans (I' - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- OH -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
t CS-104 2. Partial plan (V = 30' or larger) and details for the wet detention basin showing:
CS-1o5 Outlet structure with Uash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
S C CS-104 3. Section view of the wet detention basin (1' = 20' or larger) showing:
CS -105 - Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- inlet and outlet structures.
_`' 14-r5 CS-105 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
f"V 6 CS-104 5. A table of elevations, areas, incremental volumes 8 accumulated volumes for overall pond and for frebay,
to vedly volume provided.
sK13 CG-101 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
Sie.js Report 7. The supporting calculations.
5YQ5 NIA 8. A copy of the signed and notarized operation and maintenance (08M) agreement.
src/3 WA 9. A copy of the deed restrictions (if required).
5k�A Attachment C 10, A soils report that Is based upon an actual Geld Investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information. F -
Form SW401-Wet Detention Basin-Rev.7-8r13109
Part ill. Required Items Checkiist, Pagel of

Permit Number:
(to be provided by DLVQ)
Drainage Area Number:_ _
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (conunonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must 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 the problem:
The entire BMP
Trash/debris is present
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
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.
I approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
?rw C-
i Page l of 4

Permit Number:
(fo be provided by DB'Q)
Drainage Area Number:
BMP element:
Potential problem:
How I will remediate the problem:
The Inlet device: pipe or
swale
The pipe is clogged.
_
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
_
Replace the pipe,
otherwise damaged.
Erosion is occurring in the
swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future Problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
_ -
the BMP.
Erosionhas occurred.
— --
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
The vegetated shelf
_
Best professional practices
show that pruning is needed
the plants rather thmvn spraying.
Prune according to best professional
practices
to maintain optimal plant
health,
Plants are dead, diseased or
Determine the source of the
dying.
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,
Weeds are present
Remove the weeds, preferably by
hand, If pesticide is used, wipe it on
The main treatment area
Sediment has accumulated to
the plants rather than spray ng.
Search for the source of the
a depth greater than the
original design sediment
storage depth.
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.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
Remove the plants by wiping them
with pesticide (do not spray).
the basin surface,
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
-.vj C'

Permit Number:_
(to be provided by DTVQ)
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:MCAS Dining Faciltiy P-620
BMP drainage area number:
Print name:Carl Baker
Title:Denuty Public Works Officer
Address:Bldg. 1005 Michael Road Camp Lejune, NC 28542
Date: �%' a'•-�J`%
Note: The legally responsible party should not be a ho nco�vners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
h �c Z 0'r' �c a Notary Public for the State of
County of do hereby certify that
personally appeared before me this z�
day of 6� and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
MICE A IONNETTE
Notary ►ubft
Oralow County
State of North Carolina
SEAL
My commission expires
Fonn SW401-Wet Detention Basin O&M-RevA Page 4 of 4

MCAS DINING FACILITY P-620
MCAS NEW RIVER, JACKSONVILLE
NORTH CAROLINA, ONSIk s--'
USGS 7.5 QUAD
JACKSONVILLE SOUTH / NORTH CAROLINA

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DESCRIPTION
DESIGNSKE PROJECT NO. 200MIDATE OE24U9
DRAWN Sm 08`24W PROJECT. MICAS DINING FAC11YrYP-620
P:R:O�VED MICAS NEW RIVER
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REVSION JACKSONVILLE, NORTH CAROLINA
F bba - SHEET TITLE
0 2000 4000 REVISION - REVISION — LISGS - JACKSONVILLE SOUTH
Sumps Engirec-rs Plxnefs APPROVAL _
SAUER, INC DRAAIN(W0tVG U
11223 PHILLIPS PKWY DR EAST
JACKSONVILLE, FL RIDA32256 PI -ATE I
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NC DENR - DIVISON OF WATER QUALITY
.0312 WHITE OAK RIVER BASIN
RFCFIV]ED
SEP 16 2009
2 .0300
BY:
Class
.Jame of Stream Description Class Date Index No.
Horse Swamp
From source to
Little
C;NSW
08/01/91
19-16-2-1
Northeast Creek
Rocky Run
From source to
Little
C;NSW
08/01/91
19-16-2-2
Northeast Creek
Poplar Creek
From source to
Little
C;NSW
08/01/91
19-16-2-3
Northeast Creek
Mott Creek
From source to
Northeast
C;NSW
08/01/91
19-16-3
Creek
Northeast Creek
From N. C. Hwy.24
to
SC;HQW,NSW
08/01/91
19-16-(3.5)
downstream side of mouth of
Scales Creek
Scales Creek
From source to
Northeast
SC;HQW,NSW
08/01/91
19-16-4
Creek
Northeast Creek
From the downstream side of
SC;NSW
08/01/91
19-16-(4.5)
mouth of Scales Creek to
-
New River
Southwest Creek
From source to
Mill Run
C;NSW
08/01/91
19-17-(0.5)
Catherine Lake Creek
From Catherine
Lake to
C;NSW
08/01/91
19-17-1
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
08/01/91
19-17-1-1
Deep Run
From source to
Southwest
C;NSW
08/01/91
19-17-2
Creek
Harris Creek
From source to
Southwest
C;NSW
08/01/91
19-17-3
Creek
Haws Run
From source to
Southwest
C;NSW
08/01/91
19-17-4
Creek
Tank Creek
From source to
Southwest
C;NSW
08/01/91
19-17-5
Creek
Hicks Run (Hickory Run)
From source to
Southwest
C;NSW
08/01/91
19-17-6
Creek
Southwest Creek
From Mill Run to New River
C;HQW,NSW
08/01/91
19-17-(6.5)
Mill Run
From source to
Southwest
SC;NSW
08/01/91
19-17-7
Creek
Morgan Bay
Entire Bay
SC;NSW
08/01/91
19-18
Lewis Creek
From source to
New River
SC;HQW,NSW
08/01/91
19-19
Wallace Creek
From source to
New River
SB;NSW
08/01/91
19-20
Bearhead Creek
From source to
Wallace Creek
SB; NSW
08/01/91
19-20-1
Beaverdam Creek
From source to
Wallace Creek
SB;NSW
08/01/91
19-20-2
Town Creek
From source to
New River
SC;HQW,NSW
08/01/91
19-21
Farnell Bay
Entire Bay
SC;NSW
08/01/91
19-22
Cogdels Creek (Coglin Creek)
From source to
New River
SC;NSW
08/01/91
19-23
Frenchs Creek
From source to
New River
SC; NSW
08/01/91
19-24
Jumping Run
From source to
Frenchs Creek
SC;NSW
08/01/91
19-24-1
Cowhead Creek
From source to
Frenchs Creek
SC;NSW
OB/01/91
19-24-2
Duck Creek
From source to
New River
SC;NSW
08/01/91
19-25
Whitehurst Creek
From source to
New River
SC;HQW,NSW
08/01/91
19-26
Page 2 of 16 2009-08-22 07:18:50

NC DENR - DIVISON OF WATER QUALITY
STREAM CLASSIFICATION DESCRIPTIONS
:lass Description
B
Primary Recreation, Fresh Water
C
Aquatic Life, Secondary Recreation, Fres
CA
Critical Area
FWS
Future Water Supply Waters
HQW
High Quality Waters
N/A
Not Applicable/Out of State
'NSW
Nutrient Sensitive Waters
ORW
Outstanding Resource Waters
SA
Market Shellfishing, Salt Water
SB
Primary Recreation, Salt Water
SC
Aquatic Life, Secondary Recreation, Salt
Sw
Swamp Waters
Tr
Trout Waters
WS-I
Water Supply I -- Natural
WS-II
Water Supply II -- Undeveloped
WS-III
Water Supply III -- Moderately Developed
WS-IV
Water Supply IV -- Highly Developed
WS-V
Water Supply V -- Upstream
2B .0300
RECEIVE
SEP 1 6 2009
BY:

Naugle, Mary
From:
Towler CIV David W [[e-mail]]
Sent:
Monday, September 21, 2009 11:14 AM
To:
Naugle, Mary
Subject:
MCAS Dining Facility P620 Permeable Pavement O&M
Attachments:
MCASDiningFacPermPaveO&M.pdf
Mary Jean,
Attached is a scanned copy of the 0&M for the Permeable Pavement used at the
MCAS Dining Facility P620. I will bring the original to you on Wednesday
since I have 2 meetings that day.
V/ r,
David

Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Steve Bennett [mailto:[e-mail]]
Sent: Thursday, September 03, 2009 4:58 PM
To: Naugle, Mary
Cc: [e-mail]; [e-mail]
Subject: MCAS Dining Facility P-620 - New River
Mary Jean,
I downloaded this from the web. It appears that we can specify using the National Ready Mix Concrete Associations
specification. I don't know if this is what you had in mind, if not, can you please give me direction to the information you
were speaking of? I have also included a scan from our soil consultants report discussing SHWT — will this suffice for
your review? Again, thanks for taking of your time to assist us.
Ivr
Steve Bennett

Design
Structural
Hydrological
Construction
Inspection and
Maintenance
Pervious Pavement
Design
Hydrological Design Considerations
Structural Design Considerations
Two factors determine the design
thickness of pervious pavements: the
hydraulic properties, such as
permeability and volume of voids, and
the mechanical properties, such as
strength and stiffness. Pervious
concrete used in pavement systems
must be designed to support the
intended traffic load and contribute
positively to the site -specific
stormwater management strategy. The
designer selects the appropriate
material properties, the appropriate
pavement thickness, and other
characteristics needed to meet the hydrological requirements and anticipated traffic
loads simultaneously. Separate analyses are required for both the hydraulic and the
structural requirements, and the larger of the two values for pavement thickness will
determine the final design thickness.
Specification Guidance
Recommendations and specifications for pervious concrete have been prepared by
the National Ready Mixed Concrete Association (NRMCA 2004b), the Florida
Concrete and Products Association (FCPA 2001), the Georgia Concrete and
Products Association (GCPA 1997), and the' Pacific Southwest Concrete Alliance
(PSCA 2004). ACI Committee 522 is actively preparing a comprehensive document
on the use of pervious concrete.
ConcreteAnswers
for Architects,
Engineers and
Developers:
Concrete
Answers.orc
ConcreteParkine.ore
GreenConcrete.info
Concrete
Buildings.ora
SelfConsolidatino
Concrete.oro
FlowableFill.orc
GreenRoof roos.ora
oncrete
4NO'toulcr itoff -

44
�� {���{ For DENR Usey��NL-1�
F - ` " Reviewer'. r `�J
} , ��,�'�;'� North Carolina Department of Environment and q (I � Submit. �- �
Natural Resources
NCDENR Request for Express Permit Review Q o-/)0arn Time. I V.
1 EDO) I1 r Confirm:
FILL-IN all the information below and CHECK the Pem it(sJ you are requesting for express review. FAX or Email the completed form to Expres
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(aDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(o)ncmail.net
• Wilmington Region -Janet Russell910.350-2004 or janet.russell(dncmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day
Project Name: ENLISTED DINING FACILITY County: ONSLOW
Applicant: COMMANDING OFFICER Company: MARINE CORPS AIR STATION
Address: City: _, State: _ Zip:
Phone: _ _ _, Fax: _ _- Email: @
Permits of request
SW
SW
SW
SW
SW
tl._ I-
C',Frio,�-A-k
00
3wk(.e owes 007
Cl1c�dGUs 7
Physical Location:_ DLA? *(T&
Project Drains into SOUTHWEST CREEK waters -Water classification C:HOW.NSW (for classification see- pt�%UJ
hffp://h 2o.en r. state. nc. u sfbim s/reports/reports W B. htm I )
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: STEVEN K. BENNETT Company: BENNETT, BREWER & ASSOCIATES. LLC R
E O D
Address: 23 EAST MAIN - SUITE 200 City: FROSTBURG, State: MD Zip: 21532-_
Phone: [phone], Fax: [phone], Email: BENNETT [e-mail] AUG 2 5 2009
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER: _ Rt4o DA PROJ OWQ
#
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittenUPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ff or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 5_3 acres to be disturbed.(CK # (for DENR use))
❑ Other
(Provide permit #)
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopino and express meeting reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
rrrxrtrtrtxxxxxrxxxxr•rrrrrrrrrtxrtxxxxxxxxxxrrrxxxxrrrrrrrxrFor DENR use Only,•xxxrrrrxxxxrrrxxxrrsrrrrrrxrtrtxxxxxxrtxxxxxxxxx xxxxsxxrrxxsxx
Fee Split for multiple permits: (Check# 1 Total FeeAmount S
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mal; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

Enlisted Dining Facility
MCAS New River — Onslow County
Jacksonville, NC
The new dining facility is located at the intersection of Douglas Road and Schmidt Street
on the Marine Corps Air Station New River. The project boundary for the site is 5.3
acres in size of which most will be disturbed during construction. The project will
construct anew dining facility just north of the existing dining facility. Once
construction of the new building is complete, demolition of the existing building will
begin. After demolition, a new parking lot will be constructed over the site of the old
mess hall. There are no wetlands on site — currently the entire site is maintained by
station mowing operations.
Erosion and sediment control will be accomplished during both phases of the project.
The majority of the site stormwater will be collected and conveyed in vegetated swales to
the existing site drainage swale. The remainder will be collected in storm inlets and
conveyed by storm drain piping. A new detention pond will be constructed on the
southeast end of the site.
Sanitary sewer and potable water are available on site. New service tie-ins only will be
required.
The site has no historic significance.
There are no know non-compliance issues.
The stormwater from the site outlets to Southwest Creek which is classified as Aquatic
Life, Secondary Recreation, Fres; High Quality Waters, Nutrient Sensitive Waters
(C;HQW,NSW). The index number is 19-17-(6.5).
The design contains 56% imperviousness which indicates a High Density Commercial
requirement for stormwater design. Currently the site is designed with two BMP's
(grassed lined swales & a detention basin). The entire built upon area will be collected
and treated. We are not in close proximity to state waters, therefore, we will not have any
buffer areas. There are no off -site waters entering our site. There will be no roadway
construction across our site. Soils testing has identified the site as having a perched water
table, which limits may limit infiltration.

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AUG 2 5 2009
DESCRIPTION
DESIGN
SK13
PROJECT NO. �18 DATE 08/24M
_DR-AM
SM
08I24M
PROJECT. P620 DINING FACIUTY
MCAS NEW RIVER
JACKSONMLILE, NORTH CAROUNA
APPROVED
REVISION
DWO
REVISION
SHEET TITLE
USGS - JACKSONVILLE SOUTH
PROJ # �
0 2000 4000
REVISION
Surveyors Engineers Plonners
APPROVAL
SAUER, INC
11223 PH ILLI PS PKWY DR EAST
I DRAWING USO NO
GRAPHIC SCALE - 1 2000'
PLATE I
JACKSONVILLE, FLORIDA=%
F-ui­- creates wim pats-actory f-ro trial version

Russell, Janet
To:
Cc:
Subject:
Attachments
August 26, 2009
Steve:
[e-mail]
Towler CIV David W
Enlisted Dining Facility
Stormwater At Camp Lejeune 2.doc
The Express Stormwater & Erosion Control Scope Meeting has been scheduled with Mary Jean Naugle and Rhonda Hall
on Wednesday, September 2, 2009 at 11:00 AM here in the Wilmington Regional Office, 127 Cardinal Drive Extension,
Wilmington, INC 28405.
Please review the attachment, "Stormwater @ Camp Lejeune". Note that the new stormwater application on the bmp
web site should now be used for new stormwater projects. Also, open the checklist on the bmp web site and review
those requirements. Let me know if you have problems.
*Please respond to this email to reserve and confirm the meeting time and date.
Thanks,
Janet
Janet M. Russell
Express Coordinator
910 796-7421
NOTE: change in email address: [e-mail]
Email correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.

From:
Lewis, Linda
Sent:
Friday, October 23, 2009 4:28 PM
To:
Matt Brewer (matt. [e-mail])
Cc:
Mary Naugle
Subject:
MCAS P-620 Dining Facility SW8 090814
Matt:
I'm reviewing the permit that Mary Jean wrote for this project. I have a few concerns, and because Mary Jean
is out this afternoon, I thought I would simply email you myself to save some time.
In reviewing the calculations the reported permanent pool volume, temporary pool volume and forebay
volume cannot be substantiated. In the BMP checklist available from the website, a table of elevations,
areas, incremental volumes and accumulated volumes in the pond (including the forebay) and in the
Y�forebay alone, is requested as part of the calculations to assist the Division in verifying that the design
meets the minimums. Simply reporting what's been provided, such as 8585 cubic feet at elevation 20.9
© is not sufficient because this information is already on the supplement form. Your calculations are the
Q� place to present all of the assumptions, design info, formulas, etc., that you used to derive the values
you have written on the supplement form. Please provide this table in support of the specified volumes
above.
The calculation of the percent impervious of the site is incorrect. The pond's surface area is not
considered as built -upon area, but should be included as part of the drainage area. If the 2.08 acre
reported drainage area does not include the pond's surface area, please correct and recalculate the
n1� percent impervious, the Rv value, the required minimum volume and the orifice drawdown time. The
_�I P reported amount of impervious surface within the drainage area of the pond is 1.46 acres, so the
U� percent impervious is going to be 1.46 divided by whatever the drainage area turns out to be.
Please don't forget to sign, seal and date the revised calculations.
Since this is an Express permit, please submit the requested information by Friday, October 30, 2009.
Thank you.
Linda
Please note my new email address is Linda.Lewis@ncdenr.00v
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Naugle, Ma
From: Dana Kennell ([e-mail]]
Sent: Friday, October 23, 2009 1:51 PM
To: [e-mail]; Naugle, Mary
Subject: New River Dining P620
Attachments: SWMPermitApplication.pdf
Folks,
I'm sorry for the confusion. I'm coming in at the tail end of this, but I gather the original problem
began with a typo, making the 77 degrees west longitude a 72, causing that point to fall out in the
ocean. As for the confusion today, in the email we received:
Matt;
Please verify the latitude and longitude on the application, page 1, section 1(4). David Towler said that it might be 43-42-
51N and 72-27-26W.
Thank you!
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Woter Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart. naugle 0ncdenr. QoV
It appears that some numbers were transposed, creating a lat. and long. that fell in New Hampshire, but
not knowing that, she just saw that the numbers she had were nowhere near what we had. I updated
the lat. and long. On the coversheet to be sure it falls right in the middle of the site. Please use the
attached cover sheet, and once again, I'm so sorry for the confusion, and I hope this clears everything
up. Please feel free to contact me if there is a further problem with this. Have a great weekend!
Dana Kennell
CADD Technician
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
dana kennell0bbasurvey.com

J Naugle, Mary
From: Matt Brewer [[e-mail]]
Sent: Thursday, October 22, 2009 3:04 PM
To: Naugle, Mary
Cc: Steve Bennett
Subject: New River Dining P620
Attachments: Wet Basin Supp.pdf; Application PG 1.pdf; Perm Pav Supp.pdf
Mary Jean,
Please find attached the requested information. Please call if you need anything else.
Thank you again for your patience and consideration.
Matt;
Thank you for submitting the updated drainage area delineation plan [minimum 2 sets].
Please verify the following:
1. Please update the permeable pavement supplement for the areas in accordance with the updated drainage area
plan. I cannot get the values for permeable pavement to total the values on the supplements that were
provided on September 16, 2009. Please find the revised permeable pavement supplements attached.
2. Please fill in the peak flow calculations on the pond supplement. You provided some of the information on the
pond calc standardized form, but we also need the information on the pond supplement. Please find the revisec
pond supplement attached.
3. Please include the area for the sediment cleanout area on the 2"" page of the pond supplement in the top
section III under Surface Areas, item 5. You reported 16. And that is the elevation. The area appears to be 2601
sf from the calc sheet. Please find the revised pond supplement attached.
4. Please verify if the paving on CS-504 routed toward the stairs is porous concrete ? the plan labels it as "PCC"
/ and refers to detail 2 on CS-501 which does not have porous concrete. This area is subject to heavy truck
T ,( loading and is not porous concrete. It is also not counted as part of the permeable pavement credit.
�lnf5. 1 Did you update the application section 1.4 for the latitude and longitude. The values given are in the ocean. I
think it is 34-42-51 N and 72-27-26 W. Please find the revised application sheet attached. (I was subconsciously
wishing I was on a cruise) __I�1 )F17
6. Since the building drain is discharged off -site to a stormwater outlet without treatment, have you contacted the
groundwater group to verify there is no groundwater contamination in the area. The RFP for this project states
there is no contamination on -site as part of the standard disclosure.
Please submit information within 24 hours to allow the express review to continue.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Caramal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
, 910-350-2004 fax
OCT 2 2 2009
C90glq-

mart'. naugleCMncdenr. go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt.brewer(� bbas u rvey.com
From: Kristie Bloskey
Sent: Thursday, October 22, 2009 2:49 PM
To: [e-mail]
Subject: new river
Kristie Bloskey
Administrative Assistant
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
kri sti e. b los key[c0 bbasu rvey.co m
I
OCT 2 2 2009

Naugle, Mary
From: Naugle, Mary
-Sent: Thursday, October 22, 2009 9:34 AM
To: Matt Brewer
Cc: Towler CIV David W
Subject: SW8 090814 Camp Lejeune Dining Facility P620 Ad info request
Matt;
Regarding item 1 for the permeable pavement and the amount of bua represented on the application and other
documents...
Did you account for the bua that is permeable pavement in the manner described below ?
The values on drainage area tables to add up to the amount represented on the application bua table in section IV. (10)
or on the supplements for permeable pavement.
We need to see the amount of bua in a drainage area and then see the amount of bua that is permeable pavement and
also the resulting bua included in the totals after the permeable pavement credit is taken.
Please note that the supplements for the permeable pavement were not included with the October 16, 2009 submittal.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Lewis,Linda
Sent: Wednesday, October 21, 2009 5:21 PM
To: Naugle, Mary
Subject: FW: SW8 090814 Camp Lejeune Dining Facility P620
When accounting for permeable pavement, I would take the amount calculated on the supplement form as the
"resulting BUA counted as impervious", and transfer this number to the application form as "Other BUA". That
way, there won't be any confusion because permeable pavement is credited as partially pervious. Only the
actual BUA needs to be counted on the application form.
Example - If the project proposes 10,000 sf of permeable pavement, and 40% of it is credited as managed
grass, then only 6,000 sf gets reported on the SWU-101 form in the "Other BUA" or "sidewalk" box.
Linda
Please note my new email address is [e-mail]
Linda Lewis
Program Manager

NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, October 21, 2009 3:22 PM
To: Matt Brewer
Cc: Towler CIV David W
Subject: SW8 090814 Camp Lejeune Dining Facility P620
Matt;
Thank you for submitting the updated drainage area delineation plan [minimum 2 sets].
Please verify the following:
1. Please update the permeable pavement supplement for the areas in accordance with the updated drainage area
plan. I cannot get the values for permeable pavement to total the values on the supplements that were
provided on September 16, 2009.
2. Please fill in the peak flow calculations on the pond supplement. You provided some of the information on the
pond calc standardized form, but we also need the information on the pond supplement.
3. Please include the area for the sediment cleanout area on the 2ntl page of the pond supplement in the top
section III under Surface Areas, item 5. You reported 16. And that is the elevation. The area appears to be 2601
sf from the calc sheet.
4. Please verify if the paving on CS-504 routed toward the stairs is porous concrete ? the plan labels it as "PCC"
and refers to detail 2 on CS-501 which does not have porous concrete.
5. Did you update the application section 1.4 for the latitude and longitude. The values given are in the ocean. I
think it is 34-42-51 N and 72-27-26 W.
6. Since the building drain is discharged off -site to a stormwater outlet without treatment, have you contacted the
groundwater group to verify there is no groundwater contamination in the area.
Please submit information within 24 hours to allow the express review to continue.
Thank you,
Mary Jean Naugle
NCDENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
maryna&[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

Naugle, Mary
From:
Scott, Georgette
Sent:
Thursday, October 22, 2009 8:19 AM
To:
Naugle, Mary
Cc:
Lewis, Linda
Subject:
RE: SW8 090814 Camp Lejeune Dining Facility P620
Thank you for the update. If I am not in please have Rick sign.
Georgette Scott
Stornmiter Progrizm Supemsor
State Slontnnlcr Pmgnm
C Division or %Valor Quality
Ill Cardinal Drive Pal.
Wilmington, \C 2840.5
Phonc (910) 796-733.5
Fax [phone]
Email correspondence to and from this address may be subject to the \onh Carolina Public Records I. o and may be disclosed to third panics.
From: Naugle, Mary
Sent: Wednesday, October 21, 2009 4:06 PM
To: Scott, Georgette
Cc: Lewis,Linda
Subject; FW: SW8 090814 Camp Lejeune Dining Facility P620
G;
We are close on this express one. I gave the draft to Linda. I have the correct information from the consultant, it just
isn't on the right forms. For example, the pre/post values are not on the supplement, but they are on a vale sheet.
Another example is that he gave me the permeable pavement square feet on the drainage delineation plan, but not on
the supplement.
The review is done and we can issue. I expect him to reply to the ad info [3rd one, but I needed to move ahead]
tomorrow by e-mail about the same time that Linda gets a chance to do her review.
I just wanted to let you know!
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext,
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mary, naugle@ncdenr, gov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, October 21, 2009 3:22 PM

To: Matt Brewer
Cc: Towler CIV David W
Subject; SW8 090814 Camp Lejeune Dining Facility P620
Matt;
Thank you for submitting the updated drainage area delineation plan [minimum 2 sets].
Please verify the following:
1. Please update the permeable pavement supplement for the areas in accordance with the updated drainage area
plan. I cannot get the values for permeable pavement to total the values on the supplements that were
provided on September 16, 2009.
2. Please fill in the peak flow calculations on the pond supplement. You provided some of the information on the
pond calc standardized form, but we also need the information on the pond supplement.
3. Please include the area for the sediment cleanout area on the 2nd page of the pond supplement in the top
section III under Surface Areas, item 5. You reported 16. And that is the elevation. The area appears to be 2601
sf from the calc sheet.
4. Please verify if the paving on CS-504 routed toward the stairs is porous concrete ? the plan labels it as "PCC"
and refers to detail 2 on CS-501 which does not have porous concrete.
5. Did you update the application section 1.4 for the latitude and longitude. The values given are in the ocean. I
think it is 34-42-51 N and 72-27-26 W.
6. Since the building drain is discharged off -site to a stormwater outlet without treatment, have you contacted the
groundwater group to verify there is no groundwater contamination in the area.
Please submit information within 24 hours to allow the express review to continue.
Thank you,
Mary Jean Naugle
NC DENIR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar x nugle @ncdenr. go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Matt Brewer (mailto:[e-mail]]
Sent: Wednesday, October 21, 2009 2:34 PM
To: Naugle, Mary
Cc: Steve Bennett
Subject: FW: BMP Map - New River
Mary Jean,
Sorry for the mix up. I have attached a pdf file of the drainage area map. We have also sent a full size ('D' size) copy to
you by FED EX for your use.
Thank you for your consideration. Please call if I can be of any further assistance

Thank you.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER &ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt.brewer(@bbasurvey.com
From: Scott Minnick
Sent: Wednesday, October 21, 2009 2:29 PM
To: Matt Brewer
Subject: BMP Map - New River
Scott Minnick
CADD Technician
BENNETT, BREWER &ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
s cott. m i n n i c k0 b b a s u rvey.co m

Naugle, Mary
From:
Naugle, Mary
Sent:
Wednesday, October 21, 2009 3:22 PM
To:
Matt Brewer
Cc:
TowlerCIV David W
Subject:
SW8 090814 Camp Lejeune Dining Facility P620
Matt;
Thank you for submitting the updated drainage area delineation plan [minimum 2 sets].
Please verify the following:
1. Please update the permeable pavement supplement for the areas in accordance with the updated drainage area
plan. I cannot get the values for permeable pavement to total the values on the supplements that were
provided on September 16, 2009.
2. Please fill in the peak flow calculations on the pond supplement. You provided some of the information on the
pond calc standardized form, but we also need the information on the pond supplement.
3. Please include the area for the sediment cleanout area on the 2nd page of the pond supplement in the top
section III under Surface Areas, item 5. You reported 16. And that is the elevation. The area appears to be 2601
sf from the calc sheet.
4. Please verify if the paving on CS-504 routed toward the stairs is porous concrete ? the plan labels it as "PCC"
and refers to detail 2 on CS-501 which does not have porous concrete.
5. Did you update the application section 1.4 for the latitude and longitude. The values given are in the ocean. I
think it is 34-42-51 N and 72-27-26 W.
6. Since the building drain is discharged off -site to a stormwater outlet without treatment, have you contacted the
groundwater group to verify there is no groundwater contamination in the area.
Please submit information within 24 hours to allow the express review to continue.
Thank you,
Mary Jean Naugle
NCDENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 284O5
910-796-7215
910-796-7303
910-350-2004 fax
marynauale@ncdenrgov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Matt Brewer [mailto:[e-mail]]
Sent: Wednesday, October 21, 2009 2:34 PM
To: Naugle, Mary
Cc: Steve Bennett
Subject: FW: BMP Map - New River
Mary Jean,

Sorry for the mix up. I have attached a pdf file of the drainage area map. We have also sent a full size ('D' size) copy to
you by FED EX for your use.
Thank you for your consideration. Please call if I can be of any further assistance.
Thank you.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt. b rewern-bbasu rvey.co m
From: Scott Minnick
Sent: Wednesday, October 21, 2009 2:29 PM
To: Matt Brewer
Subject: BMP Map - New River
Scott Minnick
CADD Technician
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
[e-mail]

From: Matt Brewer [mailto:[e-mail]]
Sent: Wednesday, October 21, 2009 2:34 PM
To: Naugle, Mary
Cc: Steve Bennett
Subject: FW: BMP Map - New River
Mary Jean,
Sorry for the mix up. I have attached a pdf file of the drainage area map. We have also sent a full size ('D' size) copy to
you by FED EX for your use.
Thank you for your consideration. Please call if I can be of any further assistance.
Thank you.
Matthew S. Brewer, RLS
Partner
BENNETT. BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
[e-mail]
From: Scott Minnick
Sent: Wednesday, October 21, 2009 2:29 PM
To: Matt Brewer
Subject: BMP Map - New River
Scott Minnick
CADD Technician
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
Scott. mi nn i ck(o)bbasu rvey.co m

I
.
_ /lam V O�OV��-•
I N)CM 'FAcCJCA w
<30 1, d
�-O PD N c).
QE1i u CF P V �-,
PCQb i�b& DIN(N(., PK67
PEw/

r' StormwaterPermit No.
Page 1 of 2
Wet Pond Standardized Calculation Format
Attach signed sealed and dated calculations, which show assumptions, methods, and equations used to
address each of the following items:
❑ Phase II Post Construction ® Receiving Stream Classification _NON SA-
® 2008 Coastal Rules If SA, is the project within '/2 mile? ❑ Y ❑ N
DDRAINAGE AREA (for Pond # 1
Onsite _2.08_ acres 90715 square feet
Offsite _ _0_ acres 0 square feet
Total Drainage Area 2.08 acres 90715 square feet g a
O A drainage area delineation map showing the onsite and offsite drainage areas is required. '\1 O'
v
IMPERVIOUS AREA (BUA)
Total onsite _1.46_ acres 63684_ square feet 1
Total offsite _0 acres 0 square feet
Total BUA _1.46 acres 63684_ square feet
MINIMUM PERMANENT POOL SURFACE AREA
Percent impervious, 1_76 % Average Pond Depth 3.18 feet
(Use one of two available methods to determine avg. depth)
@TSS Chart ® 85% ❑ 90% (2)SA/DA ratio _6.8 %
Minimum Required Surface Area at the Permanent Pool Elev. 6161 sq. ft.
QUse correct SAIDA tables in the BMP Manual at the calculated average depth, rounded to the nearest 0.5 foot.
The calculated average depth must be 3 feet or greater.
@Use of the 85% chart will require a vegetated filter strip and level spreader at the outlet.
MINIMUM REQUIRED TEMPORARY POOL VOLUME
(Based on Schueler's method from Chapter 3 in the BMP manual)
Rv Pre= .05 + .009 ( I ) = 0.41 _ Rv Post= .05 + .009 ( 1) _ .05 (based on 0% impervious)
Design Storm (SA waters) N/A_ inches
1.5" Design Storm volume 8313_ cubic feet (The design storm for non -SA waters is 1.5)
1 year 24 hour precipitation depth 3.80—
inches (from IvoAA chart)
1 year 24 hour predevelopment volume _29974_ cubic feet (use Simple Method)
1 year 24 hour post -development volume _33922_ cubic feet (use Simple Method)
®Minimum Volume to Store _8313_ cubic feet
® (For SA waters, use the 1 yr. 24 hr. volume difference for Phase 11 Post -Construction cruse the greater of 1.5"
or the 1 yr. 24 hr pre/post volume difference for 2008 coastal rules. For non -SA waters, use 1.5)
PROVIDED TOTAL POND AREAS AND VOLUMES includes foreba
Elevation
Area
Inc.
Volume
Total Acc.
Volume
Temp. Pool
Volume
Feet
S . Ft.
CF
CF
CF
Bottom (top of sediment storage)
16.0
2601
0
0
@ Top Wall
19.5
3057
9902
9902
Low Shelf PP — 6"
19.5
—4468
0
9902
Permanent Pool
20.0
7196
2916
12818
0
Hi h Shelf PP + 6"
20.5
10185
4345
17163
4345
Tem ora Pool
20.9
11013
4240
21403
8585
@ > Temporary Pool
21.0
11219
1 1112
22515
1 9697
(Volumes are obtained by averaging the surface areas and multiplying by the distance between them.)
Required minimum volume is provided at elevation 20.9 fmsl
Temporary Pool Elevation Reported on Supplement _20.9fmsl (must be equal to or
higher than above)

Slormwater Permit No. S.r�TSOgy �/� Page 2 of 2
FOREBAY VOLUME
Permanent Pool Volume 12818 cubic feet
(This should be the "Total Acc. Volume" value from the table above at the permanent pool elevation. )
18% Target Volume _2307_ cf 22%Target Volume2820_ cf
(multiply the permanent pool volume by 18% and 22% and enter these values above)
Provided Forebay Surface Areas & Volume:
Elevation
Surface Area
Inc.Volume
Acc. Volume
fmsl
Sq. ft.
Cubic feet
Cubic feet
Bottom
16.0
455
0
0
19.5
683
1991
1991
19.5
998
0
1991
@ Perm Pool
20.0
1711
677
2668
(Volumes are obtained by averaging the surface areas and multiplying by the distance between them.)
Volume provided in the forebay 2668_ cubic feet
ORIFICE SIZING
® Square or Round Orifice ❑ Rectangular Weir ❑ V-notch Weir
OStandard Orifice Equation Q = C a (2 g H)12, where = 32.2 ft/sec2
Rectangular Sharp -Crested Weir Equation Q = C L HW
V-Notch Sharp -Crested Weir Equation Q = C Hw tan (6Y2)
Target Flowrate for 2 days (172,800 seconds in 2 days)
Target Flowrate for 5 days (432,000 seconds in 5 days)
Permanent Pool Elevation, PPE
Temporary Pool Elevation, TPE (as reported on supplement)
Total Head (TPE minus PPE)
H = One-third (1/3) of the Total Head
0.0488
cfs
0.0195
cfs
20.0
fmsl
20.9
fmsl
0.90
feet
0.30
feet
Round/Square
Rectangular Weir
V-notch Weir
Coefficient of Discharge (C)
0.6
Proposed Round Orifice Diameter, in.
1.5
Proposed Square Orifice Dimensions, in.
Proposed Orifice Area, sq. in.
1.77
Number of End Contractions
Proposed Weir Effective Length, L
Notch Angle, 6, degrees
Proposed Average Flowrate. cfs
Must fall between the target Flowrates
0.032
For 2008 and Phase II Post -construction projects
Pre -development peak flow rate for the 1 year 24 hour storm 1.36 cfs
(Peak flow occurs at the time of concentration, tc. Enter the NOAA Frequency Estimate chart using tc
as the storm duration to find peak intensity, 1, for the 1 year storm and substitute into the Rational
Isequation. The orifice flowrate must be less than the pre -development peak flow for the 1 year 24 hour
storm.) E
Q=CIA C=(2.11)(0.96)+(3.19)(.22)/5.3 tunas
Q=(0.515)(0.5)(5.3) - C=0.515
Q=1.36
C E 1 V EI
OCT 16 Zoos
PROJ # DWQ
46L) O o —

Naugle, Mary
From:
Naugle, Mary
Sent:
Tuesday, October 13. 2009 2:51 PM
To:
Matt Brewer
Cc:
Steve Bennett; Towler CIV David W
Subject:
SW8 090814 RE: New River Dining P-620
This project is approved for a second time extension to submit additional information until Monday October 19, 2009.
I do not understand the question about wet pond form. The forms are at the website below:
http://h2o.enr.state.nc.us/su/bmp forms.htm.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mars nougle @ncdenr go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Matt Brewer (mailto
Sent: Monday, October 12,
To: Naugle, Mary
Cc: Steve Bennett
Subject: New River Dining
Mary Jean,
[e-mail]]
2009 10:24 AM
P-620
This office was directed Friday afternoon at 3:50 PM by LT JG Sonny Rowland to remove the rain harvester from the
project and also gave permission to reduce the parking to increase the pond area. In light of these changes, we
respectfully request additional time to resubmit this design.
Also, the Wet Pond Form that you sent previously is denoted as Page 1 of 3 and 2 of 3, but there are only 2 pages. Is
there third page or just a typo?
Thank you for your consideration throughout this process.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER & ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matt.brewerebbasurvey corn

:t
A r I '�`t130
b� 2 tots
y Iv
Naugle, Mary at rspk I A,Fro
: Naugle, Mary
Sent: Tuesday, October06, 2009 1:02 PM 1°l1Z`�A�f
To: Matt Brewer; Towler CIV David W C0TlIIfIF�
Cc: Steve Bennett L m(A) T FkFem mv5
Subject: RE: SW8 090814 Dining Facility P620- Ad Info Requested 9/30/09 and Revised 10/5/09
Matt;
You are approved for an extension on the permit SW8 090814 until Wednesday October 14, 2009, to submit the
additional information requested.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar .naugle@ncdenr,9ov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Matt Brewer [mailto:[e-mail]]
Sent: Tuesday, October 06, 2009 12:15 PM
To: Naugle, Mary; Towler CIV David W
Cc: Steve Bennett
Subject: RE: SW8 090814 Dining Facility P620- Ad Info Request - Revised 10/5/09
Mary Jean,
We are working to resolve the issues outlined in the Request for Additional Information dated October 5, 2009.
Resolution to these matters will require careful coordination of various project elements.
We hereby respectfully request an extension for resubmission. We are waiting for direction on issues that will impact our
response. I will contact you no later than Thursday to confirm a resubmittal date.
Thank you for your consideration.
Matthew S. Brewer, RLS
Partner
BENNETT, BREWER &ASSOCIATES
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
matcbrewer(d)bbasurvey corn
From: Naugle, Mary [mailto:[e-mail]]
Sent: Monday, October 05, 2009 11:59 AM
To: Naugle, Mary; Towler CIV David W

Cc: Steve Bennett; Matt Brewer
Subject; SW8 090814 Dining Facility P620- Ad Info Request - Revised 10/5/09
David and Steve;
I revised the ad info for item 12 as requested by David. [attached]
Please call me if we need to better clarify anything.
Send a request for extension to submit if you need it.
Mary Jean Naugle
NC DENR Express Permitting
NC Division. of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 284O5
910-796-7215
910-796-7303
910-350-2004 fax
many. naugle @ncdenr.go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 3:29 PM
To: Naugle, Mary; Towler CIV David W'
Cc: 'Steve Bennett'; '[e-mail]'
Subject: RE: SW8 090814 Dining Facility P620- Ad Info Request
Attached is the pond calc worksheet referred to at the end of item 5.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 284O5
910-796-7215
910-796-7303
910-350-2004 fax
mare. naugle @ncdenr, ao v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 2:37 PM
To: Towler CIV David W'
Cc: Steve Bennett; '[e-mail]'
Subject: SW8 090814 Dining Facility P620- Ad Info Request
David;

Please find the additional Information request attached.
Mary Jean Naugle
NC DENR Express Permitting
NCDivision of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
No virus found in this incoming message.
Checked by AVG - www.avcl.com
Version: 8.5.420 / Virus Database: 270.14.3/2414 - Release Date: 10/05/09 06:19:00

Naugle, Mary
From:
Naugle, Mary
Sent:
Monday, October 05, 2009 11:59 AM
To:
Naugle, Mary; Towler CIV David W
Cc:
Steve Bennett; Matt. [e-mail]
Subject:
SW8 090814 Dining Facility P620- Ad Info Request - Revised 10/5/09
Attachments:
090814 oct09.doc
David and Steve;
I revised the ad info for item 12 as requested by David. [attached]
Please call me if we need to better clarify anything.
Send a request for extension to submit if you need it.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 3:29 PM
To: Naugle, Mary; 'Towler CIV David W'
Cc: 'Steve Bennett'; '[e-mail]'
Subject: RE: SW8 090814 Dining Facility P620- Ad Info Request
Attached is the pond calc worksheet referred to at the end of item 5.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
marxnauale@ncdenr gov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

5
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1

'Naugle, Mary
From: Naugle, Mary
Sent: Thursday, October 01, 2009 3:47 PM
To: Lewis, Linda
Subject: sw8 090914 ad info
Linda
SW8 0900814 Camp Lejeune Dining Facility
I went over the ad info items with David Towler today and he wants me to ask you about these items:
• This is a project where they are rebuilding and adding 40,000 sf of new bua.
• So it did not qualify for redevelopment. there are much better stormwater controls.
• They are restricted on all sides by existing bua and roads and made the pond as big as land allowed.
• They can treat 30,000 sf of the re -built building in the rain harvester. [they will correct the sizing in the ad info].
• They can treat about 40,000 of the parking area in the pond. About %2 of the parking is not treated. The small
outer strip of parking proposes permeable pavement. They don't feel they can put permeable pavement over
the entire parking area to reduce bua to the pond.
• Other bua on property for sidewalks, patio, and personnel traffic is permeable pavement.
• They don't have options to treat the loading area on the north. Permeable pavement is expensive to install and
even more difficult to maintain in heavy traffic areas.
Can we let them go without treatment on the part of the parking area that cannot be routed to the pond and they don't
see as feasible to install permeable pavement on the parking area since it is hard to maintain with the "12-15,000 q
trucks that are driving by soldiers" said David Towler?
A separate question is can they route the water that does not go to rain harvester or permeable pavement to the pond,
even though the pond is not sized for it. They think it is better to have a little treatment than none. I can't get them to
understand when they overload the pond that it won't perform for the bua that it was sized for.
File is on your chair.
Thankyou
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
marx naugle @ncdenr. go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

.t,
From: Scott, Georgette
Sent: Wednesday, September 30, 2009 2:45 PM
To: Naugle, Mary; Lewis,Linda
Subject: RE: ad info fee
There are some minor changes but I also see a lot of recalcs. Please request $1000.00
Also in your first paragraph is a typo. I think you wanted to say "thick strip of permeable pavement" instead of "thing"
Ceorgelte Scutt
Strmmetler Prolnam Supmcisor
State slot 'nnruter Program
NC Divisiuu of water Quality
127 Cardinal Dtivc Est.
Wilmington, NC 2840.5
Phone [phone]
Ias [phone]
Email mtrespuulenm to clod fmnr Ibis address nary be Subject to the North Cxmlin:r Public Records lary and may be disclosed to third parties
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 2:31 PM
To: Scott, Georgette; Lewis,Linda
Subject: ad info fee
Express ad info with fee = should it be $500 or $1000???
5:\wqs\stormwater\adinfo\2009/090814 sep09
The file is on Linda's chair.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar .naugle@ncdenn000v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

Naugle, Mary
From:
Naugle, Mary
Sent:
Wednesday, September 30, 2009 3:29 PM
To:
Naugle, Mary; Towler CIV David W
Cc:
Steve Bennett, Matt. [e-mail]
Subject:
RE: SW8 090814 Dining Facility P620- Ad Info Request
Attachments:
Wet Pond Standardized Calculation Format.doc
Attached is the pond calc worksheet referred to at the end of item 5.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart. naugle @ncdenr. qo v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 2:37 PM
To: 'Towler CIV David W'
Cc: Steve Bennett; '[e-mail]'
Subject: SW8 090814 Dining Facility P620- Ad Info Request
David;
Please find the additional Information request attached.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fox
marx naugle@ncdenr. gov
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

Naugle, Mary
From: Scott, Georgette
Sent: Wednesday, September 30, 2009 2:45 PM
To: Naugle, Mary, Lewis,Linda
Subject: RE: ad info fee
There are some minor changes but I also see a lot of recalcs. Please request $1000.00
Also in your first paragraph is a typo. I think you wanted to say "thick strip of permeable pavement" instead of "thing".
Georgelm Scott
Slorni aler Prolmuu Supcicisor
Stale Slot ni'mer program
NC Division ol'watcr Quality
127 Canlioal Drina Exl.
Wilinitipm, NC 2840.5
I'hone (910) 796-733.5
Fax [phone]
Email correspondence to and rrom Ihis address may be subject to the Nonb Carolina Public Records Uw and may be disclosed to third panics.
From: Naugle, Mary
Sent: Wednesday, September 30, 2009 2:31 PM
To: Scott, Georgette; Lewis,Linda
Subject: ad info fee
Express ad info with fee = should it be $500 or $1000???
S:\wqs\stormwater\adinfo\2009/090814 sep09
The file is on Linda's chair.
Mary Jean Naugle
NC DEAN Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mary naugle@ncdenr. go v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

Hall, Rhonda
From: Towler CIV David W [[e-mail]
Sent: Tuesday, September 29, 2009 1:43 PM
To: Hall, Rhonda
Subject: RE: MCAS Dining Facility P-620
Ronda,
What they have is incorrect. It should be:
34 deg 42" 51" N
77 deg 27' 26" W
Can you make this change or should I contact the engineer and have them do
it?
Thanks,
David
-----Original Message -----
From: Hall, Rhonda [mailto:[e-mail]]
Sent: Monday, September 28, 2009 15:53
To: Towler CIV David W
Subject: MCAS Dining Facility P-620
David,
Please verify the Latitude and Longitude for the MCAS Dining Facility P-620.
The FRO indicates that the latitude is 34.7133 and the longitude is
-72.45611.
Rhonda Hall
Assistant Regional Engineer �rJ
Land Quality Section, Wilmington Office D ��
Ph# [phone]
E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
1

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Permit No.
tro oe provided Dy Ow(g)
T
OLOWA�� F W A 1'F,,,
NCDENR
y y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET/DETENTION BASIN SUPPLEMENT
/This form must be filled put, printed and submitted.
The Required Items Checklist Pad III) must be printed, filled out and submitted along with all of the required mkirmation.
I.RPRCOECT.ANFORKATION k'i' -__ -''. `. c.r.' $:y"a�.`1 ._.'Tx`.; *lT :.l''.s%t.. ``�s^�t' '-?.4#`e' '%,.3i. '3km .;..=WM�."-et€c�iF4:r u; F` 4
Project name
Summemouse on Everett Bay
Contact person
,.. Carl C. Huddles PE
Phone number
252-633-2424
Date
3wup09
Drainage area number
Twining Rose :!p�iq,tfj.'yiQ;'�
Drainage area
Impervious area, pa
%impervious
Design rainfall depth
Storage Volume: h
Minimum volume net
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-developmeat 1-yr. 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr storm peak flax required?
1yr. 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 20r peak Ilm
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shed elevation
Bottom of 10ft vegetated shelf elevation
Sediment deanout, top elevation (bottom of pond)
Sediment deanoul, bottom elevation
Sediment storage provided
Is there additional volume stored above the stale -required temp. pool?
Elevation of the top of the additional volume
Forth SW401-Wet Datentlon Basin-Rev.6-M009
--:1,862,029 fl
794,607. fir
42.67 %
"1.O:in
')103,000gti
(, 197.291;ft'
to
is
0 as
`0.35:(unitle
--...0.54. (umtle:
. `-5.95linlhr
90.E fl'Isec
134.81 f1'lsec
44.81 fY'lsec
OK
OK volume provided is equal to or in excess of volume required.
15.00'.
00 sl Data not needed for calculation option #1, but OK if provided.
>09 fmsl
.00 trial Data not needed for calculadon option #1, but OK if provided.
1.75it
;`.(Y or N)
final
Pans I, a tl. Design Summary, Page 1 of 2
g S 0 6 2009

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State of No
Department of Enviroam
Division CA
STORMWATER
WET
A complete stormwater mI
supplement for each basin,
structure details.
I. PROJECT INFORMA
Project Name:
on
Contact Person: Carl C. Huddle, PE
For projects with multiple basins, specify
PermitNo. QOCUsU f
("to be provided by D WQ)
1 Carolina
t and Natural Resources
ter Quality
PERMIT APPLICATION FORM
DN BASIN SUPPLEMENT
photoeapied for use as an original
plan submittal includes an application form, a wet detention bas<n
culations, and plans and specifications showing all basin and outlet
elevations
Basin Bottom Elevation 9.00 g,
Permanent Pool Elevation 15.00 g,
Temporary Pool Elevation 16.00 g,
Phone Number: ( 252 ) 633-2424
w_ orksheet applies to: Twining Rose bPAtlfAQ AR.1A1 tJC.3
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 191,639.00 sq. ft. (water surface area at the or face elevation)
Drainage Area 48.27 ac. (on -.site and off -site drain oe to the basin)
Impervious Area 18.13 ac. (on -site and off -site drayage to the basin)
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 1
Form SUw-102 Rev 3.99
873,166.00
cu. ft.
197,291.00
cu. ft.
171,835.00
eu.'l,
2.0
4.0
in.
1.0
in.
90
%
(combined voluitrie of main basin and forebay)
(volume detaA ed above the permanent pool)
lapproxim ely 20% of total volume)
(Sur(bce area to drainage area ratio from DWQ table)
(2 0 5 day temporary pool draw -down required)
Page I of 4
85%
A115 9 6 Z009

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Enlisted Dining Fac
MCAS New River — 0
Jacksonville,
The new dining facility is located at the int
Street on the Marine Corps Air Station New 1
5.3 acres in size of which most will be disturl
construct a new dining facility just north of tl
construction of the new building is complete,
begin. Upon completion of demolition, a nev
site of the old mess hall. There are no wetlan
maintained by station mowing operations.
RECFTVE
-620 SEP 16 2009
County
BY:
rs9btion of Douglas Road and Schmidt
iv r. The project boundary for the site is
during construction. The project will
existing dining facility. After
lemolition of the existing building will
parking lot will be constructed over the
s on site — currently the entire site is
Sanitary sewer and potable water are av 'ilable on site. New service tie-ins only will be
required.
The site has no historic significance.
There are no known non-compliance i sues.
Stormwater from the site ultimately o tlets to Southwest Creek which is classified as
Aquatic Life, Secondary Recreation, Fre ; High Quality Waters, Nutrient Sensitive
Waters (C;HQW,NSW). The index nu ber is 19-17-(6.5) (See Attachment A-1 & A-2)
The ultimate build out of the site is c culated to be 56% impervious which indicates a
High Density Commercial requirement or stormwater design. A variety of BMP's have
been identified to collect and treat stortr water runoff for the entire post development
BUA. These include grass lined swales pervious pavement, rainwater harvesting, sheet
flow across vegetated areas, and a wet d tention pond. Specifically: a
2.350 acres treated by gr s lined swale (see attachment B)
0.282 acres treated by p( ious pavement
0.712 acres treated by rai water harvesting system
0.864 acres treated by sheAt flow across a vegetated area
1.277 acres treated by wet Oetention pond
We are not in close proximity to state waters, therefore, buffer areas are not required.
There are no off -site waters entering our sit , and no roadway construction is proposed.
A scoping session was attended on Sept!, 2009 by Mary Jean Naugle, Janet Russell,
Rhonda Hall, David Towler, Matt Brewer an Steve Bennett. The design parameters for
the wet detention pond established at that mee ing were as follows:
a) Maximize the vegetated area along the a sterly edge of the proposed parking lot
to make the structure as large as feasibly ossible.
b) Temporary pool volume will be sized to m nage the greater of either: R E C E 1 11 E D
SEP 1 6 2009
DWQ
PROJ #

Nau
From: Matt Brewer [Matt@bbas WNW
Sent: Wednesday, September
:
Cc: NorMPn9P9W6UQtt>,VSR>��,4Yi�, P9@Q49914n�tural Resources
Cc
Subject: MCAS Dining Fa(Di6ZJ oastal Management
Atlav" s Perdue Stormwater narrative for gg[N@(t [e-mail] Dee Freeman
Governor
Ms. Naugle,
Director
Secretary
Thank you for taking time to meet with me last Friday. A revised package of plans and computations has been
sent to you via UPS for delivery today. Based on our discussion, please note the following changes:
I . Increase pervious concrete on the site to the greatest extent possible.
In addition to the patio and portions of the parking lot, ALL of the new or impacted pedestrian sidewalk
areas on the site have been changed to porous concrete. See various site plans.
2. Include the porous concrete as a separate BMP.
The soil conditions have been evaluated and deemed acceptable for this purpose. In areas where till is required,
a sandy, structural fill will be imported meeting the infiltration rate requirements of 2.0 inches per hour. For
simplicity, a separate "Permeable Pavement Supplement" has been prepared for the parking; patio, and sidewalk
areas. These new supplements are located in the front pocket of the computation booklet.
3. Provide typical cross section details for the sidewalk, patio, and parking areas.
Typical cross sections are provided on Sheet CS-503.
4. Provide a schematic detail of the rain harvester system.
A schematic detail has been provided on Sheet CU-503. The design requires a 10,000 gallon storage capacity.
The pump system will be coordinated with the mechanical engineer for connection to the building plumbing
system. '['he contractor shall have the right to select a different manufacturer provided the required system
components remain the same.
5. Provide a typical detail for the proposed grass swales.
A typical cross section for the swales has been provided. See Detail 5, Sheet CU-500.
01. Further delineate cover types in each drainage area.
Each sub -drainage area has been broken down to indicate the various cover types. See revised BMP Drainage
Area Map in Attachment `B'.
C J Correct drainage area limits to Loading Dock.
The small drainage area to the trench inlet at the loading dock has been revised to show this area outfalls to the
existing storm drain system. See revised BMP Drainage Area Map in Attachment'B'.
127 Cardinal Drive Ext., Wilmington, NC 28405 One
Phone: [phone] FAX: [phone] Internet: www.nccoastalmayagement.net NorthiCaroltna
An Equal Opportunity 1 Affirmative Action Employer ;Vat L ally

I
8. Provide permanent inflow protection for the
near Sediment -traps 3 and 4.
Permanent Inflow protection has been indicated
9. Evaluate
feet.
Nrov e the 1 minum average depth o1' 3
tl Natural esources
Division of Coastal Management
G�1c�tefrlKLV�%ii tSrs(e$� e provided, structural suppeIRTt RAVe required to increase the depth ancQft&eeman
se NOWthe pond. Gabion retaining walls and gradiQrP lions have been added which allow the folioC®�ary
Increase the depth of the narrow portion of the pond to a permanent pool depth of 3 feet with an
additional 1.0 foot of sediment storage below.
Increase the depth of the main pond to a permanent pool depth of 4 feet with an additional 1.0 foot of
sediment storage below.
• Increase the width of the vegetated shelf to 6 leet.
The Express Permit Option Application is located in the front of the computation booklet. Please note that the
booklet marked "Original" contains the documents with original signatures. David Towler will provide the
signed O&M Agreement for the Permeable Pavement today. Please replace the narrative in the booklet with
the revised narrative attached to this e-mail.
-thank you for your consideration. Please call with q
Matthew S. Brewer, RLS
Partner
BEN N171-l. BRL'WIR & ASSOGATlS
23 East Main Street, Suite 200
Frostburg, Maryland 21532
Phone [phone] Fax [phone]
mact.brevver bbasurvey com
127 Cardinal Drive Ext, Wilmington, NC 28405
Phone: [phone] FAX'. 910-395-3964 Internet: www.nccoastalmayagement.net
NorthCarolina
An Equal Opportunity 1 Afinmative Action Employer

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Enlisted AlLA
P-620
MCAS NevinCounty
North Carolina DepartmWoPEYjOroiilllient and Natural Resources
Division of Coastal Management
Beverly EaveTpi;tl dining facility is located allj e 1�§WdAW of Douglas Road and Schmidt Dee Freeman
Governor Street on the Marine Corps Air Station NexDiky&r. The project boundary for the site is Secretary
5.3 acres in size of which most will be disturbed during construction. The project will
construct a new dining facility just north of the existing dining facility. After
construction of the new building is complete, demolition of the existing building will
begin. Upon completion of demolition, a new parking lot will be constructed over the
site of the old mess hall. 'There are no wetlands on site — currently the entire site is
maintained by station mowing operations.
Sanitary sewer and potable water are available on site. New service tie-ups only will be
required.
The site has no historic significance.
There are no known non-compliance issues.
Stornlwater from the site ultimately outlets to Southwest Creek which is classified as
Aquatic Life, Secondary Recreation, Fres; High Quality Waters, Nutrient Sensitive
Waters (C;FIQW,NSW). The index number is 19-17-(6.5) (See Attachment A-1 & A-2)
The ultimate build out of the site is calculated to be 56% impervious which indicates a
High Density Commercial requirement for stormwater design. A variety of BMP's have
been identified to collect and treat stormwater runoff for the entire post development
13UA. These include grass lined swales, pervious pavement, rainwater harvesting, sheet
flow across vegetated areas, and a wet detention pond. Specifically:
2.350 acres treated by grass lined Swale (see Attachment B)
0.1 15 acres treated by permeable pavement (Porous Concrete Patio)
0.322 acres treated by permeable pavement (Porous Concrete Sidewalk)
0.160 acres treated by permeable pavement (Porous Concrete Parking)
0.712 acres treated by rainwater harvesting system (New Building)
0.364 acres treated by sheet flow across a vegetated area
1.277 acres treated by wet detention pond
Total Site Area 5.30 Acres
When considering the overall site, the total increase in post -development BUA
(excluding the building which drains to the Rain Harvester) is approximately 7,000 SF
which nearly meets the standards for "re -development". Given the existing site has no
appreciable stormwater quantity or quality management of any kind, the design proposed
herein represents a substantial improvement. Essentially, the proposed design treats
significantly more BUA than what is being treated today.
127 Cardinal Drive Ext., Wilmington, NC 28405
Phone: [phone] FAX: [phone] Internet: wwwnccoastalmanagementnet
An Equal Oppodumly 1 Affirmative Action Employer
NorthCarolina
Naturally

0A
NC®ENR
North Carolina Department of Environment and Natural Resources
We are not in close proximitp)Wsy tt��falt"6Re�Rfter areas are not required.
Beverly Ealk"9610 offsite waters entering oyarr&HaT�eW6oadway construction is proposed. Dee Freeman
Governor Director Secretary
A scoping session was attended on Sept 9, 2009 by Mary .lean Naugle, Janet Russell,
Rhonda Hall, David Towler, Matt Brewer and Steve Bennett. The design parameters for
the wet detention pond established at that meeting were as follows:
a) Maximize the vegetated area along the easterly edge of the proposed parking lot
to make the structure as large as feasibly possible.
b) Temporary pool volume will be sized to manage the greater of either:
i) 1-1/2 inch over the impervious area draining to the pond
ii) Attenuation of the 10 yr post development storm to the pre
development rate.
c) Permanent pool volume to be designed per standard practice.
d) Maximize the use of pervious pavement in the parking lot to the greatest extent
practical.
Step one — determine seasonal high water table elevation
The Geotechnical report (Attachment Q has indicated shallow clay type soils in the
location of the pond which produced a perched ground water condition. Specifically, the
Geotechnical report indicates the clay barrier at the location of the pond approximately
18" below existing grade. The report further indicates seasonal high water to be
approximately one foot above that level. The SHWT was determined as follows:
1) Average existing grade elevation at pond = 21.0+/-
2) Approximate top of clay barrier = 19.50+/-
3) Seasonal high water table 19.5 + 1.0 = 20.5+/-
4) *"fop of permanent pool elevation to be 6" above or below SH WT — for purposes
of this design the top permanent pool elevation shall be set at 20.0
Step two — determine surface area of permanent pool
percent of impervious cover = 1.010 acres of impervious area / 1.270 acres of total area =
79.0%
Surface area to drainage area ratio = 6.8 (See table 10.2 Attachment D)
Required Surface area = 6.8 / 100 * 1.270 acres = 0.08636 acres = 3,762 sf
127 Cardinal Drive Ext., Wilmington, INC 28405
Phone: [phone] FAX: [phone] Internet: www nccoastalmanagementnet
An Equal Omonumly 1 AfOrmalive Action Employer
NorthCarolina
Nawrally

I '
jStep three— determine depth of permanent pool
Option 1 — d�,. = vol permanent pool / area permanent pool = 6,093cf / 3,766sf = 1.62 ft
Check volume
Rv = 0.05 + 0.009 1
Rv = 0.05 + 0.009 (79.0)
Rv = 0.766
WQv = 1 inch (Rv) (DA)
WQv=(1)(0.766)/12(1.270) = 3531cf
Check depth 3531/3762 = 0.93ft therefore okay
FOR PURPOSES OF THIS DESIGN USE MINIMUM REQ'D. DEPTH OF 3.0 FEET
Step four — determine volume of temporary pool
1.5 inches over impervious area = 0.125ft * 43,996 ft = 5,499cf
10 year storm attenuation volume = 4,966cf (see attachment E)
FOR PURPOSES OF THIS DESIGN USE 5,499cf FOR MINIMUM TEMPORARY
POOL VOLUME.
Volume above permanent pool to elevation 21.0 = 5,583 cf— for purposes of this design
set top of temporary pool elevation at 21.0
Step five — determine outlet size to release temporary pool in 2 to 5 days.
**Set average head for orifice at 1 /3 temporary pool depth or 0.33 feet.
Set 1.25 inch diameter orifice at invert elevation 20.0 (Top of permanent pool)
Q=CA(2gh)' = 0.6(0.00852sf)(2*32.2*0.33).' = 0.0235cfs
0.0235cfs = temporary pool volume / draw down time in seconds
0.0235cfs = 5,730cf / draw down time in seconds = 243,144 sec. = 67.54 hours = 2.8days

i
Step six — determine discharge for flood volume (100 year storm) thru outlet
Set top of concrete riser at top of temporary pool elevation at 21.0
Q = CLH3/2
C = 3.1 L = length of weir = 8 ft H = Head above riser crest
(See TR-20 routing computations attachment F)
Erosion and sediment control will be accomplished during both phases of the project
thru a variety of measures. These practices will include sediment fences, sediment traps.
stabilized construction entrances and various inlet protection devices. Strict adherence to
the temporary and permanent seeding guidelines will be required at all times. All swales
have been designed to convey the 25 year storm at non -erosive velocities considering an
n value of 0.02 (See Attachment G). The required carthwork is minimal, which in
conjunction with the flat topography should not generate any unforeseen sediment or
erosion control issues.

Naugle, Mary
From: Naugle, Mary
Sent: Tuesday, September 08, 2009 11:16 AM
To: Naugle, Mary; Steve Bennett; [e-mail]
Cc: [e-mail]; Matt. [e-mail]
Subject: SW8 090814 MCAS Dining Facility P-620 - New River -state stormwater
Steve;
Below are some of the items we discussed at the scope meeting on 9/2/09 for this state stormwater application:
1. Existing BUA is less than the proposed.
2. Stormwater runoff from the rebuilt dining facility [roof runoff] will be collected for rain harvesting.
3. The south side of half of the loading dock will be routed to existing collection due to elevation and site restraints
for truck access.
4. The north side of the loading dock will be routed to vegetated areas on the north side and will maximize use of
the vegetated areas for sheet flow runoff.
5. The front patios of dining facility will drain in a sheet flow manner to the north and south vegetated areas.
Permeable pavement will be used for this bua to the maximum extent practical.
6. The majority of the parking area will be treated based on space on the east for wet pond treatment. The wet
pond will be extended to use the vegetated area on the east side of parking area.
7. Other perimeter parking areas will utilize permeable pavement on the front half of parking spaces with pavers.
8. Parking lot islands will be changed to grassed areas to minimize bua and maximize vegetation.
9. Design storm is 1 %: inch and WQV will include pre/post with pre basis on existing site bua. 2008 rule. 2008-
211.2(b)(3)(b) (3) & ...4(c).
10. Swales and bmps will include temporary sediment traps for sediment, erosion and control.
11. Swales will be flat as possible to promote infiltration on site.
12. One drainage area plan will delineate drainage areas to each bmp and include bearings and distances for the
permit lines.
Please use the application review checklists and forms on the website for state stormwater applications found at this
link:
htto://h2o.enr.state.nc.us/su/bma forms.htm.
Please note there are bmp sections for rainwater harvesting, permeable pavement, wet pond, etc... as well as the
supplements and operation and maintenance agreements for each type of bmp requesting stormwater treatment.
Please use the rule, bmp, application forms, and checklists on the web to complete the application forms and plans.
Please let me know if you need other information to complete the application.
The submittal meeting is scheduled for Friday, 9/4/09 at 9:30 a.m.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fox
mart' naugle@ncdenrgov

Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Naugle, Mary
Sent: Friday, September 04, 2009 9:26 AM
To: 'Steve Bennett'
Cc: [e-mail]; [e-mail]
Subject: MCAS Dining Facility P-620 - New River -state stormwater
Steve;
1. Permeable pavement.
To receive credit BUA reductions with permeable pavement, the material, soils, infiltration rate, and SHWT
must meet the conditions in the BMP section 18, supplements, etc... The material that you sent appears to be
porous concrete and it is allowed in the bmp. The bmp is found at this website, as well as the forms, 0&M,
etc...: http://h2o.enr.state.nc.Us/su/bmp forms.htm.
The runoff from walkways should either be routed to vegetated areas in a sheet flow manner and/or permeable
pavement used on this project to the maximum extent practical. The parking areas in the front portion of each
parking space is more of a square type brick with opening inside. It is described and pictured in the BMP figure
18.1.
2. SHWT
The soil report that you attached discussed the SHWT in section 3.3 the second paragraph. It appears to be an
estimate of SHWT elevations relative to perched soils at the boring locations. The boring was only attached for
CBR-1 at the proposed pond location. The boring B-1 in the area of the patio for the dining facility or borings for
the locations of the sidewalks were not attached. The recommendation in the report is to make the
determination at the time of construction, which is after the design phase. The seasonal high water table is
based on soil conditions and the historical colorings of soil strata in the areas of proposed stormwater bmps.
The SHWT is made by soil scientist and this appears to be a geo tech report. If you have further questions
regarding the SHWT determinations, you may contact the Division's soil scientist, Vincent Lewis, at 910-796-
7378 [office] or you may have a better chance of reaching him in the field on his cell phone at 910-389-4358.
Since this project is rebuilding existing facilities, the permit will be a hybrid that includes many types of
stormwater treatment to maximize water quality treatment and keep the water on site where possible within
the constraints of the project area. If the SHWT and/or soil conditions do not meet the requirements of the
BMP the credit for BLIA reduction is not included in the permit, but the use of permeable pavement [porous
concrete for walkways and pavers for front portion of parking spaces] will provide water quality benefit for the
site in addition to the proposed rain water harvesting from the building and wet pond treatment for a majority
of the parking lot.
Please let me know if you need more information to complete the application.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mary. naugle@ncdenr go v

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