SW8100406_HISTORICAL FILE_20100628

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

w r
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
June 28, 2010
Division of Water Quality
Coleen H. Sullins
Director
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 100406
Marine Mart Convenience Store at Courthouse Bay
High Density Infiltration Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
Marine Mart Convenience Store at Courthouse Bay on May 19, 2010 with additional information submitted
on June 9, 18, and 28, 2010. Staff review of the plans and specifications has determined that the project,
as proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A
NCAC 2H.1000. We are forwarding Permit No. SW8 100406 dated June 28, 2010, for the construction of
the subject project.
This permit shall be effective from the date of issuance until June 28, 2020, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150E 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 me at [phone].
Sincerely,
Georgette colt
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\100406jun10
cc: Leon W. Schnur, PE
Mickie Redhage, BIS Frucon Engineering, Inc., 636-391-4585, fax: [phone]
Wilmington Regional Office
MJ Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] \ FAX: [phone] \ Customer service: 1-877-6236748 Noitl l CaTO11I1a
Internet .ncwaterquality.org a'�n��rn//�
An Equal Opporlun4ylAffmiafive Action Employer (/ Y[4 s FL((

State Stormwater Management Systems
Permit No. SW8 100406
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
US MCB Camp Lejeune
Marine Mart Convenience Store at Courthouse Bay
HWY 172 at Horn Road, Camp Lejeune, Onslow County
FOR THE
Construction, operation and maintenance of two (2) infiltration basins in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter collectively and
separately referred to as the "stormwater rules') and the approved stormwater management
plans and specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 28, 2020, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.8 on page 3 of this permit. The stormwater controls labeled Basin
A and Basin B have been designed to handle the runoff from 19,347,square feet and
32,644 square feet of impervious area, respectively.
3. Each basin must be operated with a 50 foot vegetated filter, designed to provide
effective infiltration of the design storm such that no discharge to surface waters occurs.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8 of this
permit, and as shown on the approved plans and documentation. There is no built -upon
area allocated for future development. Additional BUA requires submittal and approval
of a permit modification.
5. 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.
6. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 100406
7
Ll
The project shall provide a 50 foot wide vegetated buffer adjacent surface waters,
measured from the normal pool of impounded structures, the top of bank of streams and
rivers, and the mean high water line of tidal waters.
The following design criteria have been permitted for the infiltration basins and must be
provided and maintained at design condition:
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
C. Design Storm, inches:
d. Bottom Elevation, FMSL:
e. Storage elevation, FMSL:
f. Permitted Storage Volume, ft3:
g. Predevelopment 1 yr 24 hr peak flow, cfs:
h. Post -development 1 yr 24 hr peak flow, cfs:
i. Type of Soil:
j. Expected Infiltration Rate, in/hr:
k. Design depth, ft:
I. Surface area at storage elevation, ft2:
M. Seasonal High Water Table, FMSL:
n. Time to Draw Down, hours:
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
"A"
"B"
0.75
1.19
32,863
51,774
none
none
19,347
32,644
19,347
32,644
none
none
3.7 (pre/post 1
yr 24 hr) for both
35.8
35.8
36.8
36.8
5,779
9,129
0.02
0.03
0.08
0.12
SM silty sand
SP-SM silty sand
6.2
10
1
1
6,617
9,613
31.8
31.8
2
2
Courthouse Bay / White Oak
19-36
19-36
"SA;HQW"
"SA;HQW"
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. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and 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 bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. 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.
5. 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.
6. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100406
7. Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of person performing the work and what actions were
taken.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate 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. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
12. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
1. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
2. This permit is not transferable to any person or entity except after notice to and approval
by the Director. At least 30 days prior to a change of ownership, or a name change of
the permittee or of the project, or a mailing address change, the permittee must submit a
completed and signed Name/Ownership Change form to the Division of Water Quality,
accompanied by the appropriate documentation as listed on the form. The approval of
this request will be considered on its merits and may or may not be approved.
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 in whole or in
part, nor the conveyance of common area to a third party shall be considered an
approved permit transfer request.
4. 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.
5. 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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 100406
6. 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.
7. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
8. The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying
'the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2008-211, Title 15A NCAC
2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the twenty-eighth day of June 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
r,�C z07�� 0, &v -d
oleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100406
Marine Mart at Courthouse Bay
Stormwater Permit No. SW8 100406
Onslow County
Page 1 of 2
Designer's Certification
I, , as a duly registered I in the State of
North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for
Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7
Page 2 of 2

State Stormwater Management Systems
Permit No. SW8 100406
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The basin elevations are provided per the approved plans and documentation.
6. Vegetation is planted according to planting plans and supplement as permitted.
7. The permitted amounts of surface area and volume have been provided.
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 vegetated filter strips are grassed with permanent vegetation.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
15. The level spreaders are installed in accordance with plans and documentation.
16. The vegetated filter strips are installed in accordance with plans and
documentation, including the length, width, slope, location, elevations, etc...
cc: NCDENR-DWQ Regional Office
David Towler, Camp Lejeune
Page 7 of 7

LJ
.;DWQ USE ONLY.
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW - 1995 ne Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M gmt Plan:
1p `"�5��"3lp(op3 ADIIJFU
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fornr may 6e photocopied for use as an original
L GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
sl-ecificaFions; letters, operation -and maintenance agreement,etc.):
Marine Mart Convenience Store Pgr GOutvriloosrs C-D>A%4
2. Location of Project (street address): _
North Carolina Highway 172 fci Aoeo zP
City:Camp Lejeune County:Onslow Zip:28542
3. Directions to project (from nearest major intersection):
From the intersection of North Carolina I-Iighway210 and North Carolina Highway 172, go east on North
Carolina highway 172 approximately 7 miles to I-torn/Marines Road. Site is at the southeast corner of the
intersection of North Carolina Highway 172 and Horn Road.
4. Latitude:34° 35' 15" N Longitude:77° 21' 34" 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 stratus of
construction: ❑Not Started ❑Partially Completed* []Completed* *prcmide 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 subrnitted'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
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 2.44 ac of Disturbed Area
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:
MAY 1 7 2010
FonrSWU-101 Version07July2009 Page I of

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:Blde 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Mailing Address (if applicable):131dg'1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Phone: (910 ) 451:2213 Fax: (910 ) 451-2927
._.. _ Email:carl.h.bakerCrusmc.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:Commandine.Officer, US MCB Camo Lejeune
Signing Official & Title:Carl Baker, Deputv Public Works Officer
b.Contact information for person listed in item 2a above:
Street Address:Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Mailing Address (if applicable):131dg 1003 Michael Rd
City:Camp Lejeune State:NC Zip:285,12
Phone: (910 ) 451=2213 Pax: (910 ) 451-2927
Email:[e-mail]
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/ Organizafion:Centemial Contractors Enterprises, Inc.
Signing Official & TitleXelly Snook, Project Manager
b.Contact information for person listed in item 3a above:
Mailing Address:8500
Phone:
4. Local jurisdiction for building permits: Camp I-ejeune
Fax:
Point of Contact:loe Walbert Phone #: [phone]
Dorm SWLI-101 Version 07.1uly2009 Page 2 of MAY 1
7BY:_-- --

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff from the site will drain overland through one of two two bioretention areas then outlet via
level spreader and filter strip to existing ditches at the site's perimeter.
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:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph 11- Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 3.095 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':3.095 acres
Total project area shall be cnlndnted to exchrde the foil raving the normal pool of iurppwarded structures, the area
behveeu the brinks of streams and rivers, the area belory the Normal Hi h Water (NM line or Mean High Water
(MHW) line, and coasted wetlands landward from the NFIW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal rvetlamds lamrhoard of the NHW (or MPIW) line runy
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?2 (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.
Basin Information
Drainage Area A
Drainage Area B
Drainage Area
Drainage Area
Receiving Stream Name
Courthouse Bay
Courthouse Bay
Stream Class *
SA; HQW
SA; HQW
Stream Index Number *
19-36
19-36
"Total Drainage Area (so
32863
51774
On -site Drainage Area (sf)
32863
51774
Off -site Drainage Area (sf)
0
0
Proposed Impervious Area** (so
19347
32644
Impervious Area" (total
59
63
Impervious" Surface Area
Drainage Area A
Drainage Area B
Drainage Area _
Drainage Area _
On -site Buildings/ Lots (so
0
9258
On -site Streets (so
0
0
On -site Parking (so
18698
21333
On -site Sidewalks (sf)
649
2053
�—
Other on -site (so
0
0
Future (so
0
0
Off -site (so
0
0
Existing BUA*** (so
0
0
Total (so:
19347
32644
Strewn Class and tinder Nunnber can be determined at: http://h2oxmr.state.nc.us/bims/reports/reportsWB.btud
Inpervious 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 ofexisting BUA that will remain after development. Do not report any existing BUA that
is to be rennoved and which will be replaced by new BUA.
Form SWU-I01 Version 07July2009 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. Site Survey
Proiects in Union County: Contact DWQ. Central Office steno check if the project is located within a threatened &
Endangered Species watershed that stay be subject to snore stringent storunvater requirements ay 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
from http://h2o.enr.statc.nc.us/su/bmp forns.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://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.statL.ncus/su/msi tnaps.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 corny of the Stonnwater Management Permit Application Form. at
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants JVIA
Form. (if required as per Part VII beloro)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP. ���,��
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to 9W S_
http:/ /www.envlielp.tirg/12ages/`onestopexRrcss,htTnl for information on the Express program Ltom
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 ✓4T
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 Ac_�
receiving stream drains to class SA waters within b4 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations. IRR
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
in. Wetlands delineated, or a note onthe plans that none exist. (,Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
u. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
FormSWU-101 Version07July2009 Page 4of6 MAY 1 7 2010
BY:

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" 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 forblNQ to verity the SHM' prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A lViA
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N)A
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.
littp://www.secret,iry.state.nc.us/Cori2orations/"`CSearch.ispx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to"be recorded prior to the sale of any lot. if lot sizes vary significantly or the'proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized heed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
hltti•/lh2o.enrstate.nc.us/suPomp 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 covenantscannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
V111. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (Stich 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 Engincer:Mickie Redhage
Consulting Firm: BiS Frucon Engineering, Inc.
Mailing Address:15933 Clayton Road
City:Ballwin State:MO Zip:6301'1
Phone: [phone] Fax: [phone]
Eniail:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or h/pe name of person listed in Contact lnformation, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type mmne ofperson
listed in Contact Information, item, la) with (print or type nine of organization listed in
Contact Information, item lb) 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
Duty responsible for the operation and maintenance of the stormwater system.
FormSWU-101 Version07Julv2009 Page 5of6
RR —TV EU
MAY 77 2010
BY:

As the legal property owner I acknowledge, understand, and agree by my signature below, that it 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
completed Name/Ownership Change Form within 30 clays; otherwise I will be operating a stormwater treatment
facility without a valid pernut. 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 ztv�il penaltie f up to $25,000 per day, pursuant to NCGS 143-215.6.
i /1 1
t Signature: l Date:0_:/v__
before me
a stormwater permit.
1 L& AAA-J , a Notary
Pubic for
rtthe Stnate of mac' County of
-,do hereby certify that �-- A-L personally appeared
of aO//), and ack owledge the due execution of the application for
Witness my hand and official sea
l, d )
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY, C
MY COMMISSION EXPIRES
X. APPLICANT'S CERTIFICATION
SEAL
My commission expirese. � 0
I, (print or hype name of person listed in Contact Inrformation, iteu 2) Carl Baker, Depht Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective cgwqnants will be recorded, and that the proposed project complies with the requirements of the
applicable stor w ter rules ter A NCAC 2H .1000, SL 2006-246 (Ph. ❑ -Post Construction) or SL 2008-211.
SignaDate:-_:!�
I, 14 1t. J a NotaryyJT'ublic�for the State of ftzt& �{/� C;ounty of
do hereby certify that/�e — C-t2h e /�:tt_� ----- Personally appeared
before me this jQ day of _ ___. ____ ' _ _a 0(0 , and ack owledge the due execution of the application for
a stormwater permit. Witnesses my hand and official seal, !gl _---..__
v � 30� o/U
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY]
MY COMMISSION EXPIRES
'Form SWU-10.1 Version 07July2009
SEAL
My commission expires r 3 6
7`4_.CiV-n
MAY 1 7 2010
Page 6 of 6
y9 /o

` MEMORY TRANSMISSION REPORT
TIME :06-28-'10 15:31
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO. 500
DATE 06.28 15:28
TO : 8 919104512 97 6
DOCUMENT PAGES 8
START TIME 06.21 15:30
END TIME • 06`78 15:31
PAGES SENT 8
STATUS OR
*** SUCCESSFUL TX NOTICE ***
State of North Ca�WIu.
wuml.aw. x.wn..1 omep
Bev�iy Eavas P rave. C'overvor FAX COVER SArC£T
Dev FYwn�aw. Se�r.lary
No. Fpgea (exnl. aovar): /
Fho�n: (910)996-0 �
Fox: (9101350-2004
121 Cnrdlnsl Orlva xC .--I - (910) 7%-1215 - M Equal OppoMnl{y gHSrm naive / —.— Employor

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHFET Dee Freeman, Secretary
Date: _ 8 /r
To:
Co:
Fax: / — Ala - �f5 / `/�'%Z
Re: 71—
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
ern/`/- ssd"'d— %/--e-✓ Py 1"2 z-;,2If , L,
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] -An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :06-28-'10 15:29
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
499
DATE
06.28 15:28
TO
S 916363914497
DOCUMENT PAGES
8
START TIME
6-28-15:28
END TIME
06.28 15 29
PAGES SENT
8
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
6tate of NorYb C.rotiv.
Unp. r[ment o! Evvirovmavr ved Naue.i Rv�ov rau
wummsten lie¢icea omm .
Bcavi/y Eo.+ra JYrOnr. Govervor FAX COVTiR SHEET Dw tYs.ansv. Svc>et.ry
Date: /� No. Pe¢ea (excl. cover):
[91 Ol 350-200
a 2"/ Cnrd 4+N Drlvn PaatenslnnWal mingtnnNC 38i05 � (9(0) 796-1213 � M Eevnl OVP"�taan�aY Aitteae�natve Acalnn Em ptuvor

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: /
To:/G�/ �Gd/IGL9 v y
Co: B %/S f/ULO /7/��/l�l1�1n1/ l ��J/ i �✓
Fax:
No. Pages (excl. cover)
From: Jo Casmer
Phone: [phone]
Fax: �[phone]
Re:
k//2/ /' /ssd�d- /aid li dp�/ / it '5-'2Q , .l
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] ® An Equal Opportunity Affirmative Action Employer

Naugle, Mary
From: Redhage, Mickie K (Mickie.Red [e-mail]
Sent: Monday, June 28, 2010 11:09 AM
To: Naugle, Mary
Subject: RE: SW8 100460 Marine Mart State Stormwater
Attachments: 02 - App permit page 3.pdf
Mary Jean,
Drainage Area A changed per comment number 1 from the June 10 letter. The Infiltration Basin Supplement is correct.
have revised page 3 of the application permit to match it, and it is attached. If you need anything else, let me know.
Thank you,
Mickie Redhage, RE
BIS Frucon Engineering, Inc.
Civil Engineering Department
15933 Clayton Road, Suite 305
Ballwin, MO 63011
Email: [e-mail]
Phone: [phone]
Fax: [phone]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Monday, June 28, 2010 9:38 AM
To: Redhage, Mickie K
Subject: RE: SW8 100460
Mickie
Marine Mart State Stormwater
The drainage area and impervious area is different on the supplement than the application page 3 in section IV(1O)... for
drainage area A. please verify which is correct ?
Thanks...
Trying to issue today.
Either can be changed if you e-mail the correction. Be sure to include on supplement, calcs, application, etc...
Hopefully plans don't change ? elevations ????
The system phone are not working, so you can call my cell at 910-233-8718 if you need to.
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
many. naugle@ncdenrgo v
RECEIVE�
JUN 2 @ 2010
BY:-----

LETTER OF TRANSMITTAL
Frucon
aIs Engineering
Project Name: Marine Mart at Courthouse Bay,
Camp LeJeune
Project No.: 805322.18
To: NC DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Mary Jean Naugle 910-796-7215
We are sending ® Herewith ® Delivered via UPS
UPS Tracking #:
June 21, 2010
File No.:
13.10
Transmittal No.: 010
Description: IFA — DENR Express Stormwater Submittal
cc: Kelly Snook, CCE David Towler, ® w/ copy Below
Camp LeJeune DPW
rcc: File
Vendor:
Manufacturer:
Equipment No.:
®Drawings ❑ Calculations ® Specs ❑ Shop Dwgs. ❑ Samples ❑ Change Notice ❑ Copy of Ltr. ❑ Orig. Tracings ® Other
No. of Drawing/
This transmittal affects
These Are:
❑ Preliminary
❑ Informational
M As Requested
❑ Advance Copy
® Engineering ❑ Procurement ❑ Construction
For:
IN Approval
®7I Your Use
�wI Review & Comment
1 Files & Distribution
_ ❑ Fabrication
_ ❑ Construction
Action Legend:
1. No exceptions taken, addressee can proceed with fabrication and/or
construction.
2. Addressee can proceed based on making revisions noted. Submit
corrected copy for file.
3. Revise as noted and resubmit. Hold fabrication or construction.
4. Submit copies for distribution/file.
Remarks: Please find the enclosed resubmital for Express Stormwater permitting of the proposed Marine Mart Convenience Store at
Courthouse Bay, Camp LeJeune. Because the originals were sent with the last submittal, only originals that have changed are included herein. If you
Have any questions or comments, please call me at 636-391-4585 or email me at Mickie.redhaoe(a)bisfei.com.
Any action shown above is subject to terms of contract and does not relieve addressee from his obligations under the contract.
If enclosures are not as noted, please notify us at once. By: Mickie Redhage
Please sign and return one (1) copy to us. Rec'd By:
JUN 2 2 2010
• BIS FRUCON ENGINEERING INC.
15933 CLAYTON ROAD • SUITE 305 • BALLWIN, MISSOURI 63011
[phone] 9 Fax: [phone]

CIVIL STORMWATER CALCULATIONS
MARINE MART CONVENIENCE STORE
CAMP LEJELINE, NORTH CAROLINA
BFEI Project No. 805322.18
Frucon
ais Engineering
PREPARED BY
BIS Frucon Engineering, Inc.
15933 Clayton Road
Ballwin, MO 63011
April 30, 2010
Revised May 11, 201d
Revised June 8, 2010
Revised June 21, 2010
JUN 2 2 2010
OP.NCAR
E...... �L
2.'e'F Ny-- 9
SEAL -

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
MARINE MART CONVENIENCE STORE
CAMP LEJEUNE NORTH CAROLINA
STORMWATER NARRATIVE
1. GENERAL INFORMATION
A new Marine Mart convenience store with fuel pumps, a single -bay self -
serve car wash, and car vacuum station is proposed on a 3.1 acre tract of
land at the southeast corner of the intersection of North Carolina Highway
172 and Horn Road in Onslow County, North Carolina. The site is located
within the Courthouse Bay section of US Marine Corps Base Camp
Lejeune. The site is bounded on the south by a tank trail and on the east by
Munro Road and will be accessed by two entrance drives from Horn Road
on the west and North Carolina Highway 172 on the north. The proposed
facility will occupy the western 2.4 acres of the site. No evidence of
wetlands has been encountered onsite. Water supply and sanitary
wastewater treatment for the proposed facility will be provided by Camp
Lejeune. See Figure 1 below for a location map.
2. STORMWATER INFORMATION
The site is located within the White Oak River Basin, and drains into
Courthouse Bay (Stream Index Number 19-36), which is classified as
SA;HQW. The stormwater design is high density commercial for State
Stormwater permitting. The existing site is undeveloped. Following
construction, approximately 50% of the disturbed area of the project site will
be impervious -surfaced.
2.1. Existing Drainage Pattern
The site's existing drainage pattern is generally towards the west. The flow
overland drains partially into a drainage swale along State Highway 172 and
partially into a drainage swale running along the edge of the tank trail. The
stormwater draining towards Highway 172 continues to the west into
Courthouse Bay while the drainage flowing toward the tank trail drains
southward along Horn Road. The drainage from the site ultimately flows to
Courthouse Bay, which is classified as SA;HQW according to the North
Carolina Department of Environment and Natural Resources (DENR).
-- _F ;➢'CI'� Drainage from offsite drains into the existing drainage swales at the site
JUN 2 2 2010

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322,18
perimeter and does not cross the site. There are no buffer requirements for
the site, and coastal management is not a concern.
An on -site evaluation of the site soils in each bioretention area has been
conducted by ECS Carolinas, LLP. One hand auger boring was performed
in the location of bioretention area A on December 23, 2009; the findings of
this test can be found in the Report of Subsurface Exploration and
Geotechnical Engineering Analysis dated January 13, 2010. A second such
boring was performed on area B on March 16, 2010, and the results of the
boring can be found in an addendum to the geotechnical report dated March
17, 2010. Based on these evaluations, the seasonal high water level is at
elevation 31.80, and the soil infiltration rate in bioretention area A was
determined to be 6.2 inches/hour, and the infiltration rate in area B was
found to be 10.8 inches per hour. Soils onsite are generally intermittent
layers of very loose to medium dense silty and clean sands.
2.2. Proposed Drainage Pattern
It is proposed that drainage from the Marine Mart site follow existing
drainage patterns, draining overland into two bioretention areas. See Figure
2, below for a drainage area map showing the overall drainage areas. The
drainage areas are broken out into pervious and impervious areas on sheet
A-1.
The western drainage area, area A, will drain into a bioretention area at the
northwestern corner of the site. Bioretention area A will drain via a level -
spreader and filter strip to a ditch along Horn Road that flows towards the
existing inlet at the intersection of Highway 172 and Horn Road. The
eastern drainage area, area B, will drain overland into a bioretention area at
the eastern edge of the site. Bioretention area B will drain over a level -
spreader and filter strip into the existing swale running westward along the
edge of the tank trail. The bioretention areas have been designed to retain
and infiltrate water from the 1-year, 24-hour storm. The required ponding
volume calculations are attached starting on sheet A-7. The actual volume
provided is calculated on sheet A-14
Water in excess of the 1-year, 24-hour storm will flow over the level
spreader and filter strip to the downstream existing swales as previously
described. The length of the level spreader was designed to discharge the
10-year storm. The level spreader calculations are attached starting on
page A-15.

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
2.3. Fuel Canopy Downspouts
Stormwater from the canopy roof will drain through the downspouts
provided by the canopy vendor to underground pipes, discharging into the
eastern bioretention area, area B. The underground drainage pipe size was
calculated using International Building Code 2006 Table 1106.3 and Figure
1106.1. These calculations are included on pages A-18 and A-19. A 6 inch
diameter pipe at 1% slope is required to drain the fuel canopy.
2.4.Soil Erosion and Sediment Control
The existing site is relatively flat, with slopes of approximately 1.5% across
the site. Soils onsite are generally loose to medium dense silty and clean
sands. Erosion and sediment control during construction is to be provided
by silt fence surrounding the disturbed areas on all downslope sides. Sod
will be used to stabilize the ditch areas immediately following grading in
those areas. Gravel check dams will be installed in the ditches to capture
sediment escaping from upstream.
1��i�➢V �T�i�
JUN 2 2 2010 3

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
Marine Mart Convenience Store
Camp Lejeune, North Carolina
Site Location Map With '/z Mile Radius
Figure 1. USGS Map showing site with mile radius
n

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
FAJU ,:4k191 P.4 FAI
Stormwater Calculations
Index of Calculations
A-1 Drainage Area Calculations
A-3 Peak Runoff Calculations — 1-Year Storm
A-4 Point Precipitation Frequency Estimates (in/hr)
A-7 Pond Volume Requirements
A-12 Point Precipitation Frequency Estimates (in)
A-15 Pond Volume Calculations
A-16 Overland Flow Velocity
A-19 Drawdown Time 1-Year, 24-Hour Storm
A-20 Stormwater Volume Increase — 10-Year, 24-Hour Storm
A-22 Drawdown Time — 10-Year, 24-Hour Storm
A-23 Level Spreader Calculations
A-25 Fuel Canopy Drainage — 10-Year Storm
U

cl cc krd J Its 6/-)i/10
Marine Mart Convenience Store
Camp Lejeune, North Carolina
Area Calculations
Total
Area A
Area B
sf
acre
sf
acre
sf
acre
Total Site Area:
157688
3.62
Disturbed Area
107134
2.46
Total Drainage Area:
84637
1.94
32863
0.75
51774
1.19
Impervious Area:
51991
1.19
19347
0.44
32644
0.75
Building Area:
9258
0.21
0
0.00
9258
0.21
Sidewalk Area:
2702
0.06
649
0.01
2053
0.05
Pavement Area:
40031
0.92
18698
0.43
21333
0.49
Project Percent Impervious Area:
49%
Calculate Compsite 'C' —C',dalkes+o,6-i �Iuyv-,- A/C 'bENR 5+OrMvJj,r MSee i-i 3-a. &-e- pot,Aa.
Clawn, sandy, 2%-7%slopes 0.15
Clavmt 0.95
Drool 0.9
Ocomposite Aroof* Croof+Apvmt * Cpvmt+p`grass* Olawn1/ Atotal
Area A Area B
Ccomposlte 0.62 0.65
JUN 2 2 2010
A -I �`'

NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
3.2. Peak Plow Calculations
Some of the state's stornnvater programs require providing attenuation of peak runoff;
for example, that the post -development flo", rate for the one-year, 24-hour storm may
not exceed the pre -development floe rate (Neuse and Tar -Pamlico NSW Programs). In
addition, it is also important to compute flow rates from the watershed when designing
BMPs such as grassed swales, filter strips, and restored riparian buffers.
The primal)' method that is used to determine peak runoff rate for North Carolina's
stormwater programs is the Rational Method. The Rational equation is given as:
Q = C � I � A
Where: Q = Estimated design discharge (cfs)
C = Composite runoff coefficient (unitless) for the watershed
I = Rainfall intensity (in/hr) for the designated design storm in the
geographic region of interest
A = Watershed area (ac)
The composite runoff coefficient reflects the surface characteristics of the contributing
watershed. The range of runoff coefficient values varies from 0 - 1.0, with higher values
corresponding to greater runoff rate potential. The runoff coefficient is determined by
estimating the area of different land uses within each drainage area. Table 3-2 presents
values of runoff coefficients for various pervious and impervious surfaces. The
Division believes that the Rational Method is most applicable to drainage areas
approximately 20 acres of less.
Table 3-2
Rational runoff coefficients (ASCE, 1975; Viessman, et al., 1996; and Malcom, 1999)
Description of Surface Rational Runoff Coefficients, C
Unimproved Areas 0.35
Asphalt
0.95
Concrete
0.95
Brick
0.85
Roofs, inclined
1.00
Roofs, flat
0.90
Lawns, sandy soil,
flat (<2°6)
0.10
Lawns, sandy soil,
average (2-7%)
0.15
Lawns, sandy soil,
steep (>7%)
0.20
Lawns, heavy soil,
flat (<2%,)
0.15
Lawns, heavy soil,
average (2-5%)
0.20
Lawns, heavy soil,
steep (>7(/'/O)
0.30
Wooded areas
0.15
The appropriate value for f, precipitation intensity in inches per hour, can be obtained
from the NOAA web site at: lit tp:/ /hdsc.nws.noaagov/hdsc/ pfds . This web site
A 2
o.,.... ., ,,.... NA,..,,.,,.,,,,, 1 .-I CA dk,tmna R-2 Iu Iv 2007

Marine Mart Convenience Store
Camp Lejeune, North Carolina
1-Year Runoff Calculations
Area A
IArea B
1-year, 24 hr intensity, in/hr
0.15
0.15
Pre -development 1-yr, 24-hr peak flow, cfs
0.02
0.03
Post -development 1-yr, 24-hr peak flow, cfs
0.071
0.12
Calculated by Rational Method
Calculated by Rational Method
Rainfall intensities are obtained from NOAA Point Precipitation Frequency Estimates, attached.
A-3
JUN 2 2 2010
L

Precipitation Frequency Data Server
Page 1 of 3
All]'
50
POINT PRECIPITATION y.,..`
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14�
SNI?AUS PCRI21', NOWIFil (CU20LINA (31-8037) 345i N 77.4 NV 49 feel
fiom"I4eoiprmliomliequenq AtlasofIbe Uni¢d Slab, NOAA AILS 14.Val ue¢'-. khismir3
QM. Bonnie. D. NLvlln. B. Lin. T. I'mxybnl,. N1,YoW. end 1). Rile,
NOAA. National Wvabcr Service, Silva Spring. Nlmvnmid, 2004
Ewoolod Mnn lan'_i 2010
Precipitation tutensity Estimates (in/fir)
III 15 JII 611 IZII J Itt, G Itt. _12 24 4R II Ill 211 ](I 4 60
L.. r... L.. ,L,.. II ,t.... ,t.,.. d.,.. :too d�. ri.n
'These precipitalion frequercy estimates are based on a anal durahnneeres. ARl is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Oocal all for more infolmalim. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI••
(years)
0
min
10
min
IS
min
3U
rein
(,0
min
12U
min
L10
1,35
1.7I
3
hr
O,SO
0.97
124
6
6,
0.49
OF607
0.77
12
hr
0.29
0.35
0.46
�4
hr
0.17
0.21
0.26
0.39
0.45
48
hr
0.10
0,12
0.15
0.23
0.27
0.31
0.36
4
d9y
0.05
0,07
o.08
0.12
0.14
0.16
O.IS
0.22
0.25
7
day
0.04
0.04
0.05
O.OS
0.09
0.10
0.1]
O.I3
0.15
111
clay
OD3
0.03
0.04
00
0
0.06
0.07
0.08
0.10
0.11
2U
dap
0.02
OF027
0.03
.
03
00
0.04
0.04
405
0.06
0.06
3(1
day
0.01
0,02
.
002
002
0
03020206
0.03
0.0J
0.04
0.04
0.05 ]EA
45
d9y
0.01
0.01
002
.
a 02
0.03
0.0J
0,03
0.04
]ET]
60
d:0
0.01
0.01
0.02
0.02IO9
025
0.02
U.U2
0.07
0.03
1�6.41
5.12
4.26
2.92
LS2
2.E
07.57
6.06
5.08
3.51
0
8.R4
7A9
5.98
4.24
2.72
.
790
6G6
.
1.80
2.08
1.12
1.29
0.67
0.75
50
LI
12.12
8.88
9.G5
7.50
R.15
5.56
6.14
3.70
4.16
2.44
2.79
100
13.14
10.44
8.80
6.74
4.64
3.17
2.79
2.72
1.49
1.71
0.91
1.04
0.52
0.60
200
14.16
11.22
9.44
7.35
5.15
3.58
500
15.48
12.24
10.27
8.17
5.86
4,17
4.67
3.23
3.G6
2.03
2.31
1.25
1,4J
0,73
0.83
0,43
0.50
I OOU
16.57
13.04
IU.92
8.84
G.45
-The upper bound of the confidence interval at 90% confidence level is the value which 5%of the 5lmulaled quanme vames mr a given Irequency are greaser man.
" These precipitation Irequency estimates are based on glo rlan senes ARl is the Average Recurrence Interval.
Please refer b NOAA Atlas id Documenl for more informal NOTE: Formatting prevents estimates near zero to appear as zero.
re Lower bound of the 90% confidence interval
Precipitation Inteusit)' Estimates (in/hit
ARI"'
(ycm's)
S
min
111
min
15
min
3(1
min
60
min
12(1
min
3
hr
(,
hr
12
hr
24
Iv
48
lu'
4
dart
0.04
0.05
O07
O,OR
KE
0.11
0.13
O.I4
0.17
0.19
7
day
0.03
OA4
0.05
D.OS
0.06
0.07
0.08
0.09
O.I O
0.11
I11
day'
0.02
0.03
0.03
0.04
O.OS
0.05
20G
0.07
0.08
O 08
III
dmy
OD2
U.02
O02
0.07
O03
0.(13
0.04
O.U4
O.OS
0.U5
JU
lay
0.01
0.02
0.02
0.02
0.02
0.03
0.03
O.D3
0.03
0.04
45
day
0.01
0.01
0.01
0.02
0.02 JEDz
0.02
0.02
0.03
0 03
O.Dl
611
'lay
0. 11
0.01
O.UI
0.02
0.02
0.02
0.02
0 02
0.f13
1�5.53
4.42
i68
2.52
1,5E
967U.70
442
0,24
0.14
0.08
0.10
0.12
�G.SS
5.24
4.79
3.03
1.9(I
LIfi
0.85
0.51
0.3(1
0.17
�763
6.11
S.IG
3.66
235
1.49
,fl
0.65
0.38
022
I11
8.51
G.81
5.74
4.IG
2.7I
1.75
1.27
(1.7R
0.45
0.26
0.32
0.37
O,IS
O.IR
021
224
028
0.33
0.37
25
9.56
762
G.44
4.77
3.Ift
2.10
L55
0.95
0.56
(LfiS
50
10.37
S.2G
G.97
5.25
3.56
2.40
1.78
L-
100
11.16
8.ft7
7.47
5.72
3.94
2.7U
2.(13
1.24
U.74
043
20U
11.94
9.46
7.96
6.19
4.34
3.02
2.29
1.41
0.85
OA9
,00
100
12. 88
133.61
00. 88
10,72
8.54
8.97
6.80
7.26
4.88
5.3(1
3.48
J.85
2jfl
2.99
1.65
1.85
L00
1.13
0.57
0.64
' The lower bound of the confidence interval at 90% conference level is the value which 5%al the simulated quanme values ror a given Irequency are cos tnan.

Precipitation Frequency Data Server
Page 2 of 3
These prerpiUtion frequency es Idol s ale Eased ona AarJ29P@liQy )_na la-se,LC:_ A R I is lne Average Recurrence lntsuval
Please refer to NOAA Allas 141 tllh'Og for more information NOTE: Formatting prevents estimates near zero to appear as zero
-.Text versionofta6les• ;_I
F'arti al doled yn La a=d Pui nt IUT Lorvr?:. - .-r si. r,.
34.55 II ?7.4 11 41 tt
O rit
I
N Yt
M
M., Jan 25 11:23: 11 2OICr
Maps -
£ L L L J• 1• J• 7h J• - P
in
N M P .G n. N M 't W
m a, � Innatton - to v a r•
F1VFra[JF RFCllrr'?rl%�5 IrlterVal
l UFar'..-.)
-un:^
C-V?ar --- 10G-Near
50Q-year �-
-5-6-ar -- 1nOn-year -e-
1 %0'YI 'I i 0-ld 1 60"W 'no " bl fi01-14 701'ta
These maps vrere produced using a direct map request from the
U.S. Census BYrR3YJ1d�RALn33Po3Ilp93PhIL_3CSeJw
T9., Map.SScerr.
Pleurr,"dib,"lt�. inr/o..nnuon.
A - S

Precipitation Frequency Data Server
Page 3 of 3
LEGEIID
— State
— Connector
..-_-._ County
txzi Stream
--'. Intl ian Resv
Military Area
�.Aa, Lake/Pmldl Oc can
's'= National Park
— Street
i _ii Other Park
— Expresssmy
7 City
— hl ighway
— C9un tyd 2 nIi
�G
Scale 7: 228583 0 -
�; o rw
t.P...1'2c--tall`. c-T.lc dell?OiiS
m IY,TitVP," D ut1e0
Other Maps/Photographs -
Vica USCS digitnl urthall_h010 luadiangde (_DQQ) covering this location from TemSclver; USCS Aerial Photograph tray also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief ,aid camera
lilts has been removed. It combines the image characteristics of a photoamplh with the geometric yuith ties of a map. Visit the USGS for more inl'ormmion.
Watershed/Stream Flow 1a1m"mation -
Find the W. g he 1 fm'this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitatioa equencv iesuhs are baser! on Aura f oll, a "alien' ojsou, ces. but large/v NCDC. The hallolviag links In general information
ethane observing tiles in the Oleo. r'eg idless ofif their Ana li as used in this sm(N. For'rletailed in(arrnntion about the stations esed in this sindv.
please refer to N04A Ades 14 Docl ram.
Using the National Climatic [).all Ce lea's (NCDC) station search engine, locate other climate stations within:
30iminules 3?,� n'� de reel!"
E - ...OR 9 iElS of this location (34.55/-77.4 ). Digital ASCII data car be obtained directly liom NCDC.
11rdr9meieorologir.J Uesign Sonlics fennel'
DOCIN'oANN.11mll \Ponlhm service
Ines E11sbO'v5111iglrmm,
Sn>er spring, Gm 20910
00117I3-1669
Queslioni.". 11nSC0 i 'gy,laiypnwS+`•
)isrl,'in�cr

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Ponding Volume - Area A
Calculate the required stormwater ponding volume:
Use method from Chapter 3 of NCOENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume = 3.68 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Runoff volume per Manual Section 3.3.1 Simple Method (for first 1.5")
Area A
R,= 0.05+0.9'I,
Where 1,=impervious area/entire area
sq ft acre
impervious area 19347 0.44 acre
entire area 32863 0.75 acre
I, 0.59
R, 0.58
Vrs=3630`Rv'R,* A
Ro 1.5 in.
A 0.754 Acre
Vrs 2381.9313 ft
Compare the volume difference for pre and post development, Rd=3.68"
Pre -development
R,= 0.05+0.9`I,
0 acre impervious area
0.75 acre entire area
1, 0
Rv 0.05
Ve,e 3630'Rd`Rvp„'A
Rd 3.68 in.
A 0.75 acre
V 503.90 ft'
Post -development
R,= 0.05+0.9'I,
R, 0.58 (see above)
Vp,,, 3630'R,'R,p,,,'A
Rd 3.68 in.
A 0.754 acre
V 5843.67 ft'
Vp,:,s,,=3630'Rd'(Rvpovi Rvp,.)'A
Rd 3.68 in.
A 0.75 acre
V 5339.77 ft'
V 1.47 acre -in
A-7

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Podding Volume - Area B
Calculate the required stormwater pending volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume= 3.68 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Runoff volume per Manual Section 3.3.1 Simple Method (for first 1.5")
Area B
R,= 0.05+0.9`I,
Where 1, impervious area/entire area
impervious area 0.75 acre
entire area 1.189 acre
1, 0.63
R. 0.617459
Vr.s=3630*11v"Rv"A
Ro 1.5 in.
A 1.189 Acre
Vis 3996.038 ft
Compare the volume difference for pre and post development, Ra=3.68"
Pre -development
R�= 0.05+0.9%
0 acre
1.189 acre
0
R, 0.05
R, 3.68 in.
A 1.189 acre
V 793.868 h'
Post -development
R�= 0.05+0.9'I,
R„ 0.617459 (see above)
R, 3.68 in.
A 1.189 acre
V 9803.612 ft'
V.... .. 3630' Ra' (R,aosr R„p„)'A
R, 3.68 in.
A 1.189 acre
V 9010 ft'
V 2.482023 acre -in
impervious area
entire area

w
Frucon DEPT: PAGE IOF
Engineering ISSUE DATE: BY qrAe
DATE:
CHK'D J ��k
PROJ TITLE/PROJ #a:F e ne
APRV'D
CLIENT REV

NCDHNR Stormwater BM? Manual Chapter Revised 06-16-09
allows the user to select from one of NOAA's numerous data stations throughout the
state. Then, the user can ask for precipitation intensity and view a table that displays
precipitation intensity estimates for various annual i et -urn intervals (ARIs) (1 year
through 1000 years) and various storm durations (5 minutes through 60 days).
The requirements of the applicable stormwater program will determine the appropriate
values for ARI and storm duration. If the design is for a level spreader that is receiving
runoff directly from the drainage area, then the value for I should simply be one inch
per hour (more information on level spreader design in Chapter 8).
3.3. Runoff Volume
Many stormwater programs have a volume control requirement; that is, capturing the
first 1 or 1.5 inches of stormwater and retaining it for 2 to 5 days. There are two primary
methods that can be used to determine the volume of runoff from a given design storm.
the Simple Method (Schueler,1987) and the discrete SCS Curve Number Method (NRCS,
1986). Both of these methods are intended for use at the scale of a single drainage area.
Stormwater BMps shall be designed to treat a volume that is at least as large as the
volume calculated using the Simple Method. If the SCS Method yields a greater volume,
then it can also be used.
3.3.1. Simple Method
The Simple Method uses a minimal amount of information such as watershed drainage
area, impervious area, and design storm depth to estimate the volume of runoff. The
Simple Method was developed by measuring the runoff from many watersheds with
known impervious areas and curve -fitting a relationship between percent
imperviousness and the fraction of rainfall converted to runoff (the runoff coefficient).
This relationship is presented below:
R t, = 0.05 +0.9 * IA
Where: Rv = Runoff coefficient [stone runoff (in)/storm rainfall (in)], ututless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Once the runoff coefficient is cleternnined, the volume of runoff that must be controlled is
given by the equation below:
V=3630*Ru*R„*A
Where: V = Volume of runoff that "'List be controlled for the design storm (ft3)
Rt, = Design storm rainfall depth (in) (Typicnlly, LO" nr 1.5")
A = Watershed area (ac)
G ............ — 3-3 July 2007

NCDENR Stormwater BMP Manual ChapLer Revised 06-16-09
Example Runoff Volume Calculations using The Simple Method: Projects draining to
SA or ORW waters in a Coastal County:
'Effective October 1, 2008, the revised Coastal Stormwater Rules (Session Law 2008-211)
stipulate new volume control requirements for high density projects draining to
shellfishing waters (SA) or Outstanding Resource Waters (OR1\� in the Coastal
Counties. The designer must compare different scenarios: runoff from first 1.5" of
rainfall the pre- /post -development for the 1-year, 24-hour storm.These criteria provide
a useful demonstration of runoff volume calculations used in different North Carolina
stormwater programs.
The following example uses the Simple Method (Schueler, 1987) to estimate runoff
volume in a hypothetical situation:
Esn)1,ple: What is the appropriate runoff volume for choosing and designing a BMP to
control stormwater runoff from a high density development project within one-half
mile and draining to SA waters?
Description: 4-acre site within a half -mile and drainhng to SA waters will be developed
with a 15,000 sq. foot building (0.34 ac), 0.5 acre of asphalt road, parking, and concrete
walkway areas (see Figure 3-1), and 1.86 acres of grassy lawn. The rest of the property
(1.3 ac) will remains unimproved.
Figure 3-1
Schematic of Property for Example Runoff Volume Calculation
The BUA density, will be (0.34 + 0.5)/4 = 21.5%. This will be considered a high -density
project as it is above the "t2% threshold. Because of this, the engineer must determine
which runoff volume is greater in the followin&design conditions. Note that the area
when, BMPs will eventually be installed is assumed to be grass areas in these
calculations.
M

Precipitation Frequency Data Server
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
Pege I of3
SN'EAUS FLIiaY. NOR'III CAROLINA 13LA1137) 34.5s N 77.4 W 491um
Iln,n"I°Ic;I,nImL.ILF¢,Inmly, Al lotel Inc Ullily I Su,,, NUAA All.,, 14, CuLmm `. YeulonJ
G M. Ilmeun, 1) Alnrnn. If. LIn.'1, I':rtaybvkhl.Yekln. mr41) R.1u,
NUAA. Nnlinnal \\'I.Ilnl r Si'iciic. Silvcl Se,inc, Mnllnaal. I I'll
Lnl e,lauc l:ln le IMP
Conhdence!Limits I Seasonality'.I, ':Location Map_ .. Olhe'nlnfo ':;GISdata 'Maps Does.!.: Relurll to Slate Map:'
Precipitation Frequency Estimates (inches)
ARIL'
�_
min
III
minminpiinminmin
I:
JII
GII
I20
3 Ur
E19❑❑2.
G Lr
I. Gr
J da'7
dayIII
G.OG
727
9.f11
I(1.44
12.50
14.21
1G.04
16.00
20.H0
23.11
nil
79H
9.49
11.55
I3.23
15.G2
77.55
19.G4
21.52
88
2734
IN
9.79
I L69
1400
IS.H8
IS.43
20.57
'_2.G9
24.68
27.68
30.22
12.33
14G0
17.43
19.75
23AI
25.66
25.40
312G
3522
3S.3S
GII
1499
17.63
20.A0
23.34
26.80
E9.52
3'_.28
35.07
3S.S4
41.74
'.21
3.91
5.04
6A1
7.44
3.G9
I(1.07
11.61
13.91
L+.91
j241fi0h'
4 4S
5.79
6.91
b.
9.95
I IS(
I332
15.94
18.19
5.17
6.G5
791
9.82
11.49
I334
15.4I
16.55
21.2G
4.75
5.75
7.31
8.60
10.49
12.09
13.53
15.72
IS.8(1
21.44
S.4S
G.6(1
8.317
9.7U
11.72
13.41
15.22
17.17
99.99
22.32
2.04
2.53
2.92
2.52
3.20
3.77
2.72
3.47
4.12
5.05
S.SS
6.71
7.GG
9.05
I023
22
3.31
4.^S
5.U4
6.20
7.19
5.29
9!19
1128
12.79
2�
�U.(9
10
0.5'J
0.77
U.94
LI(1
L22
L I8
1.39
1.55
LG3
1.97
2.24
25
0.87
13S
1.75
L59
3A5
3.67
4.31
4.57
5.22
5.9t
5U
lUU
094
L02
L511
L(2
19(I
2.04
2.SG
3.13
2Uf1
5011
10110
1.09
1.19
L'_7
1 .73
L87
2.00
2.1)
237
'_.52
341
1.75
407
4.75
5.42
5.95
6.G9
7.77
8.[,6
' These precipilalivnlrequencyesnrnatec ale based.aall dua'on es ARl is the Average Resten.Interval.
%mse mlello=AI Goc t lama¢bf.e.fon.NOTE! Famall,q laws estimatesheal xadtoslue asIne-
* Upper bound of the 90 % confidence interval
- Precipitation Frequency Estimates (inches)
Alit**
(years)
5
min
mn
U
m
2.21
2.39
2.94
3.S
4.05
4.75
5.27
7y
6.03
If
der
6.G7
d
8.67
30
der
10.5(,
dac
I3.45
1
clay
I<i.09
10053
O.Si
LU7
IAG
LS2
FTJ
Q63
LOI
1.27
1.75
22U
2.7(1
292
3.72
3.59
4.59
42R
5.49
4.93
G.35
755
9.39
5.7C
7.38
5.76
10.85
6.33
8, I U
9.52
IL57
725
9.1 I
IU.63
12.78
A.01
9.90
11.4G
13.66
1032
12.54
14.34
16.89
12.54
I S.0(,
17.U9
19.58
15.91
19.02
2L56
25.15
19. 11
22.41
25.11
28.52
0
0.74
I.18
1.49
2.12
2.72
3.43
Ili
0.32
L32
1.67
2.41
3.14
4.04
4.41
5.45
G.SG
=Efl
1.45
IBS
2.78
3.70
4.SS
5.39
6.65
8.09
50
L01
LGI
2.U4
3.07
4.16
5.59
G.24
7. 55
9.43
10.89
12.74
14.79
13.31
1524
14.64
16.63
IS.SG
17.56
1-0
21.23
2'_.I6
24.47
28.(14
31.07
31.76
34.72
100
1.09
1.74
2.20
3.37
4.64
G.35
7.16
R.91
10.91
12.59
20U
1.18
LS7
2.3(i
3.G7
5.15
7.16
S.IS
10.22
12.57
14.51
17.14
17.36
18.78
19.75
23.68
2(a.89
34.1E
37.84
50U
129
2.04
257
4.U9
5.86
5.34
9.69
12.15
IDA9
IZ41
20.69
E0.A7
F2 2-0 41
22.99
E19]
30.30
38. 77
42. 14
1000
1.3R
2.17
2.73
4.42
G.45
9.33
10.99
13.RI
I729
1L98
23.53
23.99
24.78
2A6C
30.00
32.99
42.34
45.53
'the upper bxnaJ al the cgnrdence inlenal 3
1nce 99%.1delevel is Ilse v&. vi 5%0l the simulated quanlila values fa a given Ins,encv... 9ma:el than
pe.
"These intad.. 9equenry eshLee
e based on a pallial duralivn series. Afll is Inv Fvvrage Rowname Interval.
%ease Iola Iv IJOAA Allns W Ovcmnenl la mere Inlormalion. NOTE Formatting Mevenls esimates nearzem to aPoea as xao.
Lower bound of the 90 % confidence interval
ILI ecipitalion Fieguene , Estimates (inches)
Alit**
(pcxrs)
min
I11
min
IS
min
311
min
fill
min
I211
min
3
Irr
(
hr
12
Ur
24
Iv
3.38
4.11
48
Iv
3.58
4.69
4
day
4.30
5.21
7
dap
5.00
G.U3
7.57
5.81
10.60
12.04
13.5C
I5.15
17.4U
19.19
I11
clap
5.55
G.65
8.22
9.48
11.30
12.78
14.34
15.9U
f8.16
19. 22
2(1
der
7.37
R.77
10.62
12.15
14.25
15.96
17.73
19.51
21BU
23.A4
3ll
dac
9.13
IO.R6
13.03
14.75
17J2
1693
211.30
2263
25.11
27f10
4i
dap
11.41
13A9
IG.OS
18.19
21.08
'_3.41
25.75
23.11
iE2G
33.71
611
Aap
13.9$
16.49
19J1
2L74
24.84
27
2A6H
32.(77
35.I9
3Z54
1�
0.46
0.74
U.92
12G
L57
1.93
209
2.53
3.07
295
3.58
2�0.55
O.R7
L10
L52
1.90
2.35
2.55
�5
464
1.02
L29
LS3
2.35
2.93
3.24
3.92
4.G0
5.47
6.72
7.H0
8.97
IU.22
12.UR
13.62
5.71
6.30
7.74
895
1028
11.70
13.75
15.46
G.00
7.II
5.76
I(1.18
ILJI
13.33
15.72
17.72
6.G0
7.74
9.39
I(1.7G
12.20
1373
16.17
16.20
I11
25
U.71
O.AO
1.14
I27
IA4
L61
2.08
2.35
2.71
3.16
3.49
4.21
3.52
4(+6
5.34
G.09
G.8'1
S.(14
8.99
4.G5
iG7
G.53
7A5
8.45
9.H9
Llfl
SU
100
O.RG
0.93
1.36
1.45
1.74
1.87
?G2
2.86
3.5(a
7.94
4.79
5.40
2110
5U11
IUIIO
U.99
1.07
1.13
LSS
1.70
1.79
199
2.13
2.24
3.10
3.4(I
3.G3
4.34
4.86
5.3f1
6.114
6.95
Zli9
In, I.- bwnd p1 in. conhdenav linterval at 9g%senhdence level -s the value vmisn 5%el the simulated quanlile values 1a a 9nen neill are lass he.
A --I I

Precipitation Frequency Data Server
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Page 2 of 3

Precipitation Frequency Data Server
Page 3 of 3
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LEGEND
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Find the Watershed for 11111 location using the U.S. Envirri nienoil Protection Agency's site.
Climate Data Sources -
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A--1.4

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Pond Volume Calculations
Drainage Area A
Required Volume: 5340 ft3
Elevation
Area (ft)
Volume (ft)
35.8
5272
0
36.8
6617
5944.5
Volume of Riprap in Forebay (triangular area): 221'*3'*.5'*0.5
166 ft3
Volume Provided in Pond = 5779 ft3
Drainage Area B
Required Volume: 9010 ft3
Elevation
Area (ftZ)
Volume (ft3)
35.8
8779
0
36.8
9613
9196
Volume of Riprap in Forebay (triangular area): 89'*3'*.5'*0.5
67 ft3
Volume Provided in Pond = 9129 ft3

Frucon
ais Engineering
DEPT
ISSUE
PAGE OF
DATE: I BY
PROJ TITLE/PROJ # % ari&Q,A1,9..d /4fCOr,rfkovSz_-3clV rteZcieu
CLIENT C wYC,, j, / OKtra�? S
CHK'D 7 K."""
APRV'D
REV
DATE:t.:

Chapter 3
Sheet flow
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small watersheds
Sheet flow is flow over plane surfaces. It usually
occurs in the headwater of streams. With sheet. flow,
the friction value (Mamung's n) is an effective rough-
ness coefficient that includes the effect of raindrop
impact; drag over the plane surface; obstacles such as
litter, crop ridges, and rocks; and erosion and trans-
portation of sediment. These n values are for very
shallow flow depths of about 0.1 foot or so. Table 3-1
gives Manning's n values for sheet flow for various
surface conditions.
Table 3-1 Roughness coefficients (Manning's n) for
® sheet flow
Surface description n v
Smooth surfaces (concrete, asphalt,
gravel, or bare soil) ..........................................
0.011
Fallow (no residue) ..................................................
0.05
Cultivated soils:
Residue cover 520%.........................................
0.06
Residue cover >200/a.........................................
0.17
Grass:
Short grass prairie ............................................
0.15
Dense grasses ?� ................................................
0.24
Bermudagrass..................................................
0.41
Range (natural).........................................................
0.13
Woods:1
Light underbrush ..............................................
0.40
Dense underbrush ............................................
0.80
I The n values are a composite of information compiled by Engman
(1986).
x Includes species such as weeping lovegrass, bluegrass, buffalo
grass, blue grama grass, and native grass mixtures.
a When selecting n , consider cover to a height of about 0.1 ft. This
is the only part of the plant cover that will obstruct sheet flow.
For sheet flow of less than 300 feet, use Mantning's
kinematic solution (Overtop and Meadows 1976) to
compute T,:
0.007(n0o s
Tt — `PzJ/ \o.5S0A [eq. 3-31
l
where:
Tt = travel time (hr),
n = Mamung's roughness coefficient (table 3-1)
L = flow length (ft)
P, = 2-year, 24-hour rainfall (in)
s = slope of hydraulic grade line
(land slope, ft/ft)
This simplified form of the Manning's kinematic solu-
tion is based on the following: (1) shallow steady
uniform flow, (2) constant intensity of rainfall excess
(that part of a rain available for runoff), (3) rainfall
duration of 24 hours, and (4) minor effect of infiltra-
tion on travel time. Rainfall depth can be obtained
from appendix B.
Shallow concentrated flow
After a maximum of 300 feet, sheet flow usually be-
comes shallow concentrated flow. The average veloc-
ity for this flow can be determined from figure 3-1, in
which average velocity is a function of watercourse
slope and type of channel. For slopes less than 0.005
ft/ft, use equations given in appendix F for figure 3-1.
Tillage can affect the direction of shallow concen-
trated flow. Flow may not always be directly down the
watershed slope if tillage runs across the slope.
After determining average velocity in figure 3-1, use
equation 3-1 to estimate travel time for the shallow
concentrated flow segment.
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained, where
channels are visible on aerial photographs, or where
blue lines (indicating streams) appear on United States
Geological Survey (USGS) quadrangle sheets.
Manning's equation or water surface profile informa-
tion can be used to estimate average flow velocity.
Average flow velocity is usually determined for bank -
full elevation.
(210-1T-TR-55, Second Ed., June 1986)
A-1.7
3-3

Figure B-3 2-year, 24-hr rainfall
Figure B-4 5-year, 24-hour rainfall
(210-VI-TR-55, Second Ed., June 1986)
A -I �;

Drawdown Time - 1-Year, 24-Hour Storm
Infiltration Basin A
/(2*K*T)
A = 5944.5 Effective Infiltrating Area (ft)
V = 5340 Volume of Water Requiring Infiltration (ft3)
K = 6.2 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.07 Days
1.74 Hours
Drawdown Time - 1-Year, 24-Hour Storm
Infiltration Basin B
A=V/(2*K*T)
ere A = 8779 Effective Infiltrating Area (ft2)
V = 9010 Volume of Water Requiring Infiltration (ft)
K = 10 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.05 Days
1.23 Hours

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Pending Volume- Area A
Calculate the required stormwater ponding volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to infiltrate the 10-year, 24-hour storm volume = 6.91 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Area A
Pre -development
Rv= 0.05+0.9'la
0 acre impervious area
0.75 acre entire area
0
R 0.05
Vpre=3630' Rd * Rsp,,*A
Rd 6.91 in.
A 0.75 acre
V 946.18 ft'
Post -development
Rv= 0.05+0.9'la
Where 1,=impervious area/entire area
sq ft acre
Impervious area 19347 0.44 acre
entire area 32863 0.75 acre
la 0.59
Rs, 0.58
Vpoz=3630'Rd*R.pon'A
Rd 6.91 in.
A 0.754 acre
V 10972.76 ft3
Vpoa.me 3630*Rd*(R.posrRvp,e)*A
Rd 6.91 in.
A 0,75 acre
V 10026.58 ft'
A-.)o

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Pending Volume - Area B
Calculate the required stormwater pending volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume = 6.91 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Area B
Pre -development
R,= 0.05+0.9'I,
0 acre impervious area
1.189 acre entire area
0
R 0.05
Vpfe 3630-Ra'R„p,e'A
Ra 6.91 in.
A 1.189 acre
V 1490,65975 ft3
Post -development
R,= 0.05+0.9"I,
Where la impervious area/entire area
impervious area 0.75 acre
entire area 1.189 acre
I, 0.63
R 0.62
Vppa=3630'Re'R,,,n A
Re 6.91 in.
A 1.189 acre
V 18408.41 ft3
Vp.r-we 3630'Re*(R,"'-R,j*A
Rc 6.91 in.
A 1.189 acre
V 16917.75 ft'
A )l

Drawdown Time - 10-Year, 24-Hour Storm
Infiltration Basin A
A=V/(2*K*T)
where A = 5944.5 Effective Infiltrating Area (ft)
V = 10027 Volume of Water Requiring Infiltration (ft3)
K = 6.2 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.14 Days
3.26 Hours
Drawdown Time - 10-Year, 24-Hour Storm
Infiltration Basin B
A = 8779 Effective Infiltrating Area (ft2)
V = 16918 Volume of Water Requiring Infiltration (ft)
K = 10 Hydraulic Conductivity of Soil (in/hr)
T= Dewatering Time (Days)
T = 0.10 Days
2.31 Hours

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Level Spreader Calculations - Area A
Bioretention facilities are designed to capture and infiltrate the 1-year 24-hour storm.
Discharge from the rain gardens shall be via a level spreader and filter strip, which shall be
designed to carry the flow from a 10-year storm.
Peak flow calculation, use Rational Method
Area A
Q=C*1*A
Atntai 0.79 acre
Calculate composite C
C 0.636548
Since site is small, assume T 5 min
110yr 5min 9.18 in/hr (see attached chart for Sneads Ferry, NC)
Q10yr 4.63 cfs
Calculate level spreader/fiilter strip length (perpendicular to flow)
Use method described in NCDENR BMP Manual Chapter 8 or Section 13.3.4
-for Vegetation characterized as grass or thick ground cover: 13ft of length on slopes 0-8%
per 1 cfs of flow
Bioretention Area A:
L=13ft*4.63cfs
L 60.2163�
Calculate flow velocity over level spreader onto filter strip:
Weir equation: Q=C x L x H"5
C= 3.33
Q= 4.63
L= 60 ft."
H= 0.08 ft�
V=Q/(HxL)
V 0.96 ft/s
A -�

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Level Spreader Calculations - Area B
Bioretention facilities are designed to capture and infiltrate the 1-year 24-hour storm.
Discharge from the rain gardens shall be via a level spreader and filter strip, which shall be
designed to carry the flow from a 10-year storm.
Area B
Q=C*I*A
Atotal 1.19 acre
Calculate composite C
C 0.645467-
Since site is small, assume T,=5 min
hoyrsmm 9.18 in/hr (see attached chart for Sneads Ferry, NC)
Qi%r (7.04 cfs.)
1
Calculate level spreader/fiilter strip length (perpendicular to flow)
Use method described in NCDENR BMP Manual Chapter 8 or Section 13.3.4
-for Vegetation characterized as grass or thick ground cover: 13ft of length on slopes 0-8%
per 1 cfs of flow
Biorete�,���.t^'iGGo�n Area B:
L=13ft*7�L sf'
`Y-„_._ JpiV(� 51111 ID
L—91:55537 I o S
Calculate flow velocity over level spreader onto filter strip:
Weir equations Q=C x L x His
C= 3.33"
Q= 7.04"s ii "
L=-91:55537 ft Mi R SI
H= 0:08-ft- C?,C)SjIJ'paLlt ��n�i,
V=Q/(HxL) a to
V —0-.96—It9
A- 34I

il.Lel IAnD�� '�ailA�,L- 1b'y�t JiD'n� _
1fm� loB'x.32' 3H5oPZ. = 0,0Ba�re
C= o,9s CrbD+)
C),95-x9,i�40' S
d 0 cc-s
Wpe sprecwLe{
=13;TI I ss 0� how
Arm.
I - CCU Y, D•-7 e;Cs
q. I �
I I o IS-�, no, IMLunl ltvd SPA k,t#
u�,L a —,Vnc;c,rU,(a� � tl p.
b.arbf is �}L �� spy-surrou„���, ow� p e
(,d,,, .
� �bCZ61
,A -Zs
44. afr k Oi b(-VLJ iso,, ��
/ _ z
mr,y-vlo,,s ofw . 105x 32'
Arc,, OT
31.g�f�>

NCDENR Stormwater BMI' Manual
Revised 09-28-07
is required for all filter strips unless it can be proven that the inflow will be evenly
distributed sheet flow without the use of a level spreader.
13.3.4. Length and Width for Pollutant Removal Credit
The top edge of the filter strip should follow an elevation contour. if a section of the top
edge of the strip dips below the contour, runoff eventually may form a channel at the
low spot. Under some site topography and grading circumstances, runoff may travel
along the top of the filter strip rather than through it. Berms may be placed at intervals
perpendicular to the top edge of the strip to prevent runoff from bypassing any portion
of the filter strip.
The length (perpendicular to flow) of a filter strip is based on the same criteria as the
length of a level spreader presented in Chapter 8 Level Spreaders. The length of the
filter strip must be between a minimum of 13 feet and a maximum of 130 feet. The
length must be calculated as follows.
— For vegetation characterized as grass or thick ground cover: 13 feet of length
per 1 cfs of flow on slopes 0-8%.
— For vegetation characterized as forested: 65 feet of length per 1 cfs of flow for
slopes from 0-6%.
— If the forest vegetation is 100-150 feet in width, then the length can be reduced
to 50 feet of filter strip per 1 cfs of flow.
— If the forest vegetation is more than 150 feet in width, then the length can be
reduced to 40 feet of filter strip per 1 cfs of flow.
Forested filter strips must be significantly wider than those with grass or thick ground
cover, due to the forest's greater susceptibility to erosion.
If the filter strip has discrete sections with grass or thick ground cover in one part and
forest vegetation in another, then the length should be determined by calculating the
weighted average of the lengths required for each vegetation type. For example, if a
filter strip that has 20 feet of the width maintained as grass and 30 feet of the width is
existing forested vegetation, the appropriate filter strip length will be:
(20/50) x (13 ft/lcfs) + (30/50) x (65 ft/1 cfs) = 44.2 or 44 feet per cfs of flow
The width (parallel to flow) of a filter strip shall in all cases be a minimum of 50 feet.
13.3.5. Length and Width for Compliance with the State Stormwater Program
In most circumstances under the State Stormwater Management Program rules at NCAC
15A 2I-I .1000, a filter strip is a required additional component of a control system based
on another BMP. For example, the discharge of a wet detention basin must flow
through a companion vegetated filter strip for ponds designed to treat 85% TSS. Ponds
designed to treat 90% do not require a level spreader/filter strip. No specific numerical
value of pollutant removal is assigned for the filter strip alone, but the filter strip must
Filtcr Strip 13-5
d— 1�1,,9
July 2007

la fl IIR-4arf C1hK,;1rhu,.�Or�
STORM DRAINAGE ewLi N104
TABLE 1106.2
SIZE OF VERTICAL CONDUCTORS AND LEADERS
HORIZONTALLY PROJECTED ROOF AREA (square feel)
DIAMETER OF OF
Rainfall rate (inches per hour)
LEADER
(inches)'
1
2
3
4
6
6
7
8
9
10
11
12
2
2.8SO
1,440
900
720
575
1 480
410
360
320
290
260
240
3
8,800
1,,01
2,930
2.200
1.700
1,470
I260
1,1(10
980
980
800
730
4
18.400
U00
6,130
4.600
3690
3,070
2,630
2300
2,045
1.840
1,675
1,530
5
34.600
17,300
11,530
8.650
6,910
5.705
4945
4,325
3.845
3,460
3.145
'_,850
6
54,000
27,000
1
17,995
13.500
10.800
9.0(K)
7,715
6.750
5,000
5,400
4.910
4,500
8
I )6.001)
58.000
1 38.660
1 29.000
21200
),315
16-570
14.500
12,890
1 11.600
10.545
1 9,600
ks P oaided/s y
Fur Sl: finch ='_i.4 nun.lsyuarc lout =(L(19^_9n1' /�o-. i2: 5 bhwp'linnn ✓Cnc�Of.
a. Sizeslndiruedare hedi:mutlernlc cAfar pipin@. This mblc i9 applicable to plpm¢nlulhersh:1pesprovidedtheCn,o-tinLShape I'ull)' encluxeS n Miele of the
dimnctcr indirucd in This wl lc.
TABLE 1106.3 Cabs, ,/ha5 OjYS(p 5Y fa% 0.rCcS ((f{Irl3ir
SIZE OF HORIZONTAL STORM DRAINGE PIPING P)
SIZE OF
HORIZONTALLY PROJECTED ROOF AREA (square feet)
HORIZONTAL
Rainfall rate (inches per hour)
PIPING
(inches)
1 2 1 3 4 irtXS 5 6
1/sunit vertical in 12 units horizomal (1-percent slope)
3
3,285
1,644
1,096
S2'_ Z `L
657
548
4
7.520
3,760
2.506
1.800
1.504
I _53
5
13,360
6.680
4.453
9
3.340 {Dd�iP
2.672
2.227
.�6
21,400
10,70O
7,133
5.350 ",3h{5
4,280 v'}{S
3,506
8
46,000
23.000
15.330
11.500
9.200
7,600
10
S2.800
41.400
27,600
20.700
16580
13.800
12
133.200
66.000
44,400
33.300
26,650
22.200
15
218,000
109,000
72.800
59.500
47,000
39,650
11,, unit vertical in 12 units hot izonlal (2-percent slope)
3
4.640
2,320
1,546
1,160
928
773
4
10.600
5,300
3.533
2,650
2,120
1.760
5
I S.S80
9.440
6,293
4,720
3,776
3,140
6
30.200
15.100
10.066
7,550
6,040
5.033
8
65200
32,000
21,733
16,300
13.040
10,666
10
116.800
58,400
35.950
29,200
23351
19450
12
1SSM00
94,000
62.600
47.000
37.600
31?50
15
310.000
168,000
111.000
84,000
67250
50,000
1/. unif vcilietd in 12 units hni ivonial (4-percent slope)
3
6.576
3,288
'295
1,044
1,310
1,096
4
15.040
7.520
5.010
3.760
1010
2.500
5
26,720
13300
8,900
6,630
5,320
4,450
6
42,800
21.400
13.700
10,700
8.580
7,140
8
92.000
46 000
30.650
23,000
13.400
15,320
10
171.600
85.800
55200
41,400
33.150
'_7,600
12
266,400
133.200
88,800
66.6111
5(2
44400
15
476.000
235.000
15S.WO
119A00
953(I(l
79251
PntSI: Iinch = 'SA mnh.I ,lch,lint=(L0929m2.
°, U59- (fl 0 pip a� 4,140%)516fx_
88 A-)--) 2006 INTERNATIONAL PLUMBING CODE'

STORM DRAINAGE
FIGURE 1106.1
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES
Par SI: I inch = 25.4 nun.
Sum'cc: Nnli nal Wemhcr Sv,, ec. National Oucunic and Almaspher lc Admiliil"Minn- Nkl,ehlugmn D.C.
2006 INTERNATIONAL PLUMBING CODE® �._�� 83

Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.012
Channel Slope 1,00000 %
Normal Depth 0.50 ft
Diameter 0.50 ft
Discharge 0.61 W/s
Discharge
—j 0.61 ft'/s
Normal Depth
0.50 ft
Flow Area
0.20 ft'
Welted Perimeter
1.57 ft
Hydraulic Radius
0.13 ft
Top Width
0.00 ft
Critical Depth
0.40 ft
Percent Full
100.0 %
Critical Slope
0.01066 ft/ft
Velocity
--? 3.10 fus
Velocity Head
0.15 ft
Specific Energy
0.65 ft
Froude Number
0.00
Maximum Discharge
0.65 ft-/s
Discharge Full
0.61 ftY/s
Slope Full
0.01000 ft/ft
Flow Type SubChtical
GVF lnput'Data `r" , z n : t9a, fk ' p "
a ua, t
:.x E
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMasler [08.11.00.03]
4130/2010 2:13:00 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
A-21

6" D.I.P.
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.50
ft
Critical Depth
0.40
ft
Channel Slope
1.00000
%
0.01066
ft/ft
Critical Slope
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
4/3012010 2:13:00 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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BILFINGER BERGER
Industrial Services
June 21. 2010
Mary Jean Naugle
NC DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Frucon
sls Engineering
Phone: [phone]
Fax: [phone]
RE: Marine Mart Convenience Store at Courthouse Bay, Onslow County
Stormwater Project No. SW8 100406
Responses to Comments Dated June 10, 2010 and June 17, 2010
Dear Ms. Naugle:
Please find the enclosed resubmittal for Express Stormwater Permitting of the proposed
Marine Mart Convenience Store at Courthouse Bay, Camp Lejeune. This resubmittal is
in response to your comments dated June 10, 2010. Itemized below are the comments
given along with responses describing how each comment has been addressed.
If the road entrance on the southwest corner is not routed to the bmp, or any
amount on the east road entrance, then remove that area from the drainage area
plan for the BMP area on drawing no. 4. It appears from elevations that the area is
sloped off the permit area and away from the BMP.
Response: The drainage area has been revised. The Drainage Plan is now
signed, sealed, and incorporated into the drawing set as sheet C-105.
2. Please delineate the drainage area routed to the level spreader/filter strip reported
on the supplement for B-2 Gas Canopy Drain. The area should be on the drainage
area plan #4 as well as details, dimensions, slope, etc... on the detail and layout
plan sheets. If this level spreader is on the inlet to BMP B, then label as such on
the plans and details.
Area B-2 is now delineated on the Drainage Plan, sheet C-105.
Area B-2 is the gas island canopy. The semicircular forebay and level
spreader from area B-2 only receives drainage from the gas canopy. The
plans have been clarified accordingly.
FResponse:
Please provide calculations that demonstrate the discharge from the BMPs provideeffective
11111,
infiltration, including the soil infiltration rate in each area of the vegetated
strip A and B. Use the equation in BMP Ch 16. No stormwater discharge is
allowed from new sites within SA waters.
Response: Comment has been addressed by email message June 17, 2010.
Corporate Office
15933 Clayton Road, Suite 305 4019 Woodcock Drive 3520 Thomasville Road 2600 South Shore Blvd.
Ballwin, Missouri 63011 Suite 200 Suite 200 Suite 300
www.bisfei.com Jacksonville, Florida 32207 Tallahassee, Florida 32309 League City, Texas 77573

Page 2 of 2
Comments were also received by email on June 17, 2010. These comments have also
been addressed as follows.
4. Application IV(8) reports 50% density. When I add the impervious areas and divide
by permit area it seems like is should be 40%? (21,000+32,644) / 3.095 acres =
40%. Please verify.
Response: The percent impervious was previously miscalculated. The
impervious percentage has been revised per this comment and in response to
comment 1 from the June 10 letter. Page 3 of the application permit has been
resubmitted.
1. Planting plan on supplement page 2. Why did the # of species change from "6"
down to " 1" between the submittal on May 17 and June 9 ? At least 3 species are
recommended. Please verify and include the # species consistently on the plans
and supplements in accordance with the BMP.
Response: Per our telephone conversation on June 18, 2010, the
Bioretention Areas have been redesigned as 'Infiltration Basins'. The sodded
bottom of the previous bioretention areas has been changed to a layer of
sand (see sheet C-503). Due to pretreatment requirements for infiltration
basins, a forebay has been added to each basin. The forebay area is
bordered by a berm, and encompasses approximately 20% of each basin, in
accordance with Chapter 5 of the BMP Manual. The drawdown time for the
Infiltration Basins has been calculated per Chapter 16 of the BMP Manual for
the anticipated 1-year and 10-year storm events. These calculations have
been included in the calculation package beginning on sheet A-19.
The semicircular forebay and level spreader from area B-2 has been left on
the plans in order to more evenly distribute the concentrated pipe flow into
the larger forebay.
The Operation and Maintenance Agreements for the Infiltration Basins is being sent
separately from David Towler at the Camp Lejeune DPW. If you have any further
questions or comments, feel free to contact me at 636-391-4585 or by email at
Mickie.Redhage(c)bisfei.com . I look forward to receiving your approval soon.
Sincerely,
Mickie Redhage, P.E.
BIS FRUCON ENGINEERING, INC.
cc: File
David Towler, Camp Lejeune
Kelly Snook, Centennial Contractors, Inc.
Dennis Collins. BFEI

CIVIL STORMWATER CALCULATIONS
MARINE MART CONVENIENCE STORE
CAMP LEJEUNE, NORTH CAROLINA
BFEI Project No. 805322.18
Frucon
ais Engineering
PREPARED BY
BIS Frucon Engineering, Inc.
15933 Clayton Road
Ballwin, MO 63011
April 30, 2010
Revised May 11, 2016
Revised June 8, 2010
Revised June 21, 2010
,,,,,11I,,,/
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JUN 2 2 2010
BYSLLDe l any o(o

r
Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
MARINE MART CONVENIENCE STORE
CAMP LEJEUNE NORTH CAROLINA
STORMWATER NARRATIVE
1. GENERAL INFORMATION
A new Marine Mart convenience store with fuel pumps, a single -bay self -
serve car wash, and car vacuum station is proposed on a 3.1 acre tract of
land at the southeast corner of the intersection of North Carolina Highway
172 and Horn Road in Onslow County, North Carolina. The site is located
within the Courthouse Bay section of US Marine Corps Base Camp
Lejeune. The site is bounded on the south by a tank trail and on the east by
Munro Road and will be accessed by two entrance drives from Horn Road
on the west and North Carolina Highway 172 on the north. The proposed
facility will occupy the western 2.4 acres of the site. No evidence of
wetlands has been encountered onsite. Water supply and sanitary
wastewater treatment for the proposed facility will be provided by Camp
Lejeune. See Figure 1 below for a location map.
2. STORMWATER INFORMATION
The site is located within the White Oak River Basin, and drains into
Courthouse Bay (Stream Index Number 19-36), which is classified as
SA;HQW. The stormwater design is high density commercial for State
Stormwater permitting. The existing site is undeveloped. Following
construction, approximately 50% of the disturbed area of the project site will
be impervious -surfaced.
2.1. Existing Drainage Pattern
The site's existing drainage pattern is generally towards the west. The flow
overland drains partially into a drainage swale along State Highway 172 and
partially into a drainage swale running along the edge of the tank trail. The
stormwater draining towards Highway 172 continues to the west into
Courthouse Bay while the drainage flowing toward the tank trail drains
southward along Horn Road. The drainage from the site ultimately flows to
Courthouse Bay, which is classified as SA;HQW according to the North
.Carolina Department of Environment and Natural Resources (DENR).
Drairiage from offsite drains into the existing drainage swales at the site
JUN 2 2 2010
1

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
perimeter and does not cross the site. There are no buffer requirements for
the site, and coastal management is not a concern.
An on -site evaluation of the site soils in each bioretention area has been
conducted by ECS Carolinas, LLP. One hand auger boring was performed
in the location of bioretention area A on December 23, 2009; the findings of
this test can be found in the Report of Subsurface Exploration and
Geotechnical Engineering Analysis dated January 13, 2010. A second such
boring was performed on area B on March 16, 2010, and the results of the
boring can be found in an addendum to the geotechnical report dated March
17, 2010. Based on these evaluations, the seasonal high water level is at
elevation 31.80, and the soil infiltration rate in bioretention area A was
determined to be 6.2 inches/hour, and the infiltration rate in area B was
found to be 10.8 inches per hour. Soils onsite are generally intermittent
layers of very loose to medium dense silty and clean sands.
2.2. Proposed Drainage Pattern
It is proposed that drainage from the Marine Mart site follow existing
drainage patterns, draining overland into two bioretention areas. See Figure
2, below for a drainage area map showing the overall drainage areas. The
drainage areas are broken out into pervious and impervious areas on sheet
A-1.
The western drainage area, area A, will drain into a bioretention area at the
northwestern corner of the site. Bioretention area A will drain via a level -
spreader and filter strip to a ditch along Horn Road that flows towards the
existing inlet at the intersection of Highway 172 and Horn Road. The
eastern drainage area, area B, will drain overland into a bioretention area at
the eastern edge of the site. Bioretention area B will drain over a level -
spreader and filter strip into the existing Swale running westward along the
edge of the tank trail. The bioretention areas have been designed to retain
and infiltrate water from the 1-year, 24-hour storm. The required ponding
volume calculations are attached starting on sheet A-7. The actual volume
provided is calculated on sheet A-14
Water in excess of the 1-year, 24-hour storm will flow over the level
spreader and filter strip to the downstream existing swales as previously
described. The length of the level spreader was designed to discharge the
10-year storm. The level spreader calculations are attached starting on
page A-15.
F _:ffCT,nVED
L
2 2 2010
2
-----

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
2.3. Fuel Canopy Downspouts
Stormwater from the canopy roof will drain through the downspouts
provided by the canopy vendor to underground pipes, discharging into the
eastern bioretention area, area B. The underground drainage pipe size was
calculated using International Building Code 2006 Table 1106.3 and Figure
1106.1. These calculations are included on pages A-18 and A-19. A 6 inch
diameter pipe at 1 % slope is required to drain the fuel canopy.
2.4. Soil Erosion and Sediment Control
JUN 2 2 WO
Lf L-
The existing site is relatively flat, with slopes of approximately 1.5% across
the site. Soils onsite are generally loose to medium dense silty and clean
sands. Erosion and sediment control during construction is to be provided
by silt fence surrounding the disturbed areas on all downslope sides. Sod
will be used to stabilize the ditch areas immediately following grading in
those areas. Gravel check dams will be installed in the ditches to capture
sediment escaping from upstream.
M

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
Marine Mart Convenience Store
Camp Lejeune, North Carolina
Site Location Map With'/2 Mile Radius
JUN222010
BY:�
11

Civil Site Work Calculations
Marine Mart Convenience Store
BFEI Project No. 805322.18
APPENDIX A
Stormwater Calculations
Index of Calculations
A-1 Drainage Area Calculations
A-3 Peak Runoff Calculations — 1-Year Storm
A-4 Point Precipitation Frequency Estimates (in/hr)
A-7 Pond Volume Requirements
A-12 Point Precipitation Frequency Estimates (in)
A-15 Pond Volume Calculations
A-16 Overland Flow Velocity
A-19 Drawdown Time 1-Year, 24-Hour Storm
A-20 Stormwater Volume Increase — 10-Year, 24-Hour Storm
A-22 Drawdown Time — 10-Year, 24-Hour Storm
A-23 Level Spreader Calculations
A-25 Fuel Canopy Drainage — 10-Year Storm
CZAVIl D'
JUN 2 2 2010
V

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Area Calculations
Total
Area A
Area B
sf
acre
sf
acre
sf
acre
Total Site Area:
157688
3.62
Disturbed Area
107134
2.46
Total Drainage Area:
84637
1.94
32863
0.75
51774
1.19
Impervious Area:
51991
1.19
19347
0.44
32644
0.75
Building Area:
9258
0.21
0
0.00
9258
0.21
Sidewalk Area:
2702
0.06
649
0.01
2053
0.05
Pavement Area:
40031
0.92
18698
0.43
21333
0.49
Project Percent Impervious Area:
49%
Calculate Compsite'C'-Cvalats+o,6n�6f A/C �£A)R S4or^tW-4r-B1"iP4aua1Sedivyi3-. &,'-pat
Clawn, sandy, 2%-7%slopes 0.15
Cpvmt 0.95
Croof 0.9
Ccomposite (Aroof Croof+Apvmt Cpvmt+Agrass Clawn Atotal
Ccomposite
JUN 2 2 2010
IF3X:----
Area A
0.62
Area B
0.65
A-1

NCDENR Storni",ater 13MP Manual _ Chapter Revised 06-16-09
3.2. Peak Flow Calculations
Some of the state's stormwater programs require providing attenuation of peak runoff;
for example, that the post -development flow rate for the one-year, 24-hour storm may
not exceed the pre -development flow rate (Neuse and Tar -Pamlico NSW Programs). In
addition, it is also important to compute flow rates from the watershed when designing
BMPs such as grassed swales, filter strips, and restored riparian buffers.
The primary method that is used to determine peak runoff rate for North Carolina's
stormwater programs is the Rational Method. The Rational equation is given as:
O=C*I*A
Where: Q = Estimated design discharge (cfs)
C = Composite runoff coefficient (unitless) for the watershed
I = Rainfall intensity (in/hr) for the designated design storm in the
geographic region of interest
A = Watershed area (ac)
The composite runoff coefficient reflects the surface characteristics of the contributing
watershed. The range of runoff coefficient values varies from 0 - 1.0, with higher values
corresponding to greater runoff rate potential. The runoff coefficient is determined by
estimating the area of different land uses within each drainage area. Table 3-2 presents
values of runoff coefficients for various pervious and impervious surfaces. The
Division believes that the Rational Method is most applicable to drainage areas
approximately 20 acres or less.
Table 3-2
Rational runoff coefficients (ASCE, 1975, Viessman, et al., 1996; and Malcom, 1999)
Description of Surface
Unimproved Areas
Asphalt
Concrete
Brick
Roofs, inclined
Roofs, flat
Lawns, sandy soil, flat (<2%)
Lawns,
sandy soil,
average (2-7%)
Lawns,
sandy soil,
steep (>7/,)
Lawns,
heavy soil,
Flat (Q%)
Lawns,
heavy soil,
average (2-5%)
Lawns,
heavy soil,
steep (>7%)
WC)OdPd
areas
Rational Runoff Coefficients, C
0.35
0.95
0.95
U5
1.00
0.90
0.10
0.15
0.20
0.15
0.20
0.30
0.15
JUN 2 2 2010
The appropriate value for I, precipitation intensity, in inches per hour, can be obtained
from the NOAA web site at: This web site
Az
C ... AA ilal'inn< s-% IuI\' 2007

Marine Mart Convenience Store
Camp Lejeune, North Carolina
1-Year Runoff Calculations
Area A
jArea B
1-year, 24 hr intensity, in/hr
0.151
0.15
Pre -development 1-yr, 24-hr peak flow, cfs
0.02
0.03
Post -development 1-yr, 24-hr peak flow, cfs
0.071
0.12
Calculated by Rational Method
Calculated by Rational Method
Rainfall intensities are obtained from NOAA Point Precipitation Frequency Estimates, attached.
A-3
JUN 2 2 2010
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Precipitation Frequency Data Server
Page I of 3
POINT PRECIPITATION
5f '4t
FREQUENCY ESTIMATES i
FROM NOAA ATLAS 14
SNEAUS FERRY, NORTH CAROLINA (31-8037) 34.55 N 77.4 VV 49 feel
lions "Pmcipimdon-14egaenoc Adu of the Unired SaudNOAA Atlas W. Fatnnm'_. Vnsion 3
G.Nj. lit infl, (). Mnnin, a. Lin. T'. Pnrnyb.k. NIA'chm. nod n. Rill,
NOAA. Nntinnal Weather Bowl,,,Silver Spring. Nhtnlmul.2004
These precipitation frequency esgmztes are based on Canal ARI is the Average Recurrence Interval.
Please rotor to NOAA All ,14 UNUMni for more ndomonhon. NOTE: Formatting Tomes estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
A tit"*
(Vest's)
5
min
10
min
I5
min
3U
min
2.92
3.51
4.24
6U
min
LS2
2.20
2.72
12U
min
I.10
1.35
1.71
2.02
2.44
2.79
7.17
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4.17
3
hr
0.80 I
0.97
1:24
1.47
1.30
2.08
2.39
2.72
3.23
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(
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0 49
0.60
0.77
0.91
1.12
1.29
1.49
L71
2.03
2.}I
12
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0.35
0.4G
0.54
0.G7
0,78
0 91
1.04
1.25
1.43
T4
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0.21
0.2G
0.31
0.39
OA5
0.52
0.60
0.73
0.83
4R
hr
0.10
0.12
0.15
0.18
0.2J
0.27
0.31
0.36
0,43
0.50
4
day
0.05
0.07
0.U8
0.10
0.12
0.14
0.16
0.18
0.22
0.25
7
Aay
0.04
0.04
0.05
OA6
0.08
O09
0,10
0.11
0.13
0.15
111
clay
0.03
0.03
0.04
0.05
0.06
0.06
0.07
0.08
0.1(I
0.11
20
dap
0.02
0.02
0.03
0.03
0.04
0.04
0.04
0.05
006
0.06
311
day
0.01
0.02
EK102
O02
0.03
0.03
0.03
0.04
0.04
EE
45
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0.0
0.01
0.02
0.02
0.03
0.03
0.03
0.(14
0.04
60
dap
00.01
0.01
0.02
U.02
0.02
0.02
0.02
0.03
0.03
0.0J
S�
6.41
7.57
8.84
5.12
6.0G
7.09
426
5.08
5.98
IU
9.88
7.90
6bG
4.82
5.56
6.14
6.74
3.14
3.70
4.16
4.64
5.15
25
11 15
8.88
7.50
50
100
12. 12
13.14
9.65
10.44'
8.15
8.90
200
M 16
I L22
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7.35
5110
15.48
12.24
10.27
8.17
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1000
1G.57
13.04
10.92
8.84
G.45
4.67
- The upper bound of the confidence interval at W%confidence level m the were which 5%of the sinwlaled qua rile values for a given frequency are greater man.
"These precipitation frequency esldnatp5 are based on aRadial dur iOn se'eLARlislhe Average Recmzencelnterval.
Please refer to TOM Atlas 14 Occurrent for come information. NOTE: Formatting prevents estimates near zero to appear as zero.
ARI'
(years)
S
min
I11
min
IS
min
*
311
mia
Lowei
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611
min
bound
I211
min
of
3
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the
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G
hr
042
90'Y,
12
lu'
0.24
confidence
Estimates
T4
hr
0.14
022
O:Z6
0.32
0.37
(143
0.49
0.57
0.G4
(io/hr)
4R
hr
O.OR
0
0.12
O.IS
O.Ifi
0.21
0.24
0.2R
0 73
0.37
interva
4
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0.1I
0.13
0.14
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0.01
0.09
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0.(15
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0.06
0.07
0.08
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0.03
0.03
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0.01
0.01
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0.010
OAI
0.02
0.02
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0.02
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097
�5.53
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2.52
1.57
0.9G
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�
0.65
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0.95
1.09
1.24
1.41
1.65
1.85
0.38
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0.74
0.R5
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=7.63
G.II
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1.49
1.75
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1.27
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1.78
2.03
2.29
10
8.51
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5.74
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2.7I
25
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644
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3.56
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7.47
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5.72
6.19
3.94
4.34
500
I1100
12.8R
13.61
10.18
10.72
854
8.97
6.80
7.26
4.88
5.3(1
3 48
7.85
2.6R
2.99
- The lower bound of the confidence Interval at 90%confidersto level is the value which 5%of the simulated quanthe values 'Of 9 given Irequency are less than.
JUN 2 2 2010
^Y:

Precipitation Frequency Data Server
Page 2 of 3
These precipitation frequency eshm ales are based on a partialSpldl9pIDTSi111dSefICi ARl is the Average Recurrence Interval.
Please refer to NOAA Alta, 14 DOC'melll for more Inlormalmn. NOTE: Formatting prevents eshntates near xem to appeal as iem.
Text: verston.oftables ,r• I
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JUN 2 2 2010
'Y:

Precipitation Frequency Data Server
Page J of J
LEGEIID
— State
— Connector
--- ---- Colin ty
L1,7, Stream
Indian Resv
;_a. Military Area
':Lake/Pond/Ocean
tw.v'',+. National Park
--- Street
n Other Park
— Expressway
J City
— Highway o
— Crdunty,n ,a Ini
Scale 7: 22(t563 6 - F, ->)G I'In
t.t a,Frsse--rrue sc.le cl-otnds on Inenitor `re=o LAM)
Other Maps/Photographs-
VienU5OS digital ortllo photo quads m�lc D (�] covcl'ing this Iecalion I}om "rcn'uServei; USOS Aeiinl 1'hotugi aph may also be available
lionl this site. A DOQ is a computer' -generated image of an aerial photograph ill which image displacement caused by terrain relief and camera
tills has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the L1SGS for more inl'onnation.
Watershed/Stream Plow Information -
Pind the WatevshetI for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation equeney results it, based on dnitifrom It "a,riety nfsomaces. ban largeln NCDC. The,r (lowing links provide general inf...mrrlion
nbola ob.mn,ing .sires in the ar'ea,'cgrudless ofif their rinto was used in this study. Fer derailed infr)rrrnntior about thestations used in thi.ssruily.
please refer to N04.1 Ada s l4 Dn uc n eat.
Using the National Chi n_tic Data Center's (NCDC) station search engine, locate other climate stations within:
le g y
OR... � "�...�+% tag � ree" � of this location (34.55/-77.41. Digital ASCII data can be obtained directly from N D
11vrh'omeaenrntugicntl Design St miles Cnito
DOCINOAAINaaionnl WemLer Service
1325 E'W-\Vest Hipinrn.
Siker Spring, NID 20910
[phone]
Quaaions'.S up5l: Dsasiuuwonaa+n:
Di vi
RE, CEIVE!'D
JUN 2 2 2010
BY:
AM,

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Ponding Volume - Area A
Calculate the required stormwater ponding volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume = 3.68 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Runoff volume per Manual Section 3.3.1 Simple Method (for first 1.5")
Area A
R,=0.05+0.9' I,
Where 1,=impervious area/entire area
sq It acre
impervious area 19347 0.44 acre
entire area 32863 0.75 acre
1, 0.59
R 0.58
Vas=3630'Rp'Rv'A
Ro 1.5 in.
A 0.754 Acre
Vrs 2381.9313 ft
Compare the volume difference for pre and post development, Rd=3.68"
Pre -development
R, 0.05+0.9'I,
0 acre
0.75 acre
0
R 0.05
V, 3630'Rd'R,,p,,*A
Rd 3.68 in.
A 0.75 acre
V 503.90 ft'
impervious area
entire area
Post -development
R,= 0.05+0.9'1,
R„ 0.58 (see above)
V,.,, 3630'Rd'Rv,,*A
Rd 3.68 in.
A 0.754 acre
V 5943.67 ft'
Vpon.p,e 3630'Rd'(R„,,,-Rwrc)'A
Rd 3.68 in.
A 0.75 acre
V 5339.77 It'
V 1.47 acre -in
JUN 2 2 2010
A-7

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Ponding Volume -Area B
Calculate the required stormwater ponding volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume = 3.68 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Runoff volume per Manual Section 3.3.1 Simple Method (for first 1.5")
Area B
R,=0.05+0.9'I,
Where 1,=impervious area/entire area
impervious area 0.75 acre
entire area 1.189 acre
I, 0.63
R„ 0.617459
Vt.s=3630'Ro'Rv'A
Rd 1.5 in.
A 1.189 Acre
Vis 3996.038 fit
Compare the volume difference for pre and post development, Rd=3.68"
Pre -development
R,= 0.05+0.9'1,
0 acre
1.199 acre
I, 0
R,, 0.05
Rd 3.68 in.
A 1.189 acre
V 793.868 ft'
impervious area
entire area
Post -development
Rv= 0.05+0.9%
R„ 0.617459 (see above)
Rd 3.68 in.
A 1.189 acre
V 9803.612 ft'
V,-I ,r. 3630' Rd' (R,-R.ore) *A
Rd 3.68 in.
A 1.189 acre
V 903o ft'
V 2.482023 acre -in
JUN 2 2 2010

Frucon
BIS Engineering
I DEPT: I
BILE DATE:
PAGE
BY
PROJ TITLE/PROJ # &i r; � /11�CHK'D 3
CLIENT ceejen[14—���� APRV'D
REV
ac
j;
LArlo
J
D J
OF I
DATE: 6l.?,11,

NCDENR Stormwater 6MP Manual Chapter Reviscd 06-16-09
allows the user to select from one of NOAA's numerous data stations throughout the
state. Then, the user can ask for precipitation intensity and view a table that displays
precipitation intensity estimates for various annual return intervals (ARIs) (1 year
through 1000 years) and various storm durations (5 minutes through 60 days).
The requirements of the applicable stormwater program will determine the appropriate
values for ARI and storm duration. If the design is for a level spreader that is receiving
runoff directly from the drainage area, then the value for I should simply be one inch
per hour (more information on level spreader design in Chapter 8).
3.3. Runoff Volume
Man), stormwater programs have a volume control requirement; that is, capturing the
first 1 or 1.5 inches of stormwater and retaining it for 2 to 5 days. There are two primary
methods that can be used to determine the volume of runoff from a given design storm:
the Simple Method (Schueler, 1987) and the discrete SCS Curve Number Method (NRCS,
1986). Both of these methods are intended for use at the scale of a single drainage area.
Stormwater BMPs shall be designed to treat a volume that is at least as large as the
volume calculated using the Simple Method. If the SCS Method yields a greater volume,
then it can also he used.
3.3.1. Simple Method
The Simple Method uses a minimal amount of information such as watershed drainage
area, impervious area, and design storm depth to estimate the volume of runoff. The
Simple Method was developed by measuring the runoff from man)' watersheds with
known impervious areas and curve -fitting a relationship between percent
imperviousness and the fraction of rainfall converted to runoff (the runoff coefficient).
This relationship is presented below:
Rv=0.05+0.9*IA
Where: Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Once the runoff coefficient is determined, the volume of runoff that must be controlled is
given by the equation below:
V=3630*Ru*P.,,*A
Where: V = Volume of runoff that must be controlled for the design storm (It3)
Ro = Design storm rainfall depth (in) (Ti/picalli/, 1.0" or 1.5")
A = Watershed area (ac)
JUN 2 2 2010
y-[ o
n.......... ...... AA:.,,o nn�„�.d 'nrl Calnile hinnc 3-3
July 2007

NCDENR SLOI'M"IatelBIAP Manual Chapter Revised 06-16-09
Example Runoff Volume Calculations using The Simple Method: Projects draining to
SA or ORW waters in a Coastal County:
'Effective October 1, 2008, the revised Coastal Stormwater Rules (Session Law 2008-231)
stipulate new volume control requirements for high density projects draining to
shellfishing waters (SA) or Outstanding Resource Waters (ORW) in the Coastal
Counties. The designer must compare different scenarios: runoff from first 1.5" of
rainfall the pre- /post -development for the 1-year, 24-hour storm.These criteria provide
a useful demonstration of runoff volume calculations used in different North Carolina
stormwater programs.
The following example uses the Simple Method (Schueler, 1987) to estimate runoff
volumeun a hypothetical situation:
Exawple: What is the appropriate runoff volume for choosing and designing a BMP to
control stormwater runoff from a high density development project within one-half
mile and draining to SA waters?
Description: 4-acre site within a half -mile and draining to SA waters will be developed
with a 15,000 sq. foot building (0.34 ac), 0.5 acre of asphalt road, parking, and concrete
walkway areas (see Figure 3-1), and 1.86 acres of grassy lawn. The rest of the property
(1.3 ac) will remain unimproved.
Figure 3-1
Schematic of Property for Example Runoff Volume Calculation
The BUA density will be (0.34 + 0.5)/4 = 21.5%. This will be considered a high -density
project as it is above the 12% threshold. Because of this, the engineer must determine
which runoff volume is gr
reater in the following, design conditions. Note that the aea
where BMPs �A,ill eventually be installed is assumed to be grass areas in these
calculations, d'✓ i
q-�� JUN 2 2 2010

Precipitation Frequency Data Server
1-11
POINT PRECIPITATION
FREQUENCY ESTIMATES
.
FROM NOAA ATLAS 14
SN'EADS
FE I t 10'. NO WI11 CAI tOLIN'A (31-9037) 34.55 N 77.4 W 49IT, I
b nrrr
"19ccI Ir14111 Fill, c3 Ala-d the UnueJ tiara" NOAA Alba, Ia, Ynlnao 2, Veninn 1
Ghl. itnnnin, O. N, l.. IL Lin, I. I'alvlx . M RrAe,:md U. Ililel
Nl1AA. Nalinnnl I anfia Sal Ice. Sllv[r Sri. in, MarvLaul. 21914
I!nu:¢IcA I or Lin I'I 20It
A, Sea`sonahty
I�;eLocatiiiri:Maps ,.l�e�Othei„Info
�`.,GIS:data:q
,Map's'i
Docsl;..
Estimates fine
III IS 311 611 12011 III 211 311 J GII
A till, nnnn - - 3 la G hr 1=hr 24 1-,4%In' 4 TiNa 7 da5' Ilae dnc cm Anv dal
' These peoiontern Ioannina, attaches are baser, on a wishal der cat sreies. ARI Is Me Avawe Rreoweal Interval.
%ease refer to NOAA Alas 14 Oon me I fa more alerawron. NOTE: Famalling faces ostmalet near area to appere as sets.
" Upper bound of the 90 % confidence interval
Precipitation Frequency EstinTates (inches)
Alit'*
(years)
5
min
III
min
IS
min
30
min
fi0
min
1211
ntin
2.2I
2.7(I
3
lu'
2.39
2.92
3.72
4.41
5.39
6.24
7.16
8.18
9.G9
I(1.9J
6
6r
294
3.59
4.59
5.45
6.65
7.75
8.91
10.22
12.15
13-RI
1_
hr
3.52
4.28
5.49
6.5(,
8.09
J.43
IU.91
1257
15.09
1729
24
Lr
4D5
4.93
C,.35
7.55
9.3i
10.89
12.59
14.51
IZ41
19.98
48
Lr
4.75
5.76 .
7.3R
R.7S
1U.88
12.74
14.79
17.14
2U.69
Zfl
4
day
5.27
G.33
8.10
9.52
IL57
13.31
15.24
17.3E
20.87
23.99
7
dnr
6.03
7.25
9.11
10.63
12.78
14.64
16.63
18.78
22.04
24.78
III
day
G.G7
8.UI
9.90
11.4(+
13.G8
15.56
R56
19.75
2_.99
25.66
211
dap
8.67
10.32
12.54
14.34
IC,.%9
19.00
21.28
23.GR
27.19
30.I)0
30
du)'
10.5(
IF541
15.06
17.09
19.85
22.16
24.47
2G.89
30.30
32.99
4�
dal
1345
19.02
21.SG
25.15
23.(14
31.07
34.18
38.67
4234
GII
don'
I(i,09
19.01
32.4I
25.11
2%.82
31.76
34.72
37.94
42.14
4553
1�053
O.fi3
0.85
L01
1.07
I27
1.46
L75
LS2
2.2U
�0]4
LI8
1.49
2.12
2.72
3.43
4.04
4.8R
5.59
10
0.52
1.32
L(,7
2.41
i.14
25
SO
(1.93
LOI
1,45
LGI
L%8
2.04
2,73
3.07
3.70
4.IG
IIIII
21111
1.09
LIS
L74
LR7
2.20
2.36
3.3E
3.C7
464
5.15
6.35
7.16
=Efl
101111
1.33
LU4
2.17
2.57
2.73
4.0'I
4.42
i868.34
G45
9.33
The uPPsr all of the confidence in1er1ala1%% conManae Inver IS Ire vall w111R1 aKOIme stharaweo aumura v-.v iu. e..ma......
These precildwrion teanency eshimales me based on a partial partial caries. ARI is the Average Rawneroe Interval.
Please elm to NOAA Atlas 14 Document fu mere Inlmmatioe. NOTE: FonnAlin9 prevenls esfenztes near zero Is appear as sera.
* Lower bound of the gory confidence interval
larecipitation Frequency Irslinunes (inches)
AHI-v
(Will SI
nliIT
III
No,
15
min
30
min
611
min
1211
ulin
l
hr
6
Lr
12
In
2.95
a]EQ
A.60
24
Lr
3.38
5.31
48
II
3.8R
4.69
6.0(1
4
day
4.3U
52I
G-60
7
dap
5.00
6.03
7.57
III
dry
5.55
6.65
8.22
9.48
1131)
Id.78
14.34
IS yll
I8.16
19.92
211
trap
7.37
9,77
111.G2
12.15
14.25
15.9G
17.73
19.51
21.9U
23.%4
311
tl:p'
9.13
10-
13.03
I4.75
1212
IS.93
2U.811
2263
25.11
27(111
a
dp
1141
1349
16,08
19.19
21AR
ff3E
25.75
25.11
31 26
33.71
GII
d:q'
13.9R
Ifi.49
19.41
21.74
2484
27.29
29,6R
32.117
35.18
3254
=0.46
F 7-41
0.92
1.26
1,57
1.93
2.09
2.55
3.24
1 3
3.07
3.92
=0.55
0.87
I.In
1.52
1.90
2.35
5�
0.64
1.02
L29
LR3
235
L9S
III
0.71
1.14
144
2A8
2.71
3.49
3.82
4.GG
5.34
G.09
4.G5
5.67
6.53
7.-05
5.47
6,72
7.80
3.97
111.22
12.118
13.62
GJU
7.74
8.95
IQ28
11.70
13.75
15.46
7.11
R.7G
IQ18
11.71
1333
15.72
17.72
7.74
9.39
10,76
12.20
13-7J
16.I7
18.20
8.81
IO.fiO
12,04
1356
15.15
i 7 4U
I9.19
25
QRN
1.27
LGI
2.3R
3.IS
4.21
511
0.86
138
1.74
2.62
3.56
4.79
11111
093
1.48
LX7
2.%G
3.94
5<l0
2110
51111
I UIIU
0.99
1.07
LI3
LSS
1.7(1
1.79
L99
2.13
2?4
3.IU
3.411
3.G3
434
4.85
5.311
G.114
fi.95
2.69
G.8Y
R.04
8.99
8.45
9.39
IL111
The bwer Island of the confidence Interval 3190%avoidance level Is the vaNerM h 5%.1 In. ..at. Mail vanes ra a goals na-1... I... •••I..
Page 1 01' 3
Ter
JUN 2 2 2010
BY
A---11)

Precipitation Frequency Data Server
"These %eo,aWnhequencyesamales are oared waparu90w alimr mh jh ys API Is the Avehe, flemnenm In1aul.
%easa relit t. UOA6 Alba I Cusunrenl lamaeW.miho.TOTE Famallrng pardnls esh.et.s near iero to appea as refs.
-:Text vOrsloriiof lables -.I
Partial (Wuat u.•r'r based Point Pt cipitatiun Frequerroy Ertiurdte--'Jersu•n: 3
34. 55 11 , 7.4 II 49 Tt
J2
J9
3d
34
39
28
26
24
u 22
29
18
16
14
12
a 10
4
2
1 c $ U) 25 SO IOG 296 SUO 1009
P VFragF F:ecurrence Lrt erVal (years)
Tue Jan 19 15136:35 2910
o ati
r5-erin
•..
46-nr -.-
36-clay —
15 Cl- mllr -�
9'-Yir
4-day -+-
-
39- + -ti-
I 2-h, I
1C-da
op-mir -. -.-
24-hrhrau
�
Partial donation bared Point Preoipitatinn Frequency Estimate- - Versic, 3
34.55 H 77.4 U 49 1't
42
40
3e
36
34
c 32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
t
=
Z L
I I
I
Pl < � T•
Tue Jan 19
M r,8135 2010
everra9F PFornrFnoe Irrterwal
1 -
1nP —
r-
25 1UUrr -o-
Maps -
Page 2 of 3
r�
JUN 2 2 2010
13Y:

Precipitation Frequency Data Server
VO" a 14-Li 1('o-w 90`a1 W--IT
70-11
all
I It 5t These maps alMoo re p 9 duet Map falsest here lbe
iq1 N3 USC sBu M LC lomml as..s
� �da.psa-
- I l7 r4 h �� .,n Jiytfuiu - .
r ,-'a �eaA?"^%(1•Y , \ 1 LEGEND
State — Connector
County' Stream
l Indian Resv r'Military Area
Lakel Pond/Ocean Ca National Park
Street MV.. Other Park
E
yt(iQll +ale' '\ 1r Expresso y C.--City
ielj Ai I e ` '-t'a $ — Highway ,,-- C un ty
vl'w r s y Aa >z i 0 E� J
rk
gga�s Scale 7: 2285H3 10
vaver:we--true seal- il.nerrcls or nonitur reso ution
77 A"al 77
Other Maps/Photographs -
Page 3 of 3
View USGS digital ei IhopL to qualu l_LU)Qt wvering This location front Ten'oScrvci; USGS Acrinl I'hoiogniplimay ako be available
floor Ill is site A DOQ is a computer-eenemted image of all aerial photograpb in \ehicb image displacement caused by Ieirain relref 'and camera
I Its has been removed. II combines the image characteristics ore photograph wish the geometric qualities ofe map. VISIT the USGS for more ill IOrllation.
Watershed/Stream Flow Information -
Find the Walershed for this location using the U.S. Enviromocrial Protection Agenc}''s site.
Climate Data Sources -
Preupilnlinu (r'cqueacln'e.adGv me based un domi,(nml a vnrull, pl snmrcx, bnl tar gclr NCDC. Thr lullmring links prurid, general in(nrnmliun
abow nbver vb/g .dlCr Ill llie urea, rel; (Il'dle6.V u/ it delidal( Ir[rs ¢red m Obis Ruda. Fol' delailel ili(unnaliun ..boll/ llm .vlolinns ...ed in IN., sf.../I
please rc,�/er m NOA-I ndm 14 Docunrem.
Using The Natiolod CI' n' t'c Door Cutlet 's (NCDC) station search engine, locMe other climoce stations within:
1 +%r30 minulesq�N� OIL 'r'* l iedegree,^^ ofthill location (34.55/-77 4). Digital ASCII dmo can be obtained dimaly from N' 'DC.
Ihrlru .pineaul lien':: Seance Cunmr
000NIIANNal i::::a \\'vulhv:'.Sc:'rlvv
13151::u:-west Ilipl:n u!
Sil— S,m, M111) 311410
I.1111))I1-I M1M1a
Vucs:ioni!: IT7l5f Y2aii��i�:n:n
1.0r."m
Yyr � _
11`L �.Ci� V
JUN 2 2 2010
nY:

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Pond Volume Calculations
Drainage Area A
Required Volume: 5340 ft3
Elevation
Area (ft)
Volume (ft)
35.8
5272
0
36.8
6617
5944.5
Volume of Riprap in Forebay (triangular area): 221'*3'*.5'*0.5
166 ft3
Volume Provided in Pond = 5779 ft3
Drainage Area B
Required Volume: 9010 ft3
Elevation
Area (ft)
Volume (ft)
35.8
8779
0
36.8
9613
9196
Volume of Riprap in Forebay (triangular area): 89'*3'*.5'*0.5
67 ft3
Volume Provided in Pond = 9129 ft3
JUN 2 2 2010
�Y:

Frucon DEPT
Bis Engineering SSUE
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DATE: BY
DATE:
n CHK'D
PROJ TITLE/PROJ # rI /rJl //d l /Alm house-�a—� e " CHKAPRD
CLIENT wYEnn g/ l Otttrac" YS V
REV
%A

Chapter 3
Sheet flow
Time of Concentration and Travel Time Technical Release 55
Sheet flow is flow over plane surfaces. It usually
occurs in the headwater of streams. With sheet flow,
the friction value (Manning's n) is an effective rough-
ness coefficient that includes the effect of raindrop
impact; drag over the plane surface; obstacles such as
litter, crop ridges, and rocks; and erosion and trans-
portation of sediment. These n values are for very
shallow flow depths of about 0.1 foot or so. Table 3-1
gives Manning's n values for sheet flow for various
surface conditions.
Table 3-1 Roughness coefficients (Manning's n) for
® sheet flow
Surface description n L
Smooth surfaces (concrete, asphalt,
gravel, or bare soil) .......................................... 0.011
Fallow (no residue) .................................................. 0.05
Cultivated soils:
Residue cover 520%.........................................
0.06
Residue cover>20%.........................................
0.17
Grass:
Short grass prairie ............................................
0.15
Dense grasses y................................................
0.24
Bermu lagrass..................................................
0.41
Range (natural).........................................................
0.13
Woods:a
Light underbrush ..............................................
0.40
Dense underbrush ............................................
0.80
I The n values are a composite of information compiled by Engman
(1986).
2 Includes species such as weeping lovegrass, bluegrass, buffalo
grass, blue grama grass, and native grass mixtures.
3 When selecting n , consider cover to a height of about. 0.1 ft. This
is the only part of the plant cover that will obstruct sheet flow.
171.
JUN 2 2 2010
ILBY:�--
Urban Hydrology for Small Watersheds
For sheet flow of less than 300 feet, use Manning's
kinematic solution (Overtop and Meadows 1976) to
compute Tt:
0.007(nd s
T1 P \0.580A [eq. 1 zJ/
where:
Tt = travel time (hr),
n = Manning's roughness coefficient. (table 3-1)
L = flow length (ft)
P2 = 2-year, 24-hour rainfall (in)
s = slope of hydraulic grade line
(land slope, ft/ft)
This simplified form of the Manning's kinematic solu-
tion is based on the following: (1) shallow steady
uniform flow, (2) constant intensity of rainfall excess
(that part of a rain available for runoff), (3) rainfall
duration of 24 hours, and (4) minor effect of infiltra-
tion on travel time. Rainfall depth can be obtained
from appendix B.
Shallow concentrated flow
After a maximum of 300 feet, sheet flow usually be-
comes shallow concentrated flow. The average veloc-
ity for this flow can be determined from figure 3-1, in
which average velocity is a function of watercourse
slope and type of channel. For slopes less than 0.005
ft/ft, use equations given in appendix F for figure 3-1.
Tillage can affect the direction of shallow concen-
trated flow. Flow may not always be directly down the
watershed slope if tillage runs across the slope.
After determining average velocity in figure 3-1, use
equation 3-1 to estimate travel time for the shallow
concentrated flow segment.
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained, where
channels are visible on aerial photographs, or where
blue lines (indicating streams) appear on United States
Geological Survey (USGS) quadrangle sheets.
Manning's equation or water surface profile informa-
tion can be used to estimate average flow velocity.
Average flow velocity is usually determined for bank -
full elevation.
(210-VI-TR-55, Second Ed., June 1986)
A-I-�
M

Figure B-3 2-year, 24-hr rainfall
Figure B-4 5-year, 24-hour rainfall
U.S. DEPARTMENT OF AGRICULTURE
JUN222
5-Year Z4-Hour HnlnfNl( inches)
1E.I, Equal Aroe P,u—
NATURAL RESOURCES CONSERVATION SERVICE
BY: I (210-VI-TR-55, Second Ed., June 1986) B-3
A- i q

Drawdown Time -1-Year, 24-Hour Storm
Infiltration Basin A
A = 5944.5 Effective Infiltrating Area (ft)
V = 5340 Volume of Water Requiring Infiltration (ft)
K = 6.2 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.07 Days
1.74 Hours
Drawdown Time -1-Year, 24-Hour Storm
Infiltration Basin B
A=V/(2*K*T)
ere A =
8779 Effective Infiltrating Area (ft)
V =
9010 Volume of Water Requiring Infiltration (ft)
K =
10 Hydraulic Conductivity of Soil (in/hr)
T =
Dewatering Time (Days)
T =
0.05 Days
1.23 Hours
,JUN 2 2 2010

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Ponding Volume - Area A
Calculate the required stormwater pending volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to infiltrate the 10-year, 24-hour storm volume = 6.91 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Area A
Pre -development
R,=0.05+0.9*I,
0 acre impervious area
0.75 acre entire area
I, 0
R 0.05
Vp,e 3630*Rd*R„p,e*A
Rd 6.91 in.
A 0.75 acre
V 946.18 ft'
Post -development
Rv= 0.05+0.9*I,
Where 1,=impervious area/entire area
sq ft acre
impervious area 19347 0.44 acre
entire area 32863 0.75 acre
I, 0.59
R,, 0.58
Vposi 3630'Rd*R,o ,'A
Rd 6.91 in.
A 0.754 acre
V 10972.76 ft3
Vposopre 3630*R,*(R,p,,t- Rvpm)*A
Rd 6.91 in.
A 0.75 acre
V 10026.58 ft'
i;'� LgVy
JUN 2 2 2010
3Y:

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Pending Volume - Area B
Calculate the required stormwater pending volume:
Use method from Chapter 3 of NCDENR Stormwater BMP Manual
Required to retain/infiltrate the 1-year, 24-hour storm volume = 6.91 in. per NOAA Point Precipitation
Frequency Estimates for Sneads Ferry, NC. Compare rainfall volume from first 1.5" with post-
predevelopment quantity.
Area B
Pre -development
R�= 0.05+0.9-1,
0 acre impervious area
1.189 acre entire area
0
R,, 0.05
Vpre=3630'Rd'R„p,,*A
Rd 6.91 in.
A 1.189 acre
V 1490.65975 ft3
Post -development
R,= 0.05+0.9'I,
Where I,=impervious area/entire area
impervious area 0.75 acre
entire area 1.189 acre
I, 0.63
R 0.62
V,,=3630' Rd' R„ po,,*A
Rd 6.91 in.
A 1.189 acre
V 19408.41 ft3
upou-pre 3630.Rd*(R,,,,-Rvpre)'A
Rd 6.91 in.
A 1.189 acre
V 16917.75 ft3
A)1
OnIV"JUN 2 2 20W
BY:

Drawdown Time -10-Year, 24-Hour Storm
Infiltration Basin A
A=V/(2*K*T)
where A = 5944.5 Effective Infiltrating Area (ftz)
V = 10027 Volume of Water Requiring Infiltration (ft)
K = 6.2 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.14 Days
3.26 Hours
Drawdown Time - 10-Year, 24-Hour Storm
Infiltration Basin B
/(2*K*T)
where A = 8779 Effective Infiltrating Area (ft2)
V = 16918 Volume of Water Requiring Infiltration (ft3)
K = 10 Hydraulic Conductivity of Soil (in/hr)
T = Dewatering Time (Days)
T = 0.10 Days
2.31 Hours
JUN 2 2 2010
]3Y:

Marine Mart Convenience Store
Camp Lejeune,North Carolina
Level Spreader Calculations Area
Bioretention facilities are designed to capture and infiltrate the I -year 24-hour storm.
Discharge from the rain gardens shall bevia alevel spreader and filter strip, which shall be
designed tocarry the flow from a1O'yearstorm.
Peak flow calculation, use Rational Method
Area
[\=C*|*A
Amta| 079acre
Calculate composite C
C O,6]6548
Since site issmall, assume T.=5min
110yr5mm 9.18in/hr (see attached chart for SneadsFerry, NC)
[\10y, 4.63dt
Calculate level spreader/fi|terstrip length (perpendicular tnflow)
Use method described inNCDENRBK4PManual Chapter 8nrSection l3.].4
-for Vegetation characterized as grass nrthick ground cover: l3ftnflength onslopes 8-8%
per 1cbufflow
Bioretention Area A:
L=13ft*4.63cfs
�
Calculate flow velocity over level spreader onto filter strip:
Weir equation: C\=CxLxH"
C= 3.33'
C= 4.63`'
'-�' ;
L= �60~�Cw'�{���~'�
| - '
H= 0.08ff./ ^
V=O/(HxU

Marine Mart Convenience Store
Camp Lejeune, North Carolina
Level Spreader Calculations - Area B
Bioretention facilities are designed to capture and infiltrate the 1-year 24-hour storm.
Discharge from the rain gardens shall be via a level spreader and filter strip, which shall be
designed to carry the flow from a ID -year storm.
Area B
Q=C*I*A
Atotai 1.19 acre
Calculate composite C
C 0.643467-
Since site is small, assume T 5 min
I10yr 5min 9.18 in/hr (see attached chart for Sneads Ferry, NC)
QloYr cfs
Calculate level spreader/fiilter strip length (perpendicular to flow)
Use method described in NCDENR BMP Manual Chapter 8 or Section 13.3.4
-for Vegetation characterized as grass or thick ground cover: 13ft of length on slopes 0-8%
per 1 cfs of flow
i
Bioretet*ioon_Area B:
L=13ft*s
L—91-:55537
Calculate flow velocity over level spreader onto filter strip:
Weir equatiori"Q=C x L x H15
C= 3.33�
Q= 7.04
L=-91:55537,.ft
H= 0:08-ft- C) J ll✓MGic s/n lio
V=Q/(HxL)
V—09fi-ft-/s
Ti v u;vD
JUN 2 2 2010
A- zy

�Q f I ✓ts 0'/
; 3�15(�4/fZ = 0.D8ac e
C= 0,95 CrDOO
Q= C*z-x-A
-off 0 c�'s
3Ck 0•� ens
9,1 �+
13cl I s`C Minim(Av.t ltvd sPmkrk,#
use a � Iwo( owfld PTC
dz
tt
Q'Q LA �
A-z,s
4yi. ar(o, Ot cbrjx, I iso,)'% covlf Jgin
z
�rn rJ�o�s aw, : 108' x 32' = 3g5S, k
Arc., Dc { Kb,J
- 31.E-'4:L> 7F2- ok
JUN 2 2 2010
PY:

NCDENR Stonnwater BMP Manual
Revised 09-28-07
is required for all filter strips unless it can be proven that the inflow will be evenly
distributed sheet flow without the use of a level spreader.
13.3.4. Length and Width for Pollutant Removal Credit
The top edge of the filter strip should follow an elevation contour. If a section of the top
edge of the strip dips below the contour, runoff eventually may form a charnel at the
low spot. Under some site topography and grading circumstances, runoff may travel
along the top of the filter strip rather than through it. Berms may be placed at intervals
perpendicular to the top edge of the strip to prevent runoff from bypassing any portion
of the filter strip.
The length (perpendicular to flow) of a filter strip is based on the same criteria as the
length of a level spreader presented in Chapter 8 Level Spreaders. The length of the
filter strip must be between a minimum of 13 feet and a maximum of 130 feet. The
length must be calculated as follows.
— For vegetation characterized as grass or thick ground cover: 13 feet of length
per 1 cfs of flow on slopes 0-8%.
— For vegetation characterized as forested: 65 feet of length per 1 cfs of flow for
slopes from 0-6%.
— If the forest vegetation is 100-150 feet in width, then the length can be reduced
to 50 feet of filter strip per 1 cfs of flow.
— If the forest vegetation is more than 150 feet in width, then the length can be
reduced to 40 feet of filter strip per 1 cfs of flow.
Forested filter strips must be significantly wider than those with grass or thick ground
cover, due to the forests greater susceptibility to erosion.
If the filter strip has discrete sections with grass or thick ground cover in one part and
forest vegetation in another, then the length should be determined by calculating the
weighted average of the lengths required for each vegetation type. For example, if a
filter strip that has 20 feet of the width maintained as grass and 30 feet of the width is
existing forested vegetation, the appropriate filter strip length will be:
(20/50) x (13 ft/1cfs) + (30/50) x (65 ft/1 cfs) = 44.2 or 44 feet per cfs of flow
The width (parallel to flow) of a filter strip shall in all cases be a minimum of 50 feet.
13.3.5. Length and Width for Compliance with the State Stormwater Program
In most circumstances under the State Stormwater Management Program rules at NCAC
15A 21-1.1000, a filter strip is a required additional component of a control system based
on another BMP. For example, the discharge of a wet detention basin must flow
through a companion vegetated filter strip for ponds designed to treat 85% TSS. Ponds
designed to treat 90% do not require a level spreader/filter strip. No specific numerical
value of pollutant removal is assigned for the filter strip alone, but the filter strip must
Filter Strip 13-5
July 2007

�Iarf &Iwen;en CG.. 5fb1<z,
STORM DRAINAGE ,�^`Q c�rpj1C- I 1%/
TABLE 1106.2
SIZE OF VERTICAL CONDUCTORS AND LEADERS
HORIZONTALLY PROJECTED ROOF AREA (square feel(
DIAMETER OF OF
Rainfall rate (inches per hour)
LEADER
(inches)'
1
2
3
40233,200
6
7
6
9
10
11
12
2
1880
1,440
960
720480
410
360
320
290
260
240
3
8,800
4,400
2!930
22001,470
126O
1,10O
980
880
800
730
4
IS4f1(I
9.20b
G,130
4,6(I(13p7(I
2.630
2300
2(45
1.8411
L675
1,5311
5
34.600
17,300
1 030
8.6505,765
4945
4,325
3,845
3,460
3.145
? 880
6
54,000
27,000
17,995
13,500
9,0(10
7,715
6,750
6,000
5,410
4,910
4,500
8
I I6,U11(1
58.(100
35660
'29,00019,315
IG,57(I
14.5O0
12,890
11.600
10545
9,600
For SI: 1 inch =25.A nil. I squ:uu loot =11.0929 )112. Nok.: Co,wr,/ ✓CnG7dr,
a. Sizesindlcetederethedii.... �l cireulxr piping. This txhlc id npplicnhlu to plping nl otheushupes prm :dttlthe cros,c-s canal shape 111lly eneluscsaorcle n(Ihe
diameter Indicamd in this lahle.
TABLE 1106.3 &no ,/r`0.S
RDF nF HnR17nNTAL STORM DRAINGE PIPING Pi
OF
HORIZONTALLY PROJECTED ROOF AREA (square feet)
SIZE
HORIZONTAL
Rainfall rate (inches per hour)
PIPING
(inches)
1 2 3 4t p%, 5 6
1/N unit vertical in 12 units 11011ZOM01 (I -Percent S10130
3
3,289
1,644
1,096
822 c
h57
548
4
7.520
3,760
2.506
1 XX)
1.504
1,'_'53
5
13.360
6.680
4.453
3,340 tic(
(Q 2,672
2.227
�6
21,400
10.700
7,133
5,3507,3;(5'
4,280>Y45,
3.506
8
46,000
23,000
15,330
11.500
9.200
7.600
10
82.800
41400
27,600
21,700
16.580
13,800
12
133.200
66,600
44,400
33.300
26,650
22.00
15
218,000
109,000
72,800
59,500
47.600
39,650
114 unit vcrtic:d in 12 units h0riWrtal (2-pcl'Cent Slupc)
3
4.040
2320
1,546
1.160
928
773
4
10.600
5,300
3533
2,650
2,120
1,766
5
1S.88f)
9.440
6293
4.720
3,776
3,146
6
30.200
15.100
10-066
7,550
6.040
5.033
8
65200
32.600
21,733
16.300
13.040
10,866
10
1 16.800
58,400
38.950
29200
27 350
19,450
12
188.(I(10
91,000
62.600
47.000
37.600
31,350
15
330.000
1 1650Of
112.000
84.000
67 250
56,000
unit verlicul in
12 units hmir.Onfit 1
(4-percent slope)
3
6.576
3,288
1295
1,644
1.310
1.096
4
15D40
7.S20
5.010
3.760
3,010
^_ 500
5
26.720
13360
8.900
6.690
5,320
4.450
6
42.800
21400
13.700
10,700
8.580
7.140
8
92.000
46.000
30.05O
23,000
18A00
15.320
If
171.600
85.800
S5.200
41,400
33.1%
27,600
12
266.400
133.200
88.800
66.600
51200
44400
15
476M00
238.000
158.800
119.000
95,300
79250
For SII inch = 25A tun:. 1 xqunrc 1'anl = 0.0929 nr'.
to I uSQ. b" T ;F"- P`� X7,-Y4
JUN 2 2 2010
88 A-fJ 2006 INTERNATIONAL PLUMBING CODE©

STORM DRAINAGE
4.28 / -
FIGURE 1106.1
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES 5- ;ZTAV,"4 i ice >✓
For SI: I inch-'_i.J nun. JUN 2 2 2010
Snu« c Nalmnnl Wcmhcr Sci'r ice, NnliumJ Oceanic and Almgaplml'ic Admin'ndcnlnn. Wu,aLlu_iim D.C.
2006 INTERNATIONAL PLUMBING CODE® �,_�� 83

c
Friction Method
Manning Formula
Solve For
Full Flow Capacity
Roughness Coefficient
0.012
Channel Slope
1.00000 %
Normal Depth
0.50 ft
Diameter
0.50 ft
Discharge
0.61 ft-Is
,R*++, }r f>?" Wk 1 "t ♦ �!' S4 `kt .n ;pTj�."^-" R �: y?� CR Xc. grhy ups 'M1 LC1" t } F` v74i M .'
Discharge
0.61 ft-Is
Normal Depth
0.50 ft
Flow Area
0.20 ft'
Wetted Perimeter
1.57 ft
Hydraulic Radius
0.13 ft
Top Width
0.00 ft
Critical Depth
0.40 ft
Percent Full
100.0 %
Critical Slope
0.01066 tuft
Velocity
--> 3.10 f /S
Velocity Head
0.15 ft
Specific Energy
0.65 ft
Froude Number
0.00
Maximum Discharge
0.65 ft'/s
Discharge Full
0.61 ft'/s
Slope Full
0.01000 ft/ft
Flow Type
SubCritical
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
Upstream Depth
0.00 n
Profile Description
Profile Headloss
Average End Depth Over Rise
0.00 It
0.00 %
JUN 2 2 2010
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
4/30/2010 2:13:00 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
0.50
ft
Critical Depth
0.40
It
Channel Slope
1.00000
%
Critical Slope
0.01066
ft/ft
1tiC' �Y V'Jc�'u�D
JUN 2 2 2010
j By:
-
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03)
413012010 2:13:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
A-30

C)
O
0
%r
t r
Ui w
ca
0
b
ro
H
N
m
0
C
z
1 �
o
L�
0.3
in
0
0
H
m
m
0
p 0.1
00
0 oS
m o
ti o
m �
c
v
0
0
HORIZONTAL
d50 = 0.15 D(F)3
1/2 Do DEEP
SCOUR HOLF.
50 = 0.09 Do(F)3
5
1 Do DEEP SCOUR HOLE
d50 = 0.055 Do (F)3
1 5
n z n.5 7-7 1
F=V/ gD
� b ;0,5
L�.
A
DEFINITION OF TERMS:
F = FROUDE NUMBER (RIP RAP HOLE)
D = DEPTH OF FLOW
d50 = DIAMETER OF STONE (50%.SIZE)
Do = DIAMETER OF OUTLET d
V = AVERAGE VELOCITY AT OUTLET
U
D
`\ 3
1 ON 3 \)
1 A �?
Wo ON N 3 Do 1 ON 3 A
1 ON 3 / 0
r
PLAN
PC
Do 3 yVARIES (0-1.0 Do)' S
o
1 F
m
3
SECTION A -A
0
PERFORMED SCOUR HOLE
a�W , r
3b0� l.5
`� S O��a. Se✓%tlGrc,.(a( toredq,/

EM 1110-3-136
9 Apr $4
.7
i
DISSIPATOP.S
CM -MI -I S
--
CEAK`.
.�y c D ItL _ Jw
L
-77
/ 3i , s
C.S. Army Corps of Engineers
7�JLN 2 2 2010
JU_--_
D
BY: I A-, 3.�

Naugle, Mary
From: Naugle, Mary
Sent: Thursday, June 17, 2010 9:51 AM
To: 'Collins, Dennis'; Redhage, Mickie K
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Dennis;
Thank you for your response. I wondered if Mickie was out
What you stated below in your memo will be fine.
I have a couple additional questions:
1. Application IV(8) reports 50% density. When I add the impervious areas and divide by permit area it seems like
is should be 40%? (21,000+32,644) / 3.095 acres = 40%. Please verify.
2. Planting plan on supplement page 2. Why did the p of species change from "6" down to " 1" between the
submittal on May 17 and June 9 ? At least 3 species are recommended. Please verify and include the If species
consistently on the plans and supplements in accordance with the BMP.
Please submit electronically so I can proceed with final reviews tomorrow and you can send 2 sets of the original /full
size plans in the overnight mail.
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
mary.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: Collins, Dennis [mailto:[e-mail]]
Sent: Thursday, June 17, 2010 9:04 AM
To: Naugle, Mary; Redhage, Mickie K
Cc: Towler CIV David W
Subject: RE: SAS 100460 Marine Mart State Stormwater
Mary:
Thank you for the response.to Mickie's questions. She is out of the office today but will be addressing your comments
and responding on Friday. I would hope that the one day delay will not be a problem.
In addition, in order to respond to the quick turn around with signed and sealed documents, the next revision will likely
be sealed by another registered engineer (Tim Caveny) in our office as Leon is out on vacation. Tim is Mickie's direct
supervisor and has been involved with the project throughout as well. I assume that this will not cause any issues.

Dennis W. Collins, AIA
BIS Frucon Engineering Inc.
Vice President Architecture
15933 Clayton Road
Suite 305
Ballwin, MO 63011
E-mail: dennis.collinsici)bisfei.con
Phone: [phone]
Mobile Phone: [phone]
Fax: [phone]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Thursday, June 17, 2010 7:44 AM
To: Naugle, Mary; Redhage, Mickie K; Collins, Dennis
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mickie;
Be sure to seal the plans.
The last version of drainage plan that was submitted to us was not sealed. It should be 2 sets of plans, sealed, including
the drainage plan - Figure 2, drawing no. 4. The drainage plan had no sheet number on it.
Also when you look for the issued version, it will be mailed to the attention of the FE on the plans, Leon W. Schnur. Just
so it doesn't get delayed in the mail since it is not addressed to you, Mickie.
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' 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: Naugle, Mary
Sent: Thursday, June 17, 2010 8:37 AM
To: Naugle, Mary; Redhage, Mickie K; [e-mail]
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mickie
If you can pdf me the plans, I can move forward as long as I can read the labeling on the plans for item 1 and 2-...
and you can put the 2 sets of full size plans in the overnight to us. We have to issue the full size plans, but if I can read
the pdf that allows us to move forward with the internal reviews in our office by multiple persons.
THANKYOU!
Mary Jean Naugle

NCDENR Express Perrriitfing
NC Division of Wafer Quality
127Cardinal Drive Ex
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart' naugle @n cdenrgo 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: Thursday, June 17, 2010 8:22 AM
To: 'Redhage, Mickie K'; '[e-mail]'
Cc: 'Towler CIV David W'
Subject: RE: SW8 100460 Marine Mart State Stormwater
Importance: High
MY Comments in CAPS UNDER YOUR NOTE.
I APOLOGIZE FOR 3. My mistake!
ON 1 AND 2, JUST LABEL ON THE PLANS.
PLEASE TRY TO GET IT BACK OVERNIGHT. IT SHOULD BE ISSUED TOMORROW.
THANKYOU
Mary Jean Naugle
NCDENR Express Permitting
NCDivision of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar y. naugleGncdenr 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: Redhage, Mickie K[maiIto: [e-mail]]
Sent: Wednesday, June 16, 2010 5:26 PM
To: Naugle, Mary
Cc: Collins, Dennis
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mary,
I have received your comments and am planning to resubmit by June 28 as required. I do have two minor questions,
however.

Comment 2 asks for information about the area draining to the gas canopy drain. It is not clearly marked on the Civil
plans that the Concrete Fuel Dispensing Slab is to be covered with an overhead canopy. I will clarify this on the Civil
plans. Do you need to see plans and details for the fuel canopy or will clarification that the area is under a canopy be
sufficient?
NEED CONSISTENT LABELING. THE STATE STORMWATER APPLICATION NEEDS TO BE ABLE TO VERIFY BUA, DIMENSIONS,
AND STORMWATER SYSTEM. WHEN YOU LABEL THE LEVEL SPREADER "CANOPY B-2" ON THE SUPPLEMENT, AND IT IS
NOT ON THE PLANS, THEN IT IS HARD TO FOLLOW. JUST LABEL THE AREA THE SAME ON THE DRAINAGE AREA AND
PLANS, AS WELL AS THE LOCATION OF THE LEVEL SPREADER. I SEE SEMICIRCULAR ROCK ON THE FOREBAY, BUT NO
LEVEL SPREADER.
Comment 3 requires that'No stormwater discharge is allowed from new sites within SA waters'. The bioretention areas
have been designed to capture and infiltrate runoff generated by the 1-year 24-hour storm as required by Session Law
2008-211 Section 2.(b)(1)b.3. Does an amount greater than the 1-year, 24-hour storm need to be captured?
I APOLOGIZE.... I FOUND THE SOIL REPORT. THIS IS MY MISTAKE. ITEM ADDRESSED.
Thank you,
Mickie Redhage, P.E
BIS Frucon Engineering, Inc.
Civil Engineering Department
15933 Clayton Road, Suite 305
Ballwin, MO 63011
Email: [e-mail]
Phone: [phone]
Fax: [phone]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, June 16, 2010 3:15 PM
To: Redhage, Mickie K
Cc: Towler CIV David W
Subject: SW8 100460 Marine Mart State Stormwater
Please see the attached ad info request
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@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.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.

Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your compute.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
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your computer.

Naugle, Mary
From:
Naugle, Mary
Sent:
Thursday, June 17, 2010 9:51 AM
To:
'Collins; Dennis'; Redhage, Mickie K
Cc:
Towler CIV David W
Subject:
RE: SW8 100460 Marine Mart State Stormwater
Dennis;
Thank you for your response. I wondered if Mickie was out
What you stated below in your memo will be fine.
I have a couple additional questions:
1. Application IV(8) reports 50% density. When I add the impervious areas and divide by permit area it seems like
is should be 40%? (21,000+32,644) / 3.095 acres = 40%. Please verify.
2. Planting plan on supplement page 2. Why did the # of species change from "6" down to " 1" between the
submittal on May 17 and June 9 ? At least 3 species are recommended. Please verify and include the # species
consistently on the plans and supplements in accordance with the BMP.
Please submit electronically so I can proceed with final reviews tomorrow and you can send 2 sets of the original /full
size plans in the overnight mail.
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
many nougleGncdenr 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: Collins, Dennis[mailto:[e-mail]]
Sent: Thursday, June 17, 2010 9:04 AM
To: Naugle, Mary; Redhage, Mickie K
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mary:
Thank you for the response to Mickie's questions. She is out of the office today but will be addressing your comments
and responding on Friday. I would hope that the one day delay will not be a problem.
In addition, in order to respond to the quick turn around with signed and sealed documents, the next revision will likely
be sealed by another registered engineer (Tim Caveny) in our office as Leon is out on vacation. Tim is Mickie's direct
supervisor and has been involved with the project throughout as well. I assume that this will not cause any issues.

Dennis W. Collins, AIA
BIS Frucon Engineering Inc.
Vice President Architecture
15933 Clayton Road
Suite 305
Ballwin, MO 63011
E-mail: dennis.collins(afbisfei.com
Phone:[phone]
Mobile Phone: [phone]
Fax: [phone]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Thursday, June 17, 2010 7:44 AM
To: Naugle, Mary; Redhage, Mickie K; Collins, Dennis
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mickie;
Be sure to seal the plans.
The last version of drainage plan that was submitted to us was not sealed. It should be 2 sets of plans, sealed, including
the drainage plan - Figure 2, drawing no. 4. The drainage plan had no sheet number on it.
Also when you look for the issued version, it will be mailed to the attention of the PE on the plans, Leon W. Schnur. Just
so it doesn't get delayed in the mail since it is not addressed to you, Mickie.
Mary Jean Naugle
NCDENR Express Permitting
NC Division of Water Quality
127Car6nal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mary.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: Thursday, June 17, 2010 8:37 AM
To: Naugle, Mary; Redhage, Mickie K; [e-mail]
Cc: Towler CIV David W
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mickie
If you can pdf me the plans, I can move forward as long as I can read the labeling on the plans for item 1 and 2...
and you can put the 2 sets of full size plans in the overnight to us. We have to issue the full size plans, but if I can read
the pdf that allows us to move forward with the internal reviews in our office by multiple persons.
THANKYOU!
Mary Jean Naugle

NC DENR Express Permitting
NC Division of Water Quality
127Cordinol Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fox
many. 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: Naugle, Mary
Sent: Thursday, June 17, 2010 8:22 AM
To: 'Redhage, Mickie K'; '[e-mail]'
Cc: Towler CIV David W'
Subject: RE: SW8 100460 Marine Mart State Stormwater
Importance: High
MY Comments in CAPS UNDER YOUR NOTE.
I APOLOGIZE FOR 3. My mistake!
ON 1 AND 2, JUST LABEL ON THE PLANS.
PLEASE TRY TO GET IT BACK OVERNIGHT. IT SHOULD BE ISSUED TOMORROW.
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
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: Redhage, Mickie K [mailto:[e-mail]]
Sent: Wednesday, June 16, 2010 5:26 PM
To: Naugle, Mary
Cc: Collins, Dennis
Subject: RE: SW8 100460 Marine Mart State Stormwater
Mary,
I have received your comments and am planning to resubmit by June 28 as required. I do have two minor questions,
however.

Comment 2 asks for information about the area draining to the gas canopy drain. It is not clearly marked on the Civil
plans that the Concrete Fuel Dispensing Slab is to be covered with an overhead canopy. I will clarify this on the Civil
plans. Do you need to see plans and details for the fuel canopy or will clarification that the area is under a canopy be
sufficient?
NEED CONSISTENT LABELING. THE STATE STORMWATER APPLICATION NEEDS TO BE ABLE TO VERIFY BUA, DIMENSIONS,
AND STORMWATER SYSTEM. WHEN YOU LABEL THE LEVEL SPREADER "CANOPY B-2" ON THE SUPPLEMENT, AND IT IS
NOT ON THE PLANS, THEN IT IS HARD TO FOLLOW. JUST LABEL THE AREA THE SAME ON THE DRAINAGE AREA AND
PLANS, AS WELL AS THE LOCATION OF THE LEVEL SPREADER. I SEE SEMICIRCULAR ROCK ON THE FOREBAY, BUT NO
LEVEL SPREADER.
Comment 3 requires that 'No stormwater discharge is allowed from new sites within SA waters'. The bioretention areas
have been designed to capture and infiltrate runoff generated by the 1-year 24-hour storm as required by Session Law
2008-211 Section 2.(b)(1)b.3. Does an amount greater than the 1-year, 24-hour storm need to be captured?
I APOLOGIZE.... 1 FOUND THE SOIL REPORT. THIS IS MY MISTAKE. ITEM ADDRESSED.
Thank you,
Mickie Redhage, RE
BIS Frucon Engineering, Inc.
Civil Engineering Department
15933 Clayton Road, Suite 305
Ballwin, MO 63011
Email: [e-mail]
Phone: [phone]
Fax: [phone]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, June 16, 2010 3:15 PM
To: Redhage, Mickie K
Cc: Towler CIV David W
Subject: SW8 100460 Marine Mart State Stormwater
Please see the attached ad info request
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@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.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.

Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.

MEMORY TRANSMISSION REPORT
TIME :06-17-'10 09:07
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
245
DATE
06.17 0 9 : 0 6
TO
S 919104512976
DOCUMENT PAGES
2
START TIME
06.17 09:07
END TIME
06.17 09:07
PAGES SENT
2
STATUS
OR
*** SUCCESSFUL TX NOTICE
g—'witt
North Caroline Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Pardue Colson H. Sullins Oaa Freeman
Governor Director Secretary
Juna to. 2010
Carl Salter, Deputy Public Worka Cfficar
Commanding >M..r. US MCa Camp Lajauna
Bldg 1005 Michael Road
Camp L.l.una, NC 28542
Subjact: Raquamt far Additional lnformatlon
Stormwater Project No. SWB 100400
Marine Mart at Count.... May
OnslO C..nty
Dear Mr. Oskar-
Th. Wilmington Regional OMca r.calv.d an Expraaa Storrrmwatar Monagament Permit Application
for Marine Mart at Courthouse Bay On May 19. 2010 with additional Information .ubmitlod on June 0. 2010.
A prolim...ry review of that Information hoe cl tarminod that mho application Is not complate. Tha fallowing
information la needed to continua the atarmW®ter rawfavv:
1 . If the read antranca on the aouthwast corner is not r .too to the faro,, r any omount on the ..at road
rom entrance. than ovo that area from the drainage area plan for the aMP w area on drawing n 4 If
Up;..,. from elevations that the area 1. stopped an the permit area and away from the BMP.
2_ Plans. dallneato the drainage area routed to tha leval apreadmrMiltar strip reported On the nupplament
for 0-2 Gas Canopy Ural.. "1-ha one. should be on the dralnago area plan N4 a wall as detalls,
dlmanalone, slop., etc... On the detail and layout plan shoots. If this Iev.l ep,..a.r la on the Intel to
13MP R. than label 05 such on the plans and details.
3. Plaaea provide calculations that damonstrata tha discharga from tn. OMPa provide Off.atly , Infiltration,
Including the soil Infiltration rats In each arom of the vag.tated strip A and e. Us. the equation In BMP
Ch 10. No stonnwator diachar8a In allaw.d from now sites within SA wmtara.
Planes note that this request for additional Information Is In rempon.o to m preliminary ravlaw. Th.
requeslad information ahould ba recslvad In this CMica prior to June 26, 2010. or the application will ba
returned as Incomplete. Tha return of a projact will nacnaaltnts re-aubmlttal of all required items. Including
the application fee.
If you need .daltlonal tlm. to submit 1"o informallon. plasma mall, small or fax your request for m
time .xtenolon to the Uivlalon at tn.."area. and fax number at the bottom of this latter. pla.aa note that a
n ,scasignificant requoat for adaltl ... I Information may r Bull In lha return of the project. If that occur..
you will mesa to r acheaula the projact through the Exprsas coordinator for the next available ravlaw data.
and resubmit all of the required itame. Including the application fee.
Tha construction of any Imparvlous surfaces. other than a construction entrance unclar an approved
Sadlmantatlon Eroalon Control Plan. 1* a violation of "CGS 143-215.1 and la subject to onforcamanl action
pureuant to NCGS 143-215.6A.
Plaaea label all packagso and cover latlara ••Expramm•• Una raferanoa the project n mo and
re Stela assigned projact number on all curapondancsg If you have, any questions c n m corning thin nttar
planes feel free to call ma at [phone] or email me at mary.Naugia®ncdanr.gov.
wn Ana � oc�a...iomm
eaa..w.., ...-mo. sees teen.. ze.oe
vno.e: ern-rmmetaaso-
-ra � rxx: zoo. I cw.,..., s.�as: tazzozam.e ,pith Carolina
..m....c.,....��..a,00•Inr.oq atllCCZl�f/

MEMORY TRANSMISSION REPORT
TIME :06-17-'10 09:08
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
246
DATE
06.17
09:07
TO
: 8 916363914497
DOCUMENT PAGES
2
START TIME
06.17
09:08
END TIME
06.17
09:08
PAGES SENT
2
STATUS
OK
*** SUCCESSFUL TX NOTICE **
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves perdu. Colgan 11. Sullins
Do. Fle.man
Govamor Director
Secretary
Jun. 15, 2010
Carl Baker. U.puty Publlc W.M. Olflcar
Commanding OM.er, US MOM Camp Lejauno
Bldg 1005 Michael Road
Camp Lajauna. NO 28542
Subject Req..et for Additional Information
Stormwater prajo.t No. SWB 100400
Marine Mart at Courthou.a aay
Onalew County
Oaar Mr. Baker:
The Wilmington Regional OMca raceivad an Express Stormwater Management p.rmlt Application
far Marine Mart at C fthouso Bay on May 19, 2010 with additional Information submitted On Juna 0, 2010.
A preliminary review of that information has determined that the application is not complata. The following
Information Is nead.d to c.ntlnu. the et.rnlwater review:
1. If the road entrance on the southwest corner Is not routorl to thO bmp, Or ny amount on the east road
ntren.a, than remove that area from tho drains.a sros, plan for the BMP area on drawing no. A. It
appears from alavatione that the area Is slopped off the permit area and away from that BMP_
2. pl.aaa dalln.ato the drainage area routed to the loval spr.adar/filter strip reported on the eupplamant
for 0-2 Gan Canopy Ural n. Tha or.. should bs on the drainage area plan # as well as details,
dim ... jana, elope, at.... on the d.t.11 and layout plan .".at.. If this level spread., la on the Inlet to
BMP M. than label as such on the plan. and tlalall..
3. "Lase provide .alculabon. that domonatrats the discharge from the aMpa pr.vid. affactiva Infiltration.
Including the Boll Infiit,atl.n rate In each area of tn. vagatatatl strip A and a. Uss the equation in BMP
Ch 1e. NO stormwater discharge Is allowed from new aitee within SA waters.
plsa.e note that this request for additional Infomlatlon Is In response to a preliminary review. Tha
requeatad Information should lea received In this Ofsca prior to Juno 29, 2010. or the mpplicatlOn will be
returned as I ... mplata. Tha return Of is project will nOccoultata re -submittal of all requlr.d Items. including
the application fee.
If you n ad additional time to mubmlt the Information, plans. mall, ornall Or fax your reque.t for a
time axtenaon to the Ulvlslon at,the adtlro.. and fax number at the bottom Of thla letter. Rio... not. that a
second significant roquosl for additional Information may result In the return of tha projact. If that occurs,
you will need to reschedule the projact through the Exproso coordinator for the na d available roviow, data,
and resubmit all Of the raquirad (lams, including the sppllcation fee.
Tho construction of any Imparvloua surfaces, other tn... construction antra... under an appr.vsd
S.i imantation Emalon Control plan, Ia . violation of NCGS 143-215.1 and Is .."act to .nfor.emonl action
pursuant to NCGS 143-215.0A.
PI¢aaa label all pack.... and cover letters es "Express" and rafaranco tho project name and
State a ai.natl project number On all correspondence. If you have any qusstlona concerning this matter
please feel free to call me at (91 O) 796-7303 or small me at mary.Nnugle®nodenr.go,
WI] CFere1„wRi 0,1wr Eab,ulnn, W Ilmlrybn, Nnrr, Cagllm 'A{O! JJ
pM1�pN;B\O-]BB-]116\PN(: B10JB0-3006\.ub,mr.nrvlm: l<]]iY]{]a! .t�l /C�BI'O3311H
mnt wa�.m]vearnwllh.w �LHi�aIL
wn lnuy Orme�nlb \ wrNrrWw ncbn Er,pUYar

w �
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
June 16, 2010
Carl Baker, Deputy Public Works Officer
Commanding Officer, US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 100406
Marine Mart at Courthouse Bay
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit Application
for Marine Mart at Courthouse Bay on May 19, 2010 with additional information submitted on June 9, 2010.
A preliminary review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. If the road entrance on the southwest corner is not routed to the bmp, or any amount on the east road
entrance, then remove that area from the drainage area plan for the BMP area on drawing no. 4. It
appears from elevations that the area is slopped off the permit area and away from the BMP.
2. Please delineate the drainage area routed to the level spreader/filter strip reported on the supplement
for B-2 Gas Canopy Drain. The area should be on the drainage area plan #4 as well as details,
dimensions, slope, etc... on the detail and layout plan sheets. If this level spreader is on the inlet to
BMP B, then label as such on the plans and details.
3. Please provide calculations that demonstrate the discharge from the BMPs provide effective infiltration,
including the soil infiltration rate in each area of the vegetated strip A and B. Use the equation in BMP
Ch 16. No stormwater discharge is allowed from new sites within SA waters.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to June 28, 2010, or the application will be
returned as incomplete. The return of a project will necessitate re -submittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. Please note that a
second significant request for additional information may result in the return of the project. If that occurs,
you will need to reschedule the project through the Express coordinator for the next available review date,
and resubmit all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at [e-mail].
Sindaug e
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarol i na
Internet: www.ncwaterquality.org
An Equal Opportunity\Affirmative Action Employer Naturally

GDS/mjn: S:\WQS\STORMWATER\ADDINFO\2010\100406jun10
cc: Mickie Redhage, BIS Frucon Engineering, Inc. 636-391-4585, fax: 4497
M.J. Naugle
Page 2 of 2

Project Name:
Project No.:
LETTER OF TRANSMITTAL
Marine Mart at Courthouse Bay,
Camp LeJeune
805322.18
To: NC DENR
Cardinal Drive Extension
Wilmington, NC 28405
Attention: Mary Jean Naugle 910-796-7215
We are sending ® Herewith ® Delivered via UPS
UPS Tracking #: 1Z 697 AW4 01 9207 5974
Frucon
als Engineering
June 8, 2010
File No.:
13.10
Transmittal No.: 008
Description: IFA— DENR Express Stormwater Submittal
cc: Kelly Snook, CCE David Towler, ® w/ copy Below
Camp LeJeune DPW
rcc: File
Vendor:
Manufacturer:
Equipment No.:
®Drawings ❑ Calculations ® Specs ❑ Shop Dwgs. ❑ Samples ❑ Change Notice ❑ Copy of Ltr. ❑ Orig. Tracings ® Other
No. of Drawing/
This transmittal affects
These Are:
❑ Preliminary
❑ Informational
r� As Requested
I Advance Copv
—Area B2 Gas Canopy Drainage
— Stormwater Calculation File with Narrative, USGS Map,
® Engineering ❑ Procurement ❑ Construction
For:
I�I�I Approval
V�I Your Use
Review & Comment
❑ Files & Distribution
_ ❑ Fabrication
❑ Construction
`Action Legend:
1. No exceptions taken, addressee can proceed with fabrication and/or
construction.
2. Addressee can proceed based on making revisions noted. Submit
corrected copy for file.
3. Revise as noted and resubmit. Hold fabrication or construction.
4. Submit copies for distribution/file.
Remarks: Please find the enclosed resubmittal for Express Stormwater permitting of the proposed Marine Mart Convenience Store at
Courthouse Bay, Camp LeJeune. Because the originals were sent with the last submittal, only originals that have changed are included herein. If you
Have any questions or comments, please call meat 636-391-4585 or email meat Mickie.redhage(c).bisfei.com.
Any action shown above is subject to terms of contract and does not relieve addressee from his obligations under the contract.
If enclosures are not as noted, please notify us at once. By: Mickie Redhage
Please sign and return one (1) copy to us. Rec'd By:
• BIS FRUCON ENGINEERING INC. : `c,
15933 CLAYTON ROAD • SUITE 305 • BALLWIN, MISSOURI 63011
[phone] • Fax: [phone] JUN 0 9 2010
BY:_6r,PceS`

m
-BILFINGER BERGER
Industrial Services
June 8, 2010
Mary Jean Naugle
NC DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
:3
JUN 0 9 2010
Frucon
Bls Engineering
Phone: [phone]
Fax: [phone]
RE: Marine Mart Convenience Store at Courthouse Bay, Onslow County
Stormwater Project No. SW8 100406
Responses to Comments Dated 5-26-2010
Dear Ms. Naugle:
Please find the enclosed resubmittal for Express Stormwater Permitting of the proposed
Marine Mart Convenience Store at Courthouse Bay, Camp Lejeune. This resubmittal is
in response to your comments dated May 26, 2010 with additional clarification from
Linda Lewis from your office via email on June 2, 2010. Itemized below are the
comments given along with responses describing how each comment has been
addressed.
Comment: Please either delineate all wetlands on site, disturbed or undisturbed,
or note on the plans that none exist within the permit area. It is not permissible to
locate stormwater BMP's within wetlands.
Response: Note #4 has been added to sheet C-103 stating that no wetlands
exist within the permit area.
2. Comment: All bioretention cells must be designed with a pretreatment area.
Options for pretreatment devices are discussed on page 12-11 of the BMP
Manual. Without a forebay or other pretreatment device, sediment can collect on
top of the bioretention cell, clog the soil media, and become a maintenance
burden. The supplement reports pretreatment is provided, however, none is
shown on the plans.
Response: Both bioretention areas have been designed with gravel and
grass pretreatment, which is option 1 on page 12-11 of the BMP Manual.
This has been clarified on the grading plan sheet C-103 as well as the
bioretention section on sheet C-503.
A forebay with level spreader has been added to Bioretention Area B where
the roof drain discharges to the bioretention area; the forebay detail has
been added to sheet C-103. Level spreader calculations have been added
to the calculation package on pages A-21 and A-22, and a level spreader
supplement form is included as well.
Corporate Office
15933 Clayton Road, Suite 305 4019 Woodcock Drive 3520 Thomasville Road 2600 South Shore Blvd.
Ballwin, Missouri 63011 Suite 200 Suite 200 Suite 300
www.bisfei.com Jacksonville, Florida 32207 Tallahassee, Florida 32309 League City, Texas 77573

Page 2 of 4
3. Comment: Please add bioretention basin details on the plans, including a layout
plan view with contour and dimensions and a section view with depths and
elevations.
Response: The bioretention plan on sheet C-103 has been revised to show
more detail, including the top and bottom contours of the bioretention
areas. The contours at the downstream end of the level spreader and filter
strip for area A have been revised as well to provide smooth flow into the
western ditch. The bioretention section view on sheet C-503 has been
revised to clearly indicate that it is applicable to both areas A and B.
Comment: Please provide inflow into bioretention facilities at or below 3 fps for
grassed cells or use an energy dissipating device or a flow spreader device. The
provided calculations report an inlet velocity from the paved area of 4.25 fps into
BMP A. Inlet flow into BMP B is through a pipe and therefore needs a flow
spreader to promote sheet flow. Provide details on the plans for the flow
spreader and for the inlet devices on both BMPs A and B. The 3 ft. wide riprap
area at the inlet to BMP B is good for energy dissipation but is not sufficient to
provide sheet flow.
Response: The sheet flow velocity into the bioretention facilities has been
calculated using the equation published in the National Resources
Conservation Service document "Urban Hydrology for Small Watersheds"
(TR-55) published June 1986. These calculations are included in the
calculation package on pages A-16 through A-18. The overland flowrate to
Bioretention Area A is calculated to be 2.48 fps. The overland flowrate into
Bioretention Area B is calculated to be 2.78 fps. Both velocities are below
the 3 fps maximum allowable.
The pipe inlet to Bioretention Area B has been provided with a forebay and
level spreader designed per Section 8.3.4 of the BMP Manual. These
calculations are included beginning on page A-21 of the calculation
package.
5. Comment: Since grassed cells are used, please specify on the plans that
bioretention cells must be grassed with sod and the sod must not be grown in soil
with an impermeable (clay) layer in accordance with BMP design element 20.
Note 1 on drawing # C-503 mentions sod on forebay slope, but the entire area
needs to be sodded and it must be specified that no impermeable layer exists
and is verified at construction.
Response: The entire cells are now shown to be sodded. Note 3 of the
bioretention section on sheet C-503 requires that no impermeable layer
exist within the sod.
Comment: Please label the topsoil stockpile area on the level spreader for BMP
B as "temporary during construction only" or take it off the stormwater plans. The
JUN 0 9 2010
;3 Y:

Page 3 of 4
temporary stockpile area should be on the Erosion Control plans, but is not
needed on the stormwater plans.
Response: The topsoil stockpile area has been labeled as 'temporary' on
sheet C-104.
Comment: Please complete the required items checklist for the bioretention
supplement in Section III items 5 and 6 on BMP A.
Response: The supplement checklist has been completed and is included
in the resubmittal package.
8. Comment: Please correct the elevation on drawing # C-503 for the bioretention
cross section, which reports the undisturbed elevation is at 34.63 ft. when the
bottom of the cell is reported at 33.8 ft.
Response: The undisturbed subgrade elevation has been corrected to
33.8.
9. Comment: Please demonstrate on the plans that the road entrance on the
southwest corner of the permit area is routed to the BMP. It appears from
elevations that the area is slopped off the permit area. If slope and contour
cannot be modified to route runoff to the proposed BMP A, please provide
treatment. You may consider an underground trench for that area of the paving.
Response: Per your suggestion, the southwest road entrance area has
been regraded to slope as much pavement as possible into the bioretention
area. Approximately 0.04 acre slopes off the permit area.
An underground infiltration trench was considered, but is not permissible
at the southwest corner of the site per Chapter 16 of the BMP Manual due
to the lack of elevation between the SHWT (31.8) and the pavement (34.0±).
Installing the infiltration trench further to the east along the driveway is not
recommended due to conflicts with the existing water mains buried in that
utility corridor.
Though a trench drain could be installed under the pavement near the
roadway, draining into the ditch, doing so would create a point discharge,
which is thought to be less desirable than the overland flow currently
shown.
10. Comment: Utility and non-stormwater details are not needed on these plans for
the state stormwater application. The Division does not have storage for plans
with non -related information such as details for marquee signs, fences, fire
hydrants, etc... Civil, stormwater and paving details are needed. Non -essential
plan sheets will be removed from the approved plan set.
12:F`C➢y`I E)D
"I'll",
I09l",
BY:

3
Page 4 of 4
Response: The details sheets have been rearranged to include paving
details on sheet C-503. The sign detail has been removed from sheet C-
503. Sheets C-501 and C-502 are not included in the resubmittal.
11. Comment: Due to the additional review time that will be needed in the express
review program, please submit a reapplication fee of $500.
Response: The -requested check has been included in the resubmittal.
If you have any further questions or comments, feel free to contact me at 636-391-4585
or by email at Mickie.Redhage(a)bisfei.com . I look forward to receiving your approval
soon.
Sincerely,
Mickie Redhage, P.E.
BIS FRUCON ENGINEERING, INC.
cc: File
David Towler, Camp Lejeune
Kelly Snook, Centennial Contractors, Inc.
Dennis Collins, BFEI
�J $ID
JUN (; 9 2010

Lewis,Linda
From:
Lewis, Linda
Sent:
Wednesday, June 02, 2010 6:13 PM
To:
Naugle, Mary; Redhage, Mickie K
Cc:
Towler CIV David W
Subject:
RE: SW8 100406 Marine Mart at Courthouse Bay State Stormwater
Mickie:
Mary Jean asked me to respond to your questions regarding the additional information letter dated May 26,
2010.
#2- An 8" gravel strip with a 3' grassed strip after it is sufficient pre-treatment, per the BMP Manual. Does the
Bioretention Cross Section on C-503 apply to both BMP's A and B? I see the notes in BMP "B" for the gravel
strip and the grass strip, but I don't see a comparable note for BMP "A". Also, is it your intention to run the
gravel / grass pretreatment device only along the pavement edge, or along the perimeter of the BMP? I think
that is what is confusing us on the bioretention cross section detail on C-503 because the pretreatment device
is incorporated into that detail, and there's no way to tell where the pretreatment device begins and ends.
#3- The Section view provided on C-503 is sufficient, but a more detailed plan view is needed. The grading
plan on C-103 needs to show precise, separate, labeled lines on the plan that are the proposed bottom contour
at elevation 35.8 and the storage contour at 36.8. The proposed contour should be darkened up to stand out
better. Right now, I am guessing as to the location and extent of those 2 contours. There are areas where the
proposed spot elevations and the contour conflict. Also, I am confused over how the grading for the vegetated
filter for BMP "A" works. It does not appear to follow the detail on C-503. The grade in the filter drops from 36.8
to 34.3, but then has to rise back up and over the 35 in order to exit the site. It would be better if the vegetated
filter dropped smoothly from 36.8 to 35 and just petered out into the ditch per the detail, The dimensions you
have provided for the two cells are adequate.
#4 — As long as the semi -circular level spreader at the piped discharge into Basin "B" has sufficient length to
adequately disperse the piped discharge, that will be fine. We need some type of flow spreader at the piped
discharge. I'd keep the gravel energy dissipater pad and add the level spreader after. You also need to deal
with pre-treatment for that piped inflow as well. Perhaps a forebay would better serve that purpose.
#7- The application indicates that these are grassed bioretention cells, so sod is required - not seed, not
plantings and not mulch. Please remove the "plant" list from the plans and specify the sod type to be used in
the cells. There are no other plantings except for sod that is required in a grassed cell. I do not know exactly
what is required for "Assurance that the installed system will meet design specifications upon initial operation
once the project is complete and the entire drainage area is stabilized." I think this is a reference to the fact
that bioretention should probably not be used as an erosion control device during construction. I would also
take this to mean that the permittee needs to make sure that once the project is complete or no longer under
the SEC plan, and the drainage area is stabilized, the planted cell will meet the design requirements.
#9 — The rules require that all proposed BUA be collected and treated. It doesn't all have to drain to the same
BMP. Multiple BMP's and BMP types are allowed to be permitted under one permit. If soils and SHWT are
suitable, one solution might be an oversized (10 year storm) under the pavement rocked infiltration trench
which could bypass directly into the road ditch. An alternate solution may be to look at revising the grading in
that driveway to capture more of the runoff and direct it into the bioretention cell.
Hope that helps to get you started on the revisions.
Linda
Please note my new email address is [e-mail]

:.l
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.
From: Naugle, Mary
Sent: Friday, May 28, 2010 1:34 PM
To: Redhage, Mickie K
Cc: Towler CIV David W; Lewis,Linda
Subject: RE: SW8 100406 Marine Mart at Courthouse Bay State Stormwater
Mickie;
I have to be out for a few days. Linda Lewis, the stormwater program manager, is going to reply to you on Tuesday or
Wednesday by e-mail. You can have 5 working days to submit after Linda replies to 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
mart'. nauglec9ncdenr.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: Redhage, Mickie K (mailto:Mickie.Red [e-mail]]
Sent: Friday, May 28, 2010 11:49 AM
To: Naugle, Mary
Cc: Collins, Dennis
Subject: RE: SW8 100406 Marine Mart at Courthouse Bay State Stormwater
Mary Jean,
I have a few questions about your comments dated 5/26/2010. I need to discuss them before I can address some of
them. I am out of the office today, but feel free to call me at home [phone]. I will list a few of my questions
below in case you cannot get to your phone today.
Comment 2: I had proposed the 8" gravel/ T grass strip pretreatment described on page 12-11 of the BMP manual. Is
this sufficient? If so, do I need to label it better?
Comment 3: Is the section view on sheet C-503 not what you need to see? For the layout, do I need to combine the
dimensions on sheet C-102 with the grading on sheet C-103, or do I need to create a new sheet?

Comment 4: For the pipe inlet to Bioretention area B, could I call for a semicircular level spreader surrounding the pipe
outlet, sized per BMP manual Chapter 8?
Comment 7: Pertaining to items 4 and 5 on the Bioretention Area checklist, Are the planting requirements shown on
sheet C-503 sufficient? What is required by the "Assurance that the installed system will meet design specifications upon
initial operation once the project is complete and the entire drainage area is stabilized"?
Comment 9: A portion or the southwestern road entrance is below the elevation of the bottom of the basin since the
bottom of the basin is above the road elevation. Where should the 'underground trench' that you suggest drain? The
paved drainage area is 0.07 acres.
Thank you for your help with these questions. I hope to meet all of your requirements with this resubmittal
Mickie Redhage, PE
BIS Frucon Engineering Inc.
Civil Engineering Dept.
15933 Clayton Road
Suite 305
Ballwin, MO 63011
E-mail: mickie.red hage(abbisfei.com
Phone: [phone]
Fax: [phone]
From: Naugle, Mary [[e-mail]]
Sent: Thursday, May 27, 2010 7:52 AM
To: Naugle, Mary; Redhage, Mickie K
Subject: RE: SW8 100406 Marine Mart at Courthouse Bay State Stormwater
Mickie;
I am sorry that I missed your calls yesterday. We had an all day meeting.
I have meetings this morning, I will call you this afternoon or tomorrow morning.
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
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, May 26, 2010 9:48 AM
To: '[e-mail]'
Cc: Towler CIV David W'; Russell, Janet
Subject: SW8 100406 Marine Mart at Courthouse Bay State Stormwater
Please find attached the additional information request for this stormwater application.
Mary Jean Naugle

NCDENR Express Permitting
.J "
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.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from
your computer.
Notice: This communication may contain confidential and privileged information that is for the sole use of the intended recipient. Any viewing, copying, distribution,
reliance or other use by unintended recipients is prohibited. If you've received this message in error, please advise by replying to this message and deleting it from '
your computer.

MEMORY TRANSMISSION REPORT
TIME :05-26-'10 11:09
PAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO. 143
DATE 05.26 11:08
TO : 8 919104512927
DOCUMENT PAGES 2
START TIME 05.26 11:08
END TIME 05:26 11:0
PAGES SENT 2
STATUS OR
* SUCCESSFUL TX NOTICE
gq�R
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Bayarly Eaves Pardus Colson H. Sullins 0.0 Freeman
GOvamor Director Sscratory
May 20. 2010
Carl Baker, Deputy Public war m Officar
Commanding OMlcsr, un MCB Camp L.l.unn
Bldg 1005 Michsol Road
Camp Lefaun., NC 28542
aubj.at R..... t for Additional Inforrrrallon
8tofrrweter Project No- SWS 100406
Marine Mart at C...... a. Bay
Q..low County
Einar Mr. Baker:
Tha eWilmington riagional Office r vad an Exprass Storrnwatar Manmgsmont Parrmit Application
far Marine Mart at Caurthounn any an Me, 19, 2010- A prellmin.ry nWiew of that inforrt\adon has
autarminad that tho appllcatlOn Is not complata. Tno following Information In nOOdod to continuo the
.tormw.t.r review:
1. Plans. either dellnaats all wetlands on It.. dinturb.d o ndlaurbad, or not. on the plan. that none
exist within the permit aroa_ It 1n not perrnlsslbla to locate .tormwater BMP'n within wetlands.
2_ All bloratantlon calls must be designed with a pralramtm.nt area. Options for pratrentmant devlcn i
era discussed on page 12-11 of the BMP Manual. Without a foroboy or other pretreatm.nt device.
.adlmant can collect on top of the bloratantlon call, clog iha soil r atlla, and become a rnalntananca
burden. The supplentant reports pns1r.atmen4: 1. provided, however, none Is shown on the plane.
3- PI .... ..a bloratantlon basin details on the plan.. InrJuding a layout plan vl.w with comour and
dimensions and s section vlaw with depths and elevation..
4. Please Provlde inflow Into bloretentlon facllltien at or below 3 fps for greased call. or us. an energy
dissipating dovioo or a now spreader davico. -rho provided calculations ropart an inlet velocity from
the p.v.d area of 4.25 fps Into 0MP A. Inlet flow Into 13MP cl 1. through a pip. and th.relore nand.
a flow spreader to promote sheet flow. Provida details on the plans for the flow spreader and for
tha Inlet devices an both BMPs A and B. Tha 3 ft. wide riprap area at tho inlet to BMP B In good for
.nergy disapatlon but 1. not sufficient t0 provid.."set flow-
S. alnca aranaad calla ans used, plann. npeolfy an the plane that bloratantlon rlaile rnuat he grassed
with sod and the nod must not be grown In sell with an Impermsabls (Clay) layer in aceordonee with
BMP dacign element 20. Note 1 on drawing 0 0-50a ma lions cod on forabay atop., but the -"it'-
area need. to be .added and it .aunt be spacllled that no Impermeable layer sxlete and to verified at
constfuotion. -
a. Please label the topsoil stockplls area on the level spreader for BMP B as "temporary during
onatruction only" or take it off lhu stormwatar plans. "rho temporary stockpile area should ba on the
Eronlon Control plane, but In not needed on the ntormwetar plans.
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Inlan�el a�e'�.r�c�.nb�gwllry.aq - /t /Qtu�r���,/

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
144
05.26 11:08
S 916363914497
2
TIME :05-26-'10 11:10
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
SUCCESSFUL TX NOTICE ***
North Carolina Department of Environment and Natural Rosources
Division of Water Quality
Beverly Eaves Perdua Calash H. Sullins Doe Freeman
Governor Director Secretary
May 20. 2010
Carl Bak.1, Deputy Public Work. Officer
Commanding Offican US MCn Osmp L.J.une
Bldg 1006 Michael Road d
Camp LoJouna. NC 26a42
BubJ.ct: t far St.mhw.ter P ojaot Mo. Swe 100406
Morin. Mart at Courthoua. Bay
Onalow County
Oavr Mr. Bakac
The Wilmington Kagional Onlco rocalvatl n Exproaa atormwatar Management Perntlt Application
for Marina Mart at C........ Bay an May, 10. 2010. A prellminary review of that information has
e.term inad that the application is not complota. Ttra following Inform.tlon la Headed to continue tn.
.tormwator review:
1. Ploaaa aithor cialinaata all woumnds an site, dlaturhed or unciaturherl. or nuts nn the plans that nona
..let within tn. permit area. It Is not parmisslbla, to locate atormwatar BMP's within w.tlende.
2. All bioratomion calls must lea daaignad with a pretreatment area. Optlona for pretreatment devlcas
are disc .... d On P.O. 12-11 of th. BMP Manual_ Without a forobay or otter pratraalm.nt device,
sediment can collect on top of the bioratantlon cell. clog the moll m.dla, and become a mamtenancp
burden. Tha supplement reports pretreatment Is provided. however. nona is shown on the piano.
3. Plessa add biomtantlon baain datalls on the plans. Including a layout plan view with contour and
dimsnelanm and a motion view with depth. and olovationa.
4. Pl.... provide inflow Into blOret.nu.n facilities at or below 3 fps for grOsaad calla or use an energy
dissipating device or a now sproadar ciaviae. This provldad cadcuintionn report an Inlet velocity from
the paved area of 4.25 fps Into BMP A. Inlet flow Into BMP B I. through a pipe and themfora n.aa.
a flow spreader to promote sheet now. Provide Oatmilm on the plane for the flow spreader and for
tn. Inlet d.vices on both BMPa A and B. Tha 3 R_ wide riprap area at the Inlet to BMP B is good for
..orgy dissipation but 1. not euf/Icl.nt to provide sheet flow.
a. Since greased calla are used. plesee mpeowy on the plane that blorstantion cells must bo grmanad
with cod and the cod must not be grown in .oil with an impormoablo (cl.y) toyer In sac.roance with
BMP design alamont 20. Note 1 on tlrawing p C-503 me tions nod On forsbay elope, but tn0 Onura
a ...On to he sodd.d .ne It must be specified that no Imparmoabla layer axiet& and In vsrifisd at
construction.
a. Pleas I.bal tn. topsoil stockpile area on the I.v.1 a,ro.osr for BMP B as 'Yamporary during
construction only- or take it off the stormwaler plans. Tha temporary smakpils area .houlo lea on tn.
Erosion Control plans, but Is not need.d on the stofmwater plans.
ph Ca NCO IlB9,lw Ei,arubn. Wllml�abn. NON, C�wiw zMMJ
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North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
May 26, 2010
Division of Water Quality
Colleen H. Sullins
Director
Carl Baker, Deputy Public Works Officer
Commanding Officer, US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 100406
Marine Mart at Courthouse Bay
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit Application
for Marine Mart at Courthouse Bay on May 19, 2010. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
Please either delineate all wetlands on site, disturbed or undisturbed, or note on the plans that none
exist within the permit area. It is not permissible to locate stormwater BMP's within wetlands.
All bioretention cells must be designed with a pretreatment area. Options for pretreatment devices
are discussed on page 12-11 of the BMP Manual. Without a forebay or other pretreatment device,
sediment can collect on top of the bioretention cell, clog the soil media, and become a maintenance
burden. The supplement reports pretreatment is provided, however, none is shown on the plans.
3. Please add bioretention basin details on the plans, including a layout plan view with contour and
dimensions and a section view with depths and elevations.
4. Please provide inflow into bioretention facilities at or below 3 fps for grassed cells or use an energy
dissipating device or a flow spreader device. The provided calculations report an inlet velocity from
the paved area of 4.25 fps into BMP A. Inlet flow into BMP B is through a pipe and therefore needs
a flow spreader to promote sheet flow. Provide details on the plans for the flow spreader and for
the inlet devices on both BMPs A and B. The 3 ft. wide riprap area at the inlet to BMP B is good for
energy dissipation but is not sufficient to provide sheet flow.
Since grassed cells are used, please specify on the plans that bioretention cells must be grassed
with sod and the sod must not be grown in soil with an impermeable (clay) layer in accordance with
BMP design element 20. Note 1 on drawing # C-503 mentions sod on forebay slope, but the entire
area needs to be sodded and it must be specified that no impermeable layer exists and is verified at
construction.
6. Please label the topsoil stockpile area on the level spreader for BMP B as "temporary during
construction only" or take it off the stormwater plans. The temporary stockpile area should be on the
Erosion Control plans, but is not needed on the stormwater plans.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer service: 1-877-623-6748 North]Carol Ina
Internet: vvvrv.ncvvaterquality.org Va{�yin l /
An Equal Opportunity l Affirmative Action Employer (/VKL sf4`(a/L1.

Please complete the required items checklist for the bioretention supplement in Section III items 5
and 6 on BMP A.
8. Please correct the elevation on drawing # C-503 for the bioretention cross section, which reports
the undisturbed elevation is at 34.63 ft. when the bottom of the cell is reported at 33.8 ft.
9. Please demonstrate on the plans that the road entrance on the southwest corner of the permit area
is routed to the BMP. It appears from elevations that the area is slopped off the permit area. If
slope and contour cannot be modified to route runoff to the proposed BMP A, please provide
treatment. You may consider an underground trench for that area of the paving.
10. Utility and non-stormwater details are not needed on these plans for the state stormwater
application. The Division does not have storage for plans with non -related information such as
details for marquee signs, fences, fire hydrants, etc... Civil, stormwater and paving details are
needed. Non -essential plan sheets will be removed from the approved plan set.
11. Due to the additional review time that will be needed in the express review program, please submit
a reapplication fee of $500.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to June 4, 2010, or the application will be
returned as incomplete. The return of a project will necessitate re -submittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. Please note that a
second significant request for additional information may result in the return of the project. If that occurs,
you will need to reschedule the project through the Express coordinator for the next available review date,
and resubmit all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. Any original documents that need to be revised
have been returned to the engineer or agent. All original documents must either be revised and returned, or
new originals must be provided. Copies are not acceptable. If you have any questions concerning this
matter please feel free to call me at [phone] or email me at [e-mail].
Sincerely, 4M.J.'N ugle C,
GDS/mjn: S:\WQS\STORMWATER\ADDINFO\2010\100406 may10
cc: Mickie Redhage, BIS Frucon Engineering, Inc. 636-391-4585, fax: 4497
M.J. Naugle
W IRo
Page 2 of 2

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
MARINE MART AT COURTHOUSE BAY
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MS. MICKIE REDHAGE, P.E.
BIS FRUCON ENGINEERING, INC.
15933 CLAYTON ROAD
SUITE 305
BALLWIN, MISSOURI 63011
ECS CAROLINAS, LLP. PROJECT NO.: 22.15452
JANUARY 15, 2010
MAY 1 7 2010
BY: _Evc_s.s _

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Scheduled Site Visit Date and Time 31161401z) Cam/
Project Name: ?-�y County: Dns/bw
Street Address: r_orner i 4r"t^Aon X AIC Hw; I?7 an,4 ffa n Mond
Directions from the nearest intersection of two major roads:
SF Cc� rrier DrAc 04rse(4ion of NC V 4
W4rr /?)- and Na'n ':R�od
>1 acre being disturbed? 0 NO CAMA Major required? YES
Consultant Name:-Mic it,..t�t.hr'c _Phone:lv3o 391 A/Sg5
Consultant Firm Name:-br5 Fruron Fna;navrna ; Inc
Bore Number
1
2
3
4
5
6
7
a Existing Ground Elevation
3'
b Proposed Bottom Elevation
�6
c Subtract a — b
d Add 2 ft. Min. Bore Depth)
e Soil Type
Infiltration Rate OK?
Actual Elev. Of SHWT
b '
h Max. lowest bottom elev.
IOur lurt-
Required Attachments:
1. Legible vicinity map & written directions to the project.
2. Compete Soils Report.
3. Map of the site with the boring locations to be tested.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 21-1.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit.for

Project: Marine Mart Convenience Store at Courthouse Bay, Camp Lejeune
Comments from Express Permitting Meeting with INC DENR
Meeting Date: 5-4-2010
Category
Comment
Response
Replace point designators on Grading Drawing, sheet C103
Spot elevations are now shown on the C-103 Grading drawing.
1
Stormwater
with elevations.
Add planting information to the plans, specifically, number of
The requested planting information has been added to detail sheet
2
Stormwater
plants, spacing, and types/species should be shown
C-503 as well as to the Bioretention Supplement forms.
Send copy of BMP Chapter on Bioretention to Landscaper for
The appropriate BMP was forwarded electronically to the
3
Stormwater
his reference.
landscaper on 5/5/2010.
Add note about wetland evidence to plans.
The requested note was added as part of General Note 7 on sheet
4
Stormwater
C-001.
Silt fence should use steel posts and trench shown is improper
The details on sheet C-504 have been revised to incorporate the
5
E & SC
size. Rhonda has provided NC specific detail for silt fence and
requirements of the North Carolina standard details.
construction exit.
'Limits of Construction' should be changed to 'Limits of
The requested correction has been made on sheets C-102, C-103,
6
E & SC
Disturbance' on the plan sheets.
and C-104.
Add Erosion and Sediment Maintenance note to details on
The requested maintenance note has been added to the details on
7
E & SC
sheet C-504.
sheet C-504 as well as to Erosion and Sediment Control Plan sheet
C-104.
100 Lf. of silt fence shall be provided per each 1/4 acre of
The plans comply with the required amount of silt fence. A note
8
E & SC
disturbed area. Document this on the plan.
has been added to sheet C-104 confirming the requirement.
Specify planting media along with planting information
Planting media has been specified per the NC DENR Stormwater
required in item 2 above on Bioretention Supplement Forms.
BMP manual chapter 12, section 12.3.4. The specification has
been added to the Bioretention Supplement forms as well as to the
9
Stormwater
Bioretention detail notes on sheet C-503.
Add Bioretention inlet velocity to Bioretention Supplements
Bioretention inlet velocity has been added to the calculation file,
10
Stormwater
and calculations.
I pages A-15 and A-16.
MAYIg2010
^Y.

Label Bioretention Areas and Level Spreader/Filter Strips as A
Bioretention, Level Spreader and Filter Strip areas have been
11
Stormwater
and B on the plans corresponding to the calculations and
identified as A and B on plan sheetc C-102, C-103 and C-104.
supplement forms.
i
Due to the sandy soil onsite, backfill the silt fence trench with
The silt fence detail on sheet C-504 has been modified to require
12
E & SC
gravel.
gravel backfill in the silt fence trench.
The drainage area map included in the calculation package
The drainage area map has been resized as requested and is
13
Stormwater
should be full-size instead of 11x17. Two copies of the
included with the Stormwater calculations.
drainage area map shall be submitted.
Add velocity calculations for Level Spreader and Filter Strip.
Velocity calculations for level spreader have been added to the
14
Stormwater
level spreader calculations in the calculation file.
Add stockpile detail to plans. Stockpile shall have 2:1
A stockpile detail has been added to sheet C-504.
15
E & SC
maximum side slopes with a 10-foot maximum height. Soil
stockpile shall be surrounded with silt fence.
Add note to plans requiring soil materials hauled offsite or
The requested note has been added to sheet C-001 as Grading
16
E & SC
materials brought in from offsite shall come from/go to an
Note 14.
approved/permitted facility.

Project Name:
Project No.:
LETTER OF TRANSMITTAL
Marine Mart at Courthouse Bay, Camp Lejeune
Frucon
Bis Engineering
May 12, 2010
File No.: 5.0
805322.18 Transmittal No.: 006
To: NC DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Janet Russell 910-796-7421
We are sending ❑ Herewith ® Delivered via UPS
Description: IFA —DENR Express Stormwater Submittal
cc: Kelly Snook, CCE David Towler, Camp Lejeune DPW
rcc: File
Vendor:
Manufacturer:
UPS Tracking # 1Z 697 AW4 02 9847 0499 Equipment No.:
® Drawings ❑ Sepias ❑ Specs ❑ Shop Dwgs. ❑ Samples ❑ Change Notice ❑ Copy of Ltr. ® Other
No. of Date
Copies Title/Description 5LPD
1 Check for $4,000 � '
1 4-28-2010 Checkfor$195 —La-
1 Bioretention Operation and Maintenance Agreement — Area A
1 Bioretention Cell Supplement —Area B
1 Bioretention Operation and Maintenance Agreement — Area B
1 Level Spreader, Filter Strio Supplement — Area A
1 Filter Strip and Level Spreader Operation and Maintenance Agreement - Area A
1 Filter Strip and Level Spreader Operation and Maintenance Agreement - Area B
1 Copy of Soils Report with Infiltration Test Supplement for Area B and NRCS Soils
1 List of Comments from Meeting 5-4-2010
1 List of Comments from Meeting 5-4-2010 1 Pi—';ol P-- =--
I A� py 19 '��t'
Roennndhllfl•.
This transmittal affects
These
Are:
Preliminary
Informational
As Requested
Advance Copy
Remarks:
® Engineering
For:
Approval
Your Use
Review & Comment
11 Files & Distribution
Fabrication
n Construction
❑ Procurement ❑ Construction
Action Legend:
1. No exceptions taken, addressee can proceed with fabrication and/or
construction.
2. Addressee can proceed based on making revisions noted. Submit
corrected copy for file.
3. Revise as noted and resubmit. Hold fabrication or construction.
4. Submit copies for distribution/file.
Any action shown above is subject to terms of contract and does not relieve addressee from his obligations under the contract.
If enclosures are not as noted, please notify us at once. By: Mickie Redhage
_ Please sign and return one (1) copy to us. Rec'd By: Date:
BIS FRUCON ENGINEERING. INC.
15933 CLAYTON ROAD • SUITE 305 • BALLWIN, MISSOURI 63011
[phone] 9 Fax: [phone]

309391
CENTENNIAL CONTRACTORS, -. SUNTRUSr
$UP(IYtUST
I
ENTERPRISES INC
.
3111711
SUNSET HILL ROAD SUITE 350
0/550
I '
'RESTON,`VA 20190 " ""�
.,
'-
CONTROL
NUMBER
-L� 17031287-0000 -
CHECK DATE.
_
AMOUNT - s
4/201 010-:,'3093.91
$+}+ ++4,000.00 -
:.Four Thousand and 00/100 - - ----'- -
-- '- ---=
-_ _ ___
_ .
PAY
VOID AFTER'180 DAYS
.NORTH'CAROLINA DEPARTMENT OF-`..
d.
- `.ENVIRONMENT&'NATURAL"_.RESOURCE -. -"
•-`
"' - °
TO THE 127 CARDINAL DRIVE EXTENSION
,..
O OFR,-WILMINGTON ,NC; 28405F
7
COiijoae4v�e ::Sw�/005�0�
IOWITUR EOUIREO
OVER 425.000.00 . N
;;o Iw1

1
mae� KV mAP—T b;k- cAme t-Ef J��
oPi E-�pR�SS SI�� llo
r��

_!5 A& /0�1047
North Carolina Department of Environment and
AA
Natural Resources
NC®ENR Request for Express Permit Review
For DENR Use ONLY
Reviewer. �t) Imo--"
Submit: S — L4 lMP ,S
Time: 51' 3d7 /
Confirm: ,i r ZCo
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package. q��
Fn/n+Rnle�-I � - l 4,s
• Asheville Region -Alison Davidson 828-296.4698;alison.davidsonCa)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(dncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(o)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(a).ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or fanet.russell(a
ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Or 1
Project Name: MARINE MART CONVENIENCE STORE County: ONSLOW
Applicant: CARL BAKER Company: US MOB CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NO Zip: 28542-_
Phone: [phone], Fax:[phone], Email: [e-mail]
Physical Location:SOUTHEAST CORNER OF THE INTERSECTION OF HORN ROAD AND NO HIGHWAY 172/SNEADS FERRY ROAD
Project Drains into COURTHOUSE BAY waters — Water classification SA (for classification see-http://h2o.enr.state.nc.us/bims/reports/repor[sWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: MICKIE REDHAGE Company: BIS FRUCON ENGINEERING. INC. ��F Cam.➢ v
Address: 15933 CLAYTON ROAD City: BALLWIN, State: MO Zip: 63011-_
Phone: [phone], Fax: [phone], Email: mickie.redhaoe@bis eiCom APR 2 1 2010
SECTION ONE: REQUESTING A SCOPING MEETING -ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ Di ❑ DLR, ❑ OTHER: LBY
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear fit or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bl Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 2 # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 2_4 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopino and express meetina 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
*******«+•+++*+***««*«+++*++«x++x+xxx*xx**x**xxxxxxx*•**Ior DENR use onlyx*««««++«*++«*+xxrtxxxx***xx•xx••••**•xx••x•*•••sx♦*••+«***««
Fee Split for multiple permits:(Check# ) Total Fee Amount$
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; El Min)
$
Sw (❑ HD, ElLD, El Gen)
$
401:
$
LQS
$
Stream Deter,_
1
$
NCDENR EXPRESS March 2009

TM
�LLp E C S C A R O L I N A S, L L P "Setting the Standard for Service"
6caGc®�owca� Geotechnical • Construction Materials • Environmental • Facilities
January 15, 2010
Ms. Mickie Redhage, P.E.
BIS Frucon Engineering, Inc.
15933 Clayton Road
Suite 305
Ballwin, Missouri 63011
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
Dear Mr. Brewer:
As authorized by your acceptance of our proposal number 13005R, dated August 15,
2009, ECS Carolinas, LLP has completed a subsurface exploration for the subject
project. This report presents the results of the field exploration; laboratory testing and
engineering analysis, along with our recommendations for design of geotechnical
related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
U
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
LiUt/lM � '
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 022983
c `rir> )
MAY 1 7 2010
BY:
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T. 910-686-9114 F: 910-686-9666 www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC ECS Southeast, LLC ECS Texas, LLP

34° 35 16"
k_-IF WIA
Custom Soil Resource Report
Soil Map
Map Srale-. 1:1,650 4 PnRE m A siu (B.S • 11') sMet.
N Meters
0 20 40 60 120
N Fae
0 50 100 200 300
M.3s 16"
34° 36 11'

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
MARINE MART AT COURTHOUSE BAY
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MS. MICKIE REDHAGE, P.E.
BIS FRUCON ENGINEERING, INC.
15933 CLAYTON ROAD
SUITE 305
BALLWIN, MISSOURI 63011
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.15452
FIRM NO. F-1087
5/i INS. P.E.
��40FSAL
/ bIC�C 9f 9
- 03 7,51 -
li I IE111\\\\
NC LICENSE NO. 033751
JANUARY 15, 2010
MAY 1 7 2010
BY:

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY......................................................................................................1
2.0 PROJECT OVERVIEW.........................................................................................................2
2.1 Project Information..........................................................................................................2
2.2 Scope of Work.................................................................................................................2
2.3 Purpose of Exploration....................................................................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Soil Borings.............................................................................................................3
3.1.2 Hand Auger Borings and Infiltration Tests...............................................................3
3.2 Laboratory Testing Program............................................................................................4
4.0 EXPLORATION RESULTS...................................................................................................5
4.1 Site Conditions.............................................................
4.2 Regional Geology.........................................................
4.3 Soil Conditions..............................................................
4.4 Groundwater Conditions ...............................................
4.5 Laboratory Test Results ................................................
4.6 Season High Water Table and Infiltration Results ........
5.0 ANALYSIS AND RECOMMENDATIONS ............................................
5.1 Subgrade Preparation....................................................................
5.2 Engineered Fill Placement.............................................................
5.3 Foundations Design.......................................................................
5.4 Floor Slab Design..........................................................................
5.5 Seismic Site Class Determination and Liquefaction Potential ........
5.6 Lateral Earth Pressures.................................................................
5.7 Excavation Conditions and Dewatering..........................................
5.8 Pavement Recommendations........................................................
59 Site Drainage
................................. 7
................................. 7
................................. 8
................................. 9
...............................10
...............................10
............... .......................................................... I.............
5.10 Construction Considerations..............................................................
..........................11
..........................11
..........................12
..........................13
..........................13
6.0 CLOSING...........................................................................................................................14
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-SPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-LABROTORY TEST RESULTS
APPENDIX D-HAND AUGER BORING AND INFILTRATION TEST RESULTS
APPENDIX E-GENERAL CONDITIONS
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
MAY 1 7 2010
BY: ---

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at the intersection of Marine Road and N.C. Highway 172 in
MCB Camp Lejeune, North Carolina. At the time of our field exploration, the site had recently
been cleared. The site is relatively level with typical elevations ranging from 97 to 99 feet
referencing the benchmark (existing manhole) elevation as 100 feet.
ECS understands that the project will consist of approximately 5,200 square foot, one-story
convenience store building with complete gas station facilities. ECS understands that a three -bay
car wash is also proposed with vacuum area and a 2,000 square foot, tent -type canopy for
automotive detailing. Project information including structural loads and site grading was not
available at the time this report was prepared.
Approximately 5 to 8 inches of organic topsoil was reported by the drillers at the borings
locations. Beneath the surface to depths of 22 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty and clean sands (SM, SP). From 22 feet
to depths of 47 feet, the test borings typically encountered intermittent layers of very loose to
loose silty and clayey sands (SM, SC) and very soft to firm sandy clays (CL). A Shelby tube
was pushed in boring B-1 at a depth of 23 feet with 6 inches of recovery. From 47 feet to
depths of 100 feet, the test borings typically encountered intermittent layers of loose to very
dense silty and clean sands (SM, SP).
In summary, the proposed building can be supported on conventional shallow foundations. For
foundations designed and constructed in accordance with the recommendations provided in this
report, a net allowable soil bearing pressures of 2,000 pounds per square foot (psf) is
recommended for use in proportioning shallow foundations. We request the opportunity to
review our foundation recommendations and make any necessary changes once building
location, structural loads, and site design grades are determined.
Specific information regarding ,the subsurface exploration procedures used, the site and
subsurface, conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.
Prepared By: Reviewed By:
Winslow E. Goins, P.E. Walid M. Sobh, P.E.
Project Engineer Principal Engineer
?tic C11�C`✓1�r�
MAY 1 7 2010
J Jy

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina(
ECS Project No.: 22.15452
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed development is based upon our discussions with
representatives of BIS Frucon Engineering, Inc. and a review of the site plan provided to ECS
by BIS Frucon Engineering, Inc. The proposed site is located at the intersection of Marine Road
and N.C. Highway 172 in MCB Camp Lejeune, North Carolina. At the time of our field
exploration, the site had recently been cleared. The site is relatively level with typical elevations
ranging from 97 to 99 feet referencing the benchmark (existing manhole) elevation as 100 feet.
ECS understands that the project will consist of approximately 5,200 square foot, one-story
convenience store building with complete gas station facilities. ECS understands that a three -bay
car wash is also proposed with vacuum area and a 2,000 square foot, tent -type canopy for
automotive detailing. Project information including structural loads and site grading was not
available at the time this report was prepared.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of
• six soil test borings,
• visual examination of the samples obtained during our field exploration,
• one hand auger boring with infiltration test,
• the results of select laboratory index and engineering properties testing,
• engineering analyses of the. field and laboratory findings with respect to the provided project
information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop .engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• perform hand auger borings to estimate seasonal high ground water table and
perform soil infiltration tests,
• performing laboratory tests on selected representative soil samples from the borings
to evaluate pertinent engineering properties; and
• analyzing the field and laboratory data to develop appropriate geotechnical
engineering design and construction recommendations.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The six soil test borings drilled on the site were performed using a track -mounted CME 45B drill
rig utilizing various cutting bits to advance the boreholes. Mud rotary drilling was utilized to
advance the borings. Representative soil samples were obtained by means of the split -barrel
sampling procedure in general conformance with ASTM D-1586. In this procedure, a 2-inch
O.D., split -barrel sampler is driven into the soil a distance of 18 inches by a 140-pound hammer
falling 30 inches. The number of blows required to drive the sampler through a 12-inch interval
is termed the Standard Penetration Test (SPT) value and is indicated for each sample on the
boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of
cohesionless soils. In a less reliable way, it also indicates the consistency of cohesive soils.
This indication is qualitative, since many factors can affect the standard penetration resistance
value (i.e., differences between drill crews, drill rigs, drilling procedures, and hammer -rod -
sampler assemblies) and prevent a direct correlation between SPT resistance value, or N-
Value, and the consistency or relative density of the tested soil. Split -spoon samples were
obtained at approximately 2.5-foot intervals within the upper 10 feet and at approximately 5-foot
intervals thereafter. The approximate locations of the soil test borings are indicated on the
Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery,
each sample was removed from the sampler and visually classified. Representative portions of
each soil sample were then sealed in air -tight containers and brought to our laboratory in
Wilmington, North Carolina for visual examination and formal classification by a geotechnical
engineer in general accordance with the Unified Soil Classification System guidelines.
3.1.2 Hand Auger Borings and Infiltration Tests
On December 23, 2009, one hand auger boring was performed at the site. The purpose of the
hand auger boring was to stratify the subsurface soils and estimate the seasonal high water
table of the subsurface soils. We evaluated the subsurface soil and ground water conditions by
drilling the hand auger boring to a depth of approximately 70 inches below the existing ground
surface at the approximate location indicated on the Boring Location Plan in Appendix A of this
report. One infiltration test was performed at each hand auger boring location. We visually
classified the subsurface soils on site. The results are provided in Section 4.6 and in Appendix
D.
In the hand auger borings, redoximorphic depletions and concentrations of iron, known as
"drainage mottles", are used as soil indicators to estimate the seasonal high water table. These
soil indicator features can form in a matter of days in ideal conditions and remain unchanged for
decades or more after the water table has changed.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
3.2 Laboratory Testinq Program
Representative soil samples obtained during our field exploration were selected and tested in
our laboratory to check field classifications and to determine pertinent engineering properties.
The laboratory testing program included:
• visual classifications of soil according to ASTM D 2487;
• index property testing included natural moisture content determinations (ASTM D 2216),
Atterberg limits analyses (ASTM D 4318) and grain size analyses (ASTM D 1140).
• Corrosivity test (Sulfide soil (SM 4500-S2D), pH Soil (EPA 9045), Chloride in Soil (SM 4500-
CI-E) and Sulfate Soil (ASTM D516-90)
All data obtained from the laboratory tests are included on the Laboratory Testing Summary
and in Appendix C of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of
sixty (60) days, after which they will be discarded unless other instructions are received as to
their disposition.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located at the intersection of Marine Road and N.C. Highway 172 in MCB
Camp Lejeune, North Carolina. At the time of our field exploration, the site had recently been
cleared. The site is relatively level with typical elevations ranging from 97 to 99 feet referencing
the benchmark (existing manhole) elevation as 100 feet.
4.2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain
Physiographic Provinces. In general, shallow unconfined groundwater movement within the
overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Soil Test Borings Approximately 5 to 8 inches of organic topsoil was reported by the drillers at
the borings locations. Beneath the surface to depths of 22 feet, the test borings typically
encountered intermittent layers of very loose to medium dense silty and clean sands (SM, SP)
Standard penetration test resistances (N-values) in these soils generally ranged from 1 to 14
blows per foot (bpf). '
From 22 feet to depths of 47 feet, the test borings typically encountered intermittent layers of
very loose to loose silty and clayey sands (SM, SC) and very soft to firm sandy clays (CL).
Standard penetration test resistances (N-values) in these soils generally ranged from W.O.H.
(Weight of Hammer) to 7 bpf. A Shelby tube was pushed in boring B-1 at a depth of 23 feet
with 6 inches of recovery.
From 47 feet to depths of 100 feet, the test borings typically encountered intermittent layers of
loose to very dense silty and clean sands (SM, SP). Standard penetration test resistances (N-
values) in these soils generally ranged from 9 to 89 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the test borings. The Test Boring Records in Appendix B contain detailed
information recorded at each of the boring locations and represent the geotechnical engineer's
interpretation of the data based on visual examination of the soil samples obtained during the
field exploration. The stratification lines on the Test Boring Records represent approximate
boundaries between material types and the actual transition between strata is expected to be
gradual.
I
MAY 1 7 2010
T3Y:

[. .
'ECS CAROLINAS, LLP "Setting the Standard for Service."
Geotechnical • Construction Materials • Environmental • Facilities
March 17, 2010
Ms. Mickie Redhage, P.E.
BIS Frucon Engineering, Inc.
15933 Clayton Road, Suite 305
Ballwin, Missouri 63011
Reference: Report of Additional Infiltration Testing
Marine Mart Site
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15667
Dear Ms. Redhage:
ECS Carolinas, LLP (ECS) recently conducted an additional infiltration evaluation for
the proposed stonmwater best management practice (BMP) area at the Marine Mart
site on Camp Lejeune, Onslow County, North Carolina. This letter, with attachments,
is the report of our testing.
Field Testing
06 March 16, 2010, ECS met onsite with Mr. Vince Lewis with the North Carolina
Department of Environment and Natural Resources. ECS then conducted an
exploration of the subsurface soil and groundwater conditions at one requested
location shown on the attached Test Location Plan (Figure 1). The test area was field
located with a boring location plan provided by BIS Frucon Engineering, Inc. The
purpose of this exploration was to obtain subsurface information of the in -place soils for
the proposed stormwater BMP area. ECS explored the subsurface soil and
groundwater conditions by advancing one hand auger boring into the existing ground
surface at the requested boring location. ECS visually classed the subsurface soils
and obtained representative samples of each soil type encountered. ECS also
recorded the groundwater level and the seasonal high water table (SHWT) observed at
the time of the hand auger boring. The attached Infiltration Evaluation Form provides a
summary of the subsurface conditions encountered at the hand auger boring location.
The groundwater level and the SHWT were estimated at the boring location below the
existing grade elevation. A summary of the findings are as follows:
;:Location
Water Levee.'"
" "" 7 ; SHWT _
2
Winches
48 inches
ECS has conducted an infiltration test utilizing a compact constant head permeameter
near the hand auger boring to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT. If the SHWT is
less than three feet, the tests are conducted at ten .inches below the surface elevation.
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T. 910-686-9114 • F: 910-686-9666 www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Additional Infiltration Evaluation
Marine Mart Site
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15667
March 17, 2010
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
2
Tan fine SAND w/trace clay
24 inches
10.8
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our field activities.
ECS appreciates the opportunity to provide our services
have any questions concerning this report or this project,
9114.
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Figure 1 - Test Location Plan
Infiltration Evaluation
to you on this project. If you
please contact us at (910) 686-
w6wN
M -
A-
Walid M. Sobh, P.E.
Principal Engineer

2JE
TEST LOCATIONS
Marine Mart Site
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-15667
March 16, 2010
KBW
Figure 1—Test Location Plan
Provided by: Bis Frucon
Engineering, Inc.

Additional Infiltration Evaluation
Marine Mart Site
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15667
March 17, 2010
Location Depth Soil Description
2 0-101, Gray fine SAND
10"-48" Tan fine SAND w/trace clay
48"-60" Tan/orange fine SAND w/clay lens
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 10.8 inches per hour
Test was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 60 inches below the existing grade
elevation.

Report of Subsurface E)vloration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
4.4 Groundwater Conditions
Groundwater observations were made at the completion of drilling and 24 hours after the
completion of the drilling operations in all boring locations. Furthermore, visual observations of
the samples retrieved during drilling exploration were also used in evaluating the groundwater
conditions. The groundwater depths were observed to range from 2.0 to 6.0 feet below the
existing grade after completion of the borings. The groundwater depths were observed to range
from 7.4 to 10.4 feet below the existing grade 24 hours after the completion of the borings.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration. If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers.
4.5 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils
encountered within the test borings. In summary, the tested samples had in -situ moisture
contents ranging from 15.6 to 57.5 percent.
The grain size analyses of the tested samples indicated that the tested materials had 8.2 to
24.7 percent fines passing the number 200 sieve.
The Atterberg limits analysis of the tested samples indicated a liquid limit of 38, a plastic limit of
19 and a plasticity index of 19.
The corrosivity test analysis of the test samples indicated no detectable sulfide, a soil pH of 4.6,
a chloride content of 610 mg/kg and a sulfate content of 1,090 mg/kg. Based on the results
and AWWA C105-93, corrosion should not be a problem. However, protection against the
chloride and sulfates in the soil should be considered.
Specific laboratory test results are provided in the Laboratory Testing Summary and in
Appendix C of this report.
4.6 Seasonal Hiah Water Table Test Results
Based on observations in the hand auger boring, the seasonal high water level is estimated to
be at the surface at the locations tested. The results of the hand auger borings, seasonal high
water levels, and infiltration results are summarized below:
SHWL
Ground
Infiltration
Location
(in.)
Water (in.)
Rate (in/hr)
I-1
48
70
6.2

Report of Subsurface E)ploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.1 W2
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this study and our past experience
with similar conditions. Should any of the information provided to us be changed prior to final
design, ECS should be notified to review these recommendations and make appropriate
revisions, if necessary.
5.1 Subcarade Preparation
The first step in preparing the site for the proposed construction should be to remove all
vegetation, rootmat, topsoil, deleterious materials, and any other soft or unsuitable materials
from the existing ground surface. These operations should extend at least 10 feet, where
possible, beyond the planned limits of the proposed building and pavements.
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
pavement construction, the exposed subgrade soils should be carefully evaluated by an
experienced geotechnical engineer to identify any localized unstable or otherwise unsuitable
materials. After evaluating the exposed soils, proofrolling using a smooth drum vibratory roller,
having an axle weight of at least 10 tons, is suggested to be used at this time to aid in
identifying localized soft or unsuitable material which should be removed. The vibratory
proofrolling will also densify the upper exposed subgrade soils and improve their load carrying
capability. During this process, it may be necessary to allow groundwater brought to the
surface during densification to recede prior to continued densification or subsequent fill
placement. Any soft or unsuitable materials identified during proofrolling operations should be
either repaired in -place or removed and replaced with an approved backfill placed and
compacted in accordance with recommendations of this report.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber
tire equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of stable subgrade.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by a representative of ECS. These observations should be performed by an
experienced geotechnical engineer, or his representative, to ensure that all unsuitable materials
have been removed and that the prepared subgrade is suitable for support of the proposed
construction and/or fills.

Report of Subsurface Exploration and Geolechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
5.2 Engineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. All fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, and have a Liquid Limit (ILL) and Plasticity
Index (PI) less than 40 and 20, respectively. We also recommend that all fills within structural
areas have a modified Proctor (ASTM D 1557) maximum dry density of at least 100 pounds per
cubic foot (pcf).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). All such materials removed during grading operations should be either
stockpiled for later use in landscape fills, or placed in approved on or off -site disposal areas.
An examination of the soils recovered during our current exploration, and our previous
experience in the area, indicates that the majority of the on -site soils will generally be suitable
for re -use as engineered fill. However, it is expected that moisture conditioning of the fill soils
will be required during placement to facilitate proper compaction. In some areas, substantial
drying may be needed and it may not be feasible to attempt to re -use such materials as
engineered fill.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be
evaluated to determine if some of these soils will be suitable for re -use as engineered fill.
Natural fine-grained soils classified as clays or silts (CL, ML) with LL and PI greater than 40 and
20, respectively, should be evaluated by the geotechnical engineer at the time of construction to
determine their suitability for use as engineered fill.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials,
the contractor should provide representative samples of the proposed fill soils to the
geotechnical engineer. The geotechnical engineer can determine the material's suitability for
use as an engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 95 percent
of the soil's modified Proctor (ASTM D 1557) maximum dry density to within 12 inches below
finished subgrade. The upper 12 inches of fills placed beneath structural development should
be compacted to 98 percent of the soil's modified Proctor maximum dry density. The typical
working range of optimum moisture for the natural Coastal Plain soils at the site is expected to
be within approximately 3 percent of the optimum moisture content. Care should also be taken
to provide a smooth, gently sloping ground surface at the end of each day's earthwork activities
to help reduce the potential for ponding and absorption of surface water.
8

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
Grade controls should also be maintained throughout the filling operations. All filling operations
should be observed on a full-time basis by a qualified representative of ECS to determine that
the required degrees of compaction are being achieved. We recommend that a minimum of
one compaction test per 2,000-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved. Failing test areas may require moisture
adjustments or other suitable remedial activities in order to achieve the required compaction.
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. All wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, all frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Foundation Design
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed construction can be
supported on conventional shallow foundations bearing on approved natural materials and/or
properly compacted fill. We recommend a net allowable design soil bearing pressure of 2,000
psf for proportioning continuous and isolated column footings. To reduce the possibility of
foundation bearing failure and excessive settlement due to local shear or "punching" failures,
we recommend that continuous footings have a minimum width of 18 inches and that isolated
column footings have a minimum lateral dimension of 30 inches. Furthermore, all footings
should bear at a depth to provide adequate frost cover protection. For this region, we
recommend the bearing elevation be a minimum depth of 12 inches below the finished exterior
grade or in accordance with the local building code requirements. We request the opportunity
to review our foundation recommendations and make any necessary changes once structural
loads and site design grades are determined.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
I foundation bearing soils in excess'of the final minimum surrounding overburden pressure. The
_ final footing elevation must be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and suitable for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet in continuous footing excavations.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
0

Report of Subsurface E)pIoration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. Provided the recommendations
outlined in this report are strictly adhered to, we expect that total settlements for the proposed
construction are expected to be in the range of 1 inch or less, while the differential settlement
will be approximately '/z of the anticipated total settlement. This evaluation is based on our
engineering experience and the assumed structural loadings for this type of structure, and is
intended to aid the structural engineer with his design.
5.4 Floor Slab Design
Provide a suitable subgrade will be prepared as recommended herein, ground level slabs for
the maintenance buildings can be designed as slabs -on -grade. Our findings indicate that a
modulus of subgrade reaction (ks) of 125 pci is appropriate for design provided that upper 12
inches of the slab subgrade soils have been uniformly compacted to at least 98 percent of their
modified Proctor maximum dry density.
We recommend that all slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of any shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that all slabs -on -grade be underlain by a minimum of 6 inches of clean
granular fill with less than 5 percent fines by weight to help prevent the capillary rise of
subsurface moisture from adversely affecting the slab. If floor covering such as tile or carpet
will be utilized for interior finishes, a polyethylene vapor barrier may be used beneath the floor
slab for moisture control considerations.
5.5 Seismic Site Class Determination and Liquefaction Potential
The 2006 Edition of the International Building Code (IBC) requires that a seismic Site Class be
assigned for new structures. The seismic Site Class may be determined by calculating a
weighted average of the N-values of subsurface materials to a depth of 100 feet. For the
determination, the N-values recorded in the borings are used for overburden soil, and then,
typically, all materials below the depth where refusal is encountered (to a depth of 100 feet) are
assigned an N-value of 100. The method for determining the weighted average value is
presented in Section 1613.5 of the IBC 2006. The weighted average N-value for the site is 10.9
and the corresponding seismic site classification is "E".
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
Based on the USGS Seismic Hazard Curves and Uniform Hazard Response Spectra 2003
NEHRP Seismic Design Provisions, for a seismic site class "E" at latitude 33.5874 degrees and
longitude-77.3594 degrees, the Sos value is 0.338g and the Sol value is 0.176g. The seismic
design category depends on the design use of the building and should be determined by the
structural engineer.
The potential for liquefaction at the
procedures developed by Seed and
using a site specific peak ground
magnitude of 7.0, the liquefaction
approximately 1 inch.
5.6 Lateral Earth Pressures
site is considered very low based upon the soil borings and
Idriss. Based on our soil boring results and our evaluation
acceleration of 0.135g and an earthquake event with a
induced settlement at the subject site is estimated to be
Any below -grade or retaining walls utilized for this project should be designed to withstand the
lateral earth pressures exerted upon them. In the design of below -grade retaining walls to
restrain compacted engineered fill or in -situ natural soils, the following soil parameters can be
utilized:
Active State
Earth
Passive State
At Rest State
Pressure
Earth Pressure
Earth Pressure
Soil Unit
Depth
Coefficient
Coefficient
Coefficient
Cohesion
Weight
0-20'
0.36
2.77
0.53
0 psf
115 pcf
These recommendations have assumed no surcharge loads. The recommended coefficient of
friction is 0.40 for concrete over soil. The increased lateral pressures generated by surcharge
loads (i.e. slopes, parking and building areas, etc.) should be considered in the design. Based
on our subsurface findings, shallow groundwater levels were measured at the site. We
anticipate that the below grade walls will be properly and adequately waterproofed. The wall
should be designed to resist hydro static pressures.
For wall conditions where wall movement cannot be tolerated or where the wall is restrained at
the top, the "At Rest" earth pressure should be used. For wall conditions where outward wall
movement in the range of 0.5 to 1 percent of the wall height can be tolerated, the "Active" earth
pressure should be used. In evaluating the resistance of soil to lateral loads imposed by
structures, the "Passive" earth pressure should be used. Please note that the full development
of passive pressure requires deflections toward the soil mass on the order of 1 to 4 percent of
the wall height.
5.7 Excavation Conditions and Dewatering Recommendations
For excavations deeper than 8 feet, dewatering operations will likely be required. A series of
well point systems will likely be required to draw down the water table and allow for construction.
We recommend that this be implemented at the earliest possible date, as it may require several
days if not weeks to lower the water table. We recommend budgeting for schedule delays and
additional costs associated difficult excavation due to site dewatering.
11

Report of Subsurface Exploration and Geolechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
The site soils are OSHA Type B and C soils for the purpose of temporary excavation support.
Excavations should be constructed in compliance with current OSHA standards for excavation
and trenching safety. Excavations should be observed by a "competent person", as defined by
OSHA, who should evaluate the specific soil type and other conditions, which may control the
excavation side slopes or the need for shoring or bracing.
The soils encountered in the soil test borings will likely not present difficult excavation
conditions.
5.8 Pavement Desian Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
strict accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill
Placement' sections of this report. An important consideration with the design and construction
of pavements is surface and subsurface drainage. Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the deterioration of the pavement can be expected. Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement.
We recommend 2 inches of surface SF9.5 mix overlying 6 inches of compacted crushed stone
in the light pedestrian type vehicle areas and 3.0 inches of surface SF9.5 mix overlying 8 inches
of compacted crushed stone in the main heavily traveled drive areas, in truck delivery and
dumpster areas. In lieu of compacted crushed stone for heavily traveled drive areas, 5 inches
of B25.0 mix can be used.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
and asphalt pavement areas results in a softening of the subgrade material and shortened life
span for the pavement. Therefore, we recommend that both the surface and subsurface
materials for the pavement be properly graded to enhance surface and subgrade drainage. By
quickly removing surface and subsurface water, softening of the subgrade can be reduced and
the performance of the parking area can be improved. Site preparation for the parking areas
should be similar to that for the building area including stripping, proofrolling, and the placement
of compacted structural fill.
Please note that large, front -loading trash dumpsters frequently impose concentrated front -
wheel loads on pavements during loading. This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs. Consequently, we
recommend the use of an 8 inch thick, mesh reinforced concrete slab that extends the entire
length of the truck. Concrete pavements should be properly jointed and reinforced as needed to
help reduce the potential for cracking and to permit proper load transfer.
IVA

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp lejeune, North Carolina
ECS Project No.: 22.15452
5.9 Site Drainaae
Positive drainage should be provided around the perimeter of the structure to minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. The parking
lots, sidewalks, and any other paved areas should also be sloped to divert surface water away
from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
5.10 Construction Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified. If the bearing soils are softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight, or if inclement weather becomes imminent while the bearing soils are exposed,
we recommend that a 1 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
The key to minimizing disturbance problems with the soils is to have proper control of the
earthwork operations. Specifically, it should be the earthwork contractor's responsibility to
maintain the site soils within a workable moisture content range to obtain the required in -place
density and maintain a stable subgrade. Scarifying and drying operations should be included in
the contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to randomly run across the site, especially once the desired
final grades have been established. Construction equipment should be limited to designated
lanes and areas, especially during wet periods to minimize disturbance of the site subgrades. It
will likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
13

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Marine Mart at Courthouse Bay
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.15452
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our evaluations have been based on interpolation of
subsurface data between the borings. If the project information provided to us is changed,
please contact us so that our recommendations can be reviewed and appropriate revisions
provided, if necessary. The discovery of any site or subsurface conditions during construction
which deviate from the data outlined in this exploration should be reported to us for our review,
evaluation and revision of our recommendations, if necessary. The assessment of site
environmental conditions for the presence of pollutants in the soil and groundwater of the site is
beyond the scope of this geotechnical exploration.
14

APPENDIX B
SPT BORING LOGS
AND
SOIL CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division Group Symbol Typical Names Classification Criteria
m
eS
yz
GW
Well -graded gravels and gravel -
sand mixtures, little or no fines
GP
Poorly graded gravels and gravel -
sand mixtures, little or no fines
GM
Silty gravels, gravel -sand -silt
mixtures
GC
Clayey gravels, gravel -sand -clay
mixtures
SW
Well -graded sands and gravelly
sands, little or no fines
SP
- Poorly graded sands and gravelly
sands, little or no fines
SM
Silty sands, sand -silt mixtures
SC
Clayey sands, sand -clay mixtures
ML
Inorganic silts, very fine sands,
rock flour, silty or clayey fine
sands
CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy
clays, silty clays, lean clays
OL
Organic silts and organic silty
clays of low plasticity
MH Inorganic silts, micaceous or
diatomaceous fine sands or silts,
elastic silts
CH Inorganic clays of high plasticidy,
fat clays
OH Organic clays of medium to high
plasticity
C„ = Dbp/Dlo Greater than 4
$
0
C== (D3D)"(DtDXD60) Between 1 and 3
13
.a
B
Not meeting both criteria for GW
U Vu-
Atterberg limits plot below "A" line or
index less than 4
plasticity
Atterberg limits plot above "A" line
Dand
plasticity index greater than 7
is .y
t
C„ = DbdDlo Greater than 6
C:= (D30)2/(DtoxD60) Between 1 and 3
w
zz6
2.
Not meeting both criteria for SW
�a
H
Atterberg limits plot below "A" line or
g
plasticity index less than 4
y
o
Atterberg limits plot above "A" line
•7
and plasticity index greater than 7
Notc Win, mpevm[e rypro>rimMe INI>a limit.ML and Pl wmbi ..
for nLLmd
wils(®phmay ddwmivcd). ASTM1)2487.
■■.■N■MMM■.
NEENNEEMPHErms
■■■EENNER0,
.■.■.EM",..
o ro m w ro m m ro m w tw Do
LIQUID OMM, LL
Plasticity chart for the classification of fine-grained soils.
Tests made on fiaction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
MAY 2006
F
UNIFIED SOIL
CLASSIFICATION
SYSTEM

CLIENT
BIS Frucon Engineering, Inc.
PROJECT NAME
Marine Mart at Courthouse Bay
JOB # BORING # S1DD;T
22-15452 B-1 1 of 1
ARCHITECT -ENGINEER
Mickie Redhage, P.E.
�LLP
CAR®
SITE LOCATION
MCB Camp Le'eune, North Carolina
CAUMATIM PENMONHTER
I 2 'O s `' a a+
PLASTIC WATER IIQUM
LIMIT T CONTENT R L1MLT R
A
z
^�
g
BE
DESCRIPTION OF MATERIAL. ENGIISH UNITS
BOTTOM OF CASING W- LOSS OF CIRCULATION Loo
z
K
X 0 G
ROCS QUALM DESIGNATION h RECOVERY
ROD%— — — REC.%
20X-4011 1OX--S0*-100
,o zo PE�� ATON ro+
SURFACE ELEVATION 97.48
0
5
1
15
20
25
3
TOPSOIL DEPTH 8"
95
$ (2-2-1)
4: (2-2-2)
7 (2-34)
2.1.1
11 6-I-6)
5 (1-2-3)
2 (I-I-N)
3:(2-r2)
1.
SS
18
10
Loose to Very Loose, Brown,
Silty, Fine to Medium SAND,
(SM)
2
SS
18
10
Loose, Tan, Fine SAND, (Sp)
90
3
SS
18
8
Medium Dense to Loose, Brown to
Dark Brownish Gray, Silty, Fine
SAND, (SM) with Roots
85
4
SS
18
8
5
SS
18
7
Very Loose, Gray, Silty, Fine
SAND, (SM)
80
75
6
SS
18
12
Soft, Gray, Sandy CLAY (SC—CL)
with Sand Seams
END OF BORING ® 25.0'
70
7
8
SS
ST
18
24
16
4
THE STRATIFICATIDN LDES REPRESENT THE APPRLIGHATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7vL 3.0' WS OR ®
BORING START® 12/21 09
TWL.(BCR) JWL(ACR)
BORING COMPLETED 12 21 09
GAVE IN DEPTH o
�n 7.4'
RIG D-25 FOREMAN
DRILIING METHOD Mud Rotary

CLIENT
BIS Frucon En ineerin , Inc.
roe g BORING g SHEEN
22-15452 B-2 1 1 OF 1
FE7
PROJECT NAME
ARCEDTECT-ENGINEER
Marine Mart at Courthouse Ba
Mickie Redhoge, P.E.
SrrE LOCATION
MCB Camp Le'eune, North Carolina
-0-. CALIBRATE PENMWMBYER
I 2 s 4 5+
PLASTIC WATER LIQUID
UNITS CONTENT % LBO R
A
DESCRIPTION OF MATERIAL ENGL[3H UNITS
BOTTOM OF CASING LOSS OF CIRCULATION IOU
z
X 0
ROCS QIAi2TY DffiGNAT[ON h RECOVERY
ROD%— — — REC.X
20%-40%=60Xr80Xrl 00
® ST P mpu'NON
Flo
SURFACE ELEVATION 98.71
BO BO 40 60+
0
TOPSOIL DEPTH 8"'
4: (2-2-2)
1
SS
18
14
Very Loose, Brown, Silty, Fine
SAND, (SM)
5
95
8 (3--s-6)
2
SS
18
12
Loose to Medium Dense, Tan,
Fine SAND, (Sp)
11 (4-5-6)
3
SS
18
12
90
4
SS
18
12
12 (4-6-6)
1
85
Very Loose, Brown, Silty, Fine
SAND, (SM)
5
SS
18
7
3 :(I-I-2)
15
80
Very Loose, Gray, Silty, Fine
SAND, (SM)
6
SS
18
14
2 (2-I-I)
20
75
Very Soft, Gray, Clayey, Fine
SAND, (CL)
7
SS
',18
15
�K)
25
END OF BORING ® 25.0'
70
THE STRATIFICATION LINES REPRESENT THE APPRO%IMATE BOUNDARY LIES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
:9vL 3.0' Ws OR ®
BORING STARTED 12 21 09
WL(BCR) jrWL(ACR)
BORING COMPLETED 12 21 09
CAVE IN DEPTH e
TWL 8.8'
FUG D-25 FoRENAN RS
DRIUNG METHOD Mud Rotary

CLIENT
BIS Frucon Engineering, Inc.
JOB #
2-15452
BORING #
B-3
SHUT2
1 OF 4
PROJECT NAIES
Marine Mari at Courthouse Bay
ARCHITECT —ENGINEER
Mickie Redhage, P.E.
�LLP
csarz®
SITE LOCATION
MCB Cam Le'eune, North Carolina
-0- CALIBRAT® PBNoMLr1ffit
1 B Toxs/FT. 4 5+
PLASTIC WATER LIQUID
LOCT X CONTENT X LOW X
ROCK QUALITY DESIGNATION B RECOVERY
ROD%— — — REC.X
20X-40X-60 F-8O%-100
® STAND PENETRATION��
10 ?A SO 40 50+
e
z
DESCRIPTION OF MATERIAL EN01141{ UNITS
BOTTOM OF CASING &-- LOSS OF COMMULATION 100
z
pC
-
SURFACE ELEVATION 98.68
O
5
1
15
20
TOPSOIL DEPTH 6"
95
90
85
80
75
70
3:(2-1-2)
5 (2-2-I)
8 (rs)
11 (4-4-7)
4: (2-2-2).
2 0-I-I)
1 (i.-I-O) ; 57.5
19 36
A:
❑I{o-o o) 37.8
-----------
1
SS
18
12
Very Loose to Medium Dense,
Tan, Fine SAND, (SP)
t2ss
18
10
�I
3
SS
18
10
4
SS
18
12
Very Loose, Dark Gray, Silty,
Fine SAND, (SM)
5
SS
18
8
6
SS
18
6
Very Soft, Dark Gray, Sandy
CLAY, (CL)
NNJ
7
SS
IS
12
Very Loose, Gray, Clayey, Fine
SAND, (SC)
8
SS
18
6
3------------ —
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES DN-SITUTHE TRANSITION MAY BE GRADUAL
Y*L 6.0' WS OR ®
BORING STARTED 12 21 /09
TWL(BCR) 1►,WL(ACR)
BORING COMPLETED 12 21 09
CAVE IN DEPTH 0
TWL 9.0'
RIG D-25 FOREMAN IRS
DRILLING METHOD Mud Rotary

CLIENT
BIS Frucon Engineering, Inc.
JOB # BORING # SHEET
22-15452 B-3 2 of 4
zz
PROJECT NAME
ARCHITECT -ENGINEER
�g�
Marine Mart at Courthouse Bay
Mickie Redhoge, P.E.
SITE LOCATIorf
MCB Cornp Le'eune, North Carolina
-0- CAUMUTED PPTONS�OMETER
1 B s 4 6+
PLASTIC WATER LIQUID
LIMB % CONTENT S LIUIT %
G
z
DESCPIPTION OF MATERIAL ENGLSH UNITS
BOTTOM OF CASING 093 1OF CIRCULATION 100
z
X 0
ROCK QUA[1TY DESIGNATION k RECOVERY
ROD%— — — REC.%
20%40%-60%--SOX-100
(D STANDARD�P PENETRATION
SURFACE EMATION 98.68
-
10 20 so 40 so+
3
Very Loose, Gray, Clayey, Fine
SAND, (SC)
65
9
SS
is
8
3
60
10
SS
18
10
4: (1-2-2):
4
55
Firm, Light Gray, Sandy CLAY,
(CL)
11
SS
18
IS
5 (2-2-3)
4
Loose, Light Gray, Fine SAND,
(SP)
50
12
SS
L8
10
9 (3=3-6)
50
45
13
SS
1.8
11
10 (5=4-6)
55
Medium Dense to Dense, LI ht
Gray, Silty, Fine SAND, (SM�
With Weathered Limestone
40
21 (12-e-12)
14
SS
18
16
60
— — — — — — — — — — — —
-------
CONTINUED ON NEXT PAGE.
THE STRATInCA'rIDN LINES REPRESENT THE APPRDXIMATE BOUNDARY LIDS BETWEEN SOIL TYPES IN -SITU THE TRANSITIDN MAY BE GRADUAL
YOrL 6.0' es OR ®
BORING STARTED 1 2/21 09
TWL(BCR) 1,W1(ACR)
BORING COMPLETED 1 2 2 1 09
CAVE IN DEPTH o
�ENL 9.0,
RIG D-25 FORMAN RS
DRILLING METHOD Mud Rotary

CLIENT
BIS Fruccn Engineering, Inc.
JOB # BORING # SHEET
2-15452 B-3 3 OF 4 in:
PROJECT NAME:ARCHITECT-ENGINEERMarine
Mart at Courthouse Bay
Mickie Redhage, P.E.
SITE LOCATION
MCB Corn Le'eune, North Carolina
-0- CALIBRATED PEITtn'<�OMRTER
1 B '"" s T 4 s+
PLASM WATER LIQUID
LM X CONTENT X LMTT X
P60�—
z
yS
_
DESCRIPTION OF MATERIAL ENG11SH UNITS
BOTTOM OF CASING W-LOSS OF CIRCULATION 100
`
z
Qp55
X A
ROCK QUALM DESIGNATION & RECOVERY
ROD%— — — REC.X
20X--4OX-60 i—SOX�100
R�PEt TION
SURFACE ELEVATION 98.68(D
10 Bo so 40 B0+
Medium Dense to Dense, Li ht
Gray, Silty, Fine SAND, (SM�
with Weathered Limestone
35
15
SS
18
15
.28
6
30
16
SS
IS
16
(II-u-1H) :38
7
25
17
SS
18
14
(15-20-22). 42,
7
Medium Dense, Dense, and Very
Dense, Gray, Silty, Fine SAND,
(SM)
20
(12-20-23) 43:
18
SS
18
15
80
15
19
SS
18
15
24 (7-9-15)
85
is
10
20
SS
18
16
(11-25-3e). 64
90
— — — — — — — — — — — —
—
—=—=------ -
CONTINUED ON NEXT PAGE.
THE STRAMcAnON LINES REPRESENT THE APPROXIMATE BOUNDARY LMS BETWEEN SOL. TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL 6.0' WS OR ®
BORING STARTED 12/21 /09
TWL(BCR) J�WL.(ACR)
BORING COMPLETED 12 21 09
CAVE IN DEPTH O
AWL 9.0,
I10 D-25 FOREMAN IRS
DFILJNG METHOD Mud Rotary

CLIENT
BIS Frucon Engineering, Inc.
JOB # BORING # 31D.R'
22-15452 1 B-3 4 of 4
PROJECT NAME
ARCRITECT—ENGINEER
MELLP
Marine Mart at Courthouse Bay
Mickie Redhage, P.E.
SITE LOCATIOlf
MCB Camp Le'eune, North Carolina
-0- CAIMUT� I OMETER
1 B e 4 6+
PLASTIC WATER LIQUM
LBIT R CONTENT % LDDT %
XA
ROCS QUALITY DESIGNATION 8 RECOVERY
DESCRD'T10N OF MATERIAL ENGLI3H UNITS
5E3
z
BOTTOM OF CASING W- IDSS OF CIRCULATION 100
z
s
`s
ROD%— — — REC.X
20Xr-40%-60% — 8O%-1 OO
® STANDARD �TION
SURFACE ELEVATION 9H.6H
9
10 BO 80 40 60+
Medium Dense, Dense, and Very
Dense, Gray, Silty, Fine SAND,
(SM)
5
21
$$
18
16
(31-39-49), 88
9
0
22
SS
18
16
(30-39-50), 89
10
END OF BORING ® 100.0'
-5
10
-10
110
-15
11
2
12
—
-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7wL 6.0' fIS OR ®
BORING STARTED 1 2/21 /09
-
TWI.(BCR) :=WL(ACR)
BORING COMPLETED 12 21 09
CAVE IN DEPTS •
TWL 9.0,
RIG D-25 FOREMAN RS
DRILLING METHOD Mud Rotary

CLIENT
BIS Frucon Engineering, Inc.
JOB #
22-15452
BORING #
1 B-4
3f)EEf
1 OF 1
�1
PROJECT NAME
ARCHITECT -ENGINEER
Marine Mart at Courthouse Bay
Mickie Redhoge, P.E.
CAR®
SITE LOCATION
MCB Caim Le'eune, North Carolina
-0- CAUERArE PM 40►¢=
I B 3 4 5+
PLASTIC WATER IIQUED
UMT X CONTENT % LWT X
A
c
z
DESCRIPTION OF MATERIAL ENGIdSH UNITS
BOTTOM OF CASING �1039 OF CBtCULATION 100
E
z
FFI
X A
ROCK QUALITY DESIGNATION & RECOVERY
RQD%— — — REC.X
Y0%40X-60X-80% —100
® STANDARD PENETRATION
SURFACE ELEVATION 98.24
OB0 s0 40 50+
0
TOPSOIL DEPTH 6"
4: (2-2-2)SAND,
18
12
Very Loose, Brown, Silty, Fine
(SM)
95
t2S
18
12
4: (2-2-2).
5
Loose, Tan, Fine SAND, (Sp)
3
SS
18
10
6 (2-24)
90
4
SS
18
9
9 (3-3­6)
1
85
Very Loose, Brown, Silty, Fine
SAND, (SM)
5
SS
18
8
2 (2-I-I)
15
80
Very Loose, Gray, Silty, Fine
SAND, (SM)
6
SS
18
10
3:(2-2-I)
20
75
7
SS
18
8
2 (I-t-t)
25
END OF BORING ® 25.0'
70
3
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL 2.0' WS OR ®
BORING STARTED 1 2/21 /09
TWL(BCR) TWI.(ACR)
BORING COMPLETED 1 2 21 09
CAVE IN DEPTH O
TWL 9.2'
RIG D-25 FOREMAN RS
DRILLING METHOD Mud Rotary

CLIENT
BIS Frucan Engineering, Inc.
JOB BORING A SHEET
2 2-15452 B-5 1 of 1
PROJECT NAM"
ARCHITECT -ENGINEER
�LLP
Marine Mart at Courthouse Bay
Mickie Redhage, P.E.
SAP
SITE LOCATION
MCB Carnp Le'eune, North Carolina
CAUERAr� OMETER
I 2 S 4 5+
PLASTIC WATER UQUED
uMIT X CONTENT X LHUT X
DESCRIPTION OF MATERIAL ENGLISH UNITS
X G
ROCK QUAfl'fT OBffiGNA& RECOVERY
o
d
z
BOTTOM OF CASING L939 OF CIRCULATION 100
z
a
.4®
- 'Flo
RODX— 6 REC.EC.X
20X-40X-07fr-80X-700
sTAND PENWMTION
20 30 40 50+
SURFACE ELEVATION 99.59
0
TOPSOIL DEPTH 5"
3 :(z-z I):
1
SS
18
9
Very Loose to Medium Dense, Tan
and Orangish Brown, Fine SAND,
(SP-SM) with Silt
t
18
10
5
95
6 3--"
15.6
3
SS
18
12
12 (4-6-6)
1
90
14 (4-18-81
4
SS
18
12
Loose, Dark Brownish Gray,
Silty, Fine SAND, (SM)
5
SS
IB
8
15
85
S (2-3-zJ
Very Loose, Gray, Silty, Fine
SAND, (SM)
6
SS
18
10
80
1 0-I-0)
20
75
4: (2-2-21
7
SS
18
14
25
END OF BORING ® 25.0'
70
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YRL 2.5' WS OR ®
BORING STARTED 12/21 /09
TWL(BCR) TW4ACR)
BORING COMPLETED 12 21 09
CAVE IN DEM
YWL 1 0.4'
RIG D-25 POREMAN RS
DRILIJNG METHOD Mud .Rotary

CLIENT
BIS Frucon En ineerin , Inc.
JOB 41 BORING # SHEET
22-15452 B-6 1 OF 1
PROJECT NAME
ARCHITECT-ENGDNEEB
�LLP
Marine Mart at Courthouse Bay
Mickie Redhoge, P.E.
SITE LOCATIO:Y
Cam Le'eune, North Carolina
-0- CALIBRATED PENEETtPU STER
TONS/ffMCB
1 B 3 4 6+
PULST[C WATER LIQUID
LIMIT R CONTENT X LIIaT X
a
d
z
_
DESCRIPTION OF MATERIAL ENG11SH UNITS
BOTTOM OF CASING IAS4 OF CIRCULATION 100
z
pppF
R
X G
ROCK QUALITY DESIGNATION & RECOVERY
ROD%— — — REC.X
20%-40X-6OXr-8071r100
® STANDAR�PENTRATION
SURFACE ELEVATION 97.81
O
10 EO 90 40 60+
TOPSOIL DEPTH 6"
18
12
5 (2-3 2)
Loose, Brown, Silty, Fine SAND,
(SM)95
tS1
18
9
Very Loose to Medium Dense, Tan
and Brownish Gray, Fine SAND,
(SP-SM) with Silt
5
4 (z z-2)
20.7
3
SS
18
12
10 (3-4 )
90
4
SS
18
12
1
85
Loose, Brown, Silty, Fine SAND,
(SM)
5
SS
18
10
7 (I -I-{)
15
80
Very Loose to Loose, Gray,
Silty, Fine SAND, (SM)
6
SS
18
12
4i (2-2-2)
20
75
7
SS
I8
13
:7 (4-4-3)
25
END OF BORING ® 25.0'
70
3
—'
—
THE STRATIFICATION LINES REPRESENT THE APPR"ATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE MA➢UAL
YWL 2.5' WS OR ®
BORING STARTED 12/21 /09
T"CR) TWI(ACR)
BORING COMPLETED 12 21 09
CAVE IN DEPTH o
TwL 9.3'
BIG D-25 FUBIaGN RS
DRUIM0 METHOD Mud Rotary

Project Number:
Project Name
22 - 15452
Marine Mart at Courthouse Bay
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: wEG
Principal Engineer: wMS
Date: January 15, 2010
Summary By: wEG
EwwMEIM0I0fflNU-M=�MwMM
• -
a-
e.
Summary Key:
SA = See Attached Hyd = Hydrometer UCS = Unconfined Compression Soil Su = Undrained Shear Strength
S = Standard Proctor Con = Consolidation UCR = Unconfined Compression Rock ND = Not Detected
M= Modified Proctor DS = Direct Shear LS = Lime Stabilization
OC = Organic Content GS = Specific Gravity CS = Cement Stabilization

0
CMoisture Content Worksheet
o�
Project Name Marine MartBatyCourthouse Project # 22-15452 Date 12/31/2009
Sample ID
Wet Soil +
Tare
Dry Soil + Tare
Tare #
Tare
Weight
Water
Dry Soil
Moisture
Content (/a)
B-3, S-7
123.40
81.36
P-106
8.31
42.04
73.05
57.5
B-3, S-8
306.69
224.83
P-33
8.22
81.86 1
216.61
37.8
B-5, S-2
378.07
328.07
P-116
8.40
50.00
319.67
15.6
B-6, S-2
342.76
285.31
P-29
8.22
57.45
277.09
20.7

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMB
LIMIT
INDEX
•
B-3
S-7
23.5-25
57.5
19
38
19
Tested By:

Particle Size Distribution Report
%+3" 1.- .___.._
Coarse Fine Coarse Madlum Fine I slit Clav
SIEVE
SIZE
PERCENT
FINER
SPEC.'
PERCENT
PASS?
(X=NO)
$1200
24.7
(no specification provided)
Source of Sample: B-3 Depth: 28.5-30
Sample Number: S-8
Material Description
Gray, Clayey
Sand
Atterberg Limits
PL=
LL=
Pie:
Coefficients
D90=
D85=
D60=
050=
D30=
D15=
D10=
Cue:
CC=
USCS=
Classification
AASHTO=
Remarks
Date: 12/31/09
ECS CA OLINAS, LLP Cllent: BIS Frucon Engineering, Inc.
7211 Ogden Business Park
sun. 201 Project: Marine Man at Courthouse Bay
W9minoon, NC 26411
LLP PR [phone]
—_ CAROLINAB P.M: (010) bar ea66 Prolect No: 15452 Figure
Tested By: KEL

% e3'
Particle Size Distribution Report
Gmwl
SINE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
(X=NO)
#200
11.9
(no specification provided)
Sourr.e of Sample: B-5 Depth: 3.5-5
Sample Number: S-2
0
Material Descriotlon
Orangeish Brown, Fine Sand with Silt
Atterberg Limits
PL=
LL=
PI=
Coefficients
D90=
D85=
D60=
D50=
D30=
D15=
D10=
Cu=
cc=
Classification
USCS=
AASHTO=
Remarks
Date: 12/31/09
ECS CAROLINAS, LLP Client: BIS Frucon Engineering, Inc.
C 7211 Ogden Susir4 Park
Sane 201 Project: Marine Man at Courthouse Bay
Wdminglon, NC 28411
r LLP Ph:(910)88e-9114
<.AROLINABPB%'(g1g)eea-geea ProlectNo: 15452 Figure
Tested Ey

Particle Size Distribution Report
t
pp QQ gg pp l i
100
90
80
70
W
60
Z
U-
Z
50
U
W
40
a
30
20
10
O
0
100 10
1 0.1
0.01 0.001
GRAIN SIZE - mm.
%i3�
%Gravel
%Sand
%Fines
Coarse Fine
Coarse Medium Fine
Silt
Clay
8.2
SIEVE
PERCENT
SPEC.'
PASS?
Tested By: KEL

�ZAnalyficale
~.pecelabs.mrn
ProjeoC Marine Marl 22.15451
Pace Project No.: 9260504
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville, NC 28804
[phone]
ANALYTICAL RESULTS
Pace Analytical Services, Inc.
9800 Kncey Ave. Suite 100.
Huntersville, NC 28078
[phone]
Sample: B1S3 Lab ID: 9260504001 Collected: 12124/0912:00 Received: 12/30/09 12:00 Matrix: Solid
Resu'ts reported on a 'dry-welght" basis
Parameters
Results Units Report Limit
DF
Pera4lt Moisture
Analytical Method: ASTM D2974-87
Perce nt Moisture
21.1 %
0.10
1
45003213 Sulfide Soil
Analytical Method: SM 4500-S2D
Sulfide
ND mg/L
0.12
1
9045 PH Soil
Analyfical Method: EPA 9045
PH at 25 Degrees C
4.6 Sid. Units
0.10
1
4500 Chloride in Soil
Analytical Method: SM 4500-CI-E
Chloride
610 mg/kg
587
1
ASTIR D516.90 Sulfate Soil
Analytical Method: ASTM D516-90
Sulfate
1090 mg/kg
598
1
Dato: 011131201012:11 PM
Prepared Analyzed CAS No. Qual
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
01/06/10 08:35
01/12/1020:47 H1,M0
01/12/10 12:00 H3
01/09/1015:28 16887-00-6 MO
01/11/10 14:22 14808-79-8
Page 4 of 10

� eAnalytical e
e pecetabs=
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville, NC 28804
[phone]
QUALITY CONTROL DATA
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Project:
Marine Mart 22.15451
Pace Project No.:
9260504
QC Balch:
PMST/2966 Analysis Method: ASTM D2974-87
QC Batch Method:
ASTM D2974-87 ,Analysis Description: 'Dry Weight/Peroent Moisture
Associated Lab Samples:
9260504001
SAMPLE DUPLICATE: 386968
9260576013 Dup
Parameter Units Result Result RPD Qualifiers
Perofmt Moisture % 15.0 15.1 1
SAMPLE DUPLICATE: 386969
Parameter
Peramt Moisture
Dale: 01/13/201012:11 PM
9260623001 Dup
Units Result Result
% 21.6 21.6
RPD Qualifiers
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Ictoo
heh
0
Page 5 of 10

Pace Analytical Services, Inc. Pace Analytical Services, Inc.
� a malytical a 2225 Riverside Dr. 9800 Kincey Ave. Suite 100
w .ParslatM corn Asheville, NC 28804 Huntersville, NC 28078
[phone] [phone]
QUALITY CONTROL DATA
Proje,:t: Marine Mart 22.15451
Pace Project No.: 9260504
QC Batch: WET/11074
Analysis Method:
SM 4500-S2D
QC Batch Method: SM 4500-520
Analysis Description:
4500S21) Sulfide Soil
Assoialed Lab Samples: 9260504001
METHOD BLANK: 389467
Matrix: Water
Assoaaled Lab Samples: 9260504001
Blank Reporting
Parameter
Units
Result Limit
Analyzed Qualifiers
Sulfide
mg/L
NO 0.10 01/12/1020:47
LABORATORY CONTROL SAMPLE:
389468
Spike LCS
LCS % Rec
Parameter
Units
Conc. Result
%Rec Limits Qualifiers
Sulfide
mg/L
.5 0.50
100 90-110
MATRIX SPIKE SAMPLE:
389470
9260504001 Spike
MS MS % Rec
Parameter
Units
Result Conc.
Result % Rec Limits Qualifiers
Sulfide
mg/L
NO
.6 NO 17 75-125 MO
SAMPLE DUPLICATE: 389469
9260504001 Dup
Parameter
Units
Result Result
RPD Qualifiers
Sulfide
mg/L
NO
NO
Dale: 01/13/201012:11 PM
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except In full,
without the wdtten consent of Pace Analytical Services, Inc..
elaci
Page 6 of 10

�IzAnaiytical e
nascpacelabs.=
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville, NC 28804
[phone]
QUALITY CONTROL DATA
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Hunlersville, NC 28078
[phone]
Projecd:
Marine Mart 22.15451
Pace Project No.:
9260504
QC Batch:
WET/11066 Analysis Method: EPA 9045
QC Batch Method:
EPA 9045 Analysis Description: 9045 pH
Associated Lab Samples: 9260504001
SAMPLE DUPLICATE: 389193
Parameter
pH at 25 Degrees C
Dale: 01/13/201012:11 PM
9260504001 Dup,
Units Result Result
Std. Units 4.6 4.6
RPD Qualifiers
0
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in lull,
without the written consent of Pace Ana"cal Services, Inc..
hi'elac�
a
Page 7 of 10

�ZAnalytical
sew4*w1ebs.=
Projea: Marine Mart 22.15451
Pace Project No.: 9260504
QC Batch: WETA/6569
QC Ealch Method: SM 4500-CI-E
Ass0ated Lab Samples: 9260504001
METHOD BLANK: 388755
Associated Lab Samples: 9260504001
Parameter Units
mg/kg
Chloride
LABORATORY CONTROL SAMPLE:
Parameter
Chic ride
MATRIX SPIKE SAMPLE:
Parameter
Chloride
SAMPLE DUPLICATE: 388804
Parameter
Chloride
IBM MF #1FfB]Fbf[riP7ff1;i51
Units
mg/kg
388757
Units
mg/kg
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville, NC 28804
[phone]
QUALITY CONTROL DATA
Analysis Method: SM 450G-CI-E
Analysis Description: 4500 Chloride
Matrix: Solid
Blank Reporting
Result Limit Analyzed Qualifiers
ND 50.0 01/09/1015:28
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Hunlersville, NC 28078
[phone]
Spike LCS LCS % Rec
Conc. Result %Rec Limits Qualifiers
200 201 100 90-110
9260504001 Spike Ms MS %Rec
Result Conc. Result - % Rec Limits Qualifiers
610 4690 2870 48 75-125 MO
9260504001 Dup
Units Result Result
mg/kg 610 702
RPD Qualifiers
14
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except In full,
without the written consent oppoff 1Pam Analytical Services, Inc..
11 'cool
^a 1 1
Page 8 of 10

75ce Analytical a
v Pecelsbs.a
Project: Marine Mart 22.15451
Pace Project No.: 9260504
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville, NC 28804
(a28)254-7176
QUALITY CONTROL DATA
QC Batch: WETA/6572 Analysis Method: ASTM D516-90
QC Batch Method: ASTM D516-90 Analysis Description: ASTM D516-90 Sulfate Soil
Associated Lab Samples: 9260604001
METHOD BLANK: 388910 Matrix: Solid ,
Associated Lab Samples: 9260504001
Blank Reporting
Parameter Units Result Limit Analyzed Qualifiers
Sulfate mg/kg NO 500 01/11/1014:20
Pace Analytical Services, Inc.
9800 Kincey Ave. Sulte 100
Hunlersville, NC 28078
(704)0759092
LABORATORY CONTROL SAMPLE: 388911
Spike LCS LCS % Rae
Parameter Units Cone. Result % Rae Limits Qualifiers
Sulfa':e mg/kg 2000 2000 100 9D-110
MATRIX SPIKE SAMPLE:
Parameter
388912
, Units
9260504001
Result
Spike MS MS %Rec
Cane. Result %Rec Limits Qualifiers
Sulfate
mg/kg
1090
2340 3410 99 75-125
SAMPLE DUPLICATE: 388963
-
9260504001
Dup
Parameter
Units
Result
Result RPD Qualifiers
Sulfate
mg/kg
1090
959 12
Date 01/13/201012:11 PM
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the wdtten consent of Pace Analytical Services, Inc..
C� a6.
Page 9 of 10

�ZAna lytical a
aw rpscelebs.=
QUALIFIERS
Project: Marine Mart 22.15451
Pace Project No.: 9260504
DEFINITIONS
Pace Analytical Services, Inc.
2225 Riverside Dr.
Asheville; NC 28804
[phone]
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
OF - Dilution Factor, if reported, represents the factor applied to the reported data due to changes in sample preparation, dilution of
the sample aliquot, or moisture content.
NO - Not Detected at or above adjusted reporting limit.
J - Estimated concentration above the adjusted method detection limit and below the adjusted reporting limit.
MOIL -Adjusted Method Detection Limit.
S - Surrogate
1,2-Dipheny1hydrazine (8270 listed analyte) decomposes to Azobenzene.
Consistent with EPA guidelines, unrounded data are displayed and have been used to calculate % recovery and RPD values.
LCS(D) - Laboratory Control Sample (Duplicate)
MS(D) - Matrix Spike (Duplicate)
DUP - Sample Duplicate
RPD - Relative Percent Difference
NC - Not Calculable.
Pace Analytical is NELAP accredited. Contact your Pace PM for the current list of accredited analytes.
U - Indicates the compound was analyzed for, but not detected.
LABORATORIES
PASI-A Pace Analytical Services - Asheville
PASI-C Pace Analytical Services -Charlotte
ANALYTE QUALIFIERS
H1 Analysis conducted outside the EPA method holding time.
H3 Sample was received outside EPA method holding time.
MO Matrix spike recovery and/or matrix spike duplicate recovery was outside laboratory control limits.
Dabf: 011131201012:11 PM REPORT OF LABORATORY ANALYSIS Page 10 of 10
This report shall not be reproduced, except in full,
wthout the wnaen consent
of Paw
Analytical Services, Inc..

Season High Water Table Evaluation and Infiltration Test
Marine Mart at Courthouse Bay
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15452
January 5, 2010
Location Depth Soil Description
1-1 0-18" Gray Fine SAND
18"-70" Tan Fine SAND)
Seasonal High Water Table was estimated to be at 48 inches below the existing grade
elevation.
Groundwater was encountered at 70 inches below the existing grade elevation.
The infiltration test was performed at a depth of 24 inches below current grade. The
infiltration rate was 0.103 inches per minute (6.2 inches per hour).

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and foundation, excavating and earthwork subcontractors, if any,
shall require that the contractor certify that all work in connection with foundations, compacted
fills and other elements of the foundation or other support components are in place at the
locations, with proper dimensions and plumb, as shown on the plans and specifications for the
project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required to
properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

APPENDIX F
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Procedures Regarding Field Logs, Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations
which are intended to portray essentially field occurrences, sampling locations, and other
information.
Samples obtained in the field are frequently subjected to additional testing and reclassification
in the laboratory by more experienced soil engineers, and differences between the field logs
and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test
data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty (60) days and are then discarded unless special disposition is
requested by our client. Samples retained over a long period of time, even if sealed in jars, are
subject to moisture loss which changes the. apparent strength of cohesive soil generally
increasing the strength from what was originally encountered in the field. Since they are then
no loncer representative of the moisture conditions initially encountered, an inspection of these
samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and
laboratory data sheets not be included in engineering reports because they do not represent the
engineer's final opinions as to appropriate descriptions for conditions encountered in the
exploration and testing work. On the other hand, we are aware that perhaps certain contractors
submitting bids or proposals on work may have an interest in studying these documents before
submitting a bid or proposal. For this reason, the field logs will be retained in our office for
inspection by all contractors submitting a bid or proposal. We would welcome the opportunity to
explain any changes that have been and typically are made in the preparation of our final
reports, to the contractor or subcontractors, before the firm submits the bid or proposal, and to
describe how the information was obtained to the extent the contractor or subcontractor wishes.
Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the ireport, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet,
entitled General Notes.

ECS CAROLINAS, LLP.
7211 Ogden Business Park, Suite 201
Wilmington, NC 28411
[phone] • Fax [phone]

m
S❑IL CLASSIFICATION LEG ND
FILL - FILL ALL TYPE(POSS/PROB)
SM - SILTY SAND
GW - WELL GRADED GRAVEL
SP - POORLY GRADED SAND
® GM - SILTY GRAVEL
SC - CLAYEY SAND
GP - POORLY GRADED GRAVEL
® ML - LOW PLASTICITY SILT
GC - CLAYEY GRAVEL
® CL - LOW PLASTICITY CLAY
SW - WELL GRADED SAND
®
MH - HIGH PLASTICITY SILT
® CH - MGM PLASTICITY CLAY
mOH - MGM PLASTICITY ORGANIC SILTS AND CLAYS
y.;
;.',ti OL - LOW PLASTICITY ORGANIC SILTS AND CLAY
ulPT - PEAT
s, as
y, r y• r s
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r
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s
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SURFACE MATERIALS
TOPSOIL
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CONCRETE
❑ VOID
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ROCK TYPES
IGNEIXJS
j♦ METAMORPHIC
® SEDIMENTARY
SYMBOL LEGEND
y WATER LEVEL SYMBOL
WATER LEVEL - BEFGRE CASING REMOVAL
WATER LEVEL - AFTER CASING REMOVAL
y WATER LEVEL - AFTER 24 HOURS
�
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ECS REVISIONS
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{ DENOTES APPROXIMATE
LOCATION OF BENCH
jHOLE)ELE
_ ��MARK (EXIS'{-1' " � -VATION 100'
.N
�l7
3L'
cc DENOTES AAPRO +., _—
(f -- V LOCATION OF SOIL TE51'—-
1 �'-- BORING
DENOTES APPROXIMATE LOCATION • 4 +
Sti
f •�,� OF HAND AUGER 8ORIN6 AND d%%
INFILTRATION TEST jl
tti
SCALE (IN FEET)
20 41
40 0
REFERENCE:
SITE MAP PROVIDED BY HIS
FUCRON ENGINEERING INC
>P ELS E
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S
-
_ � r� � cu�Txlir.•�
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- ' - Lct
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FIGURE 1
/ + SITE MAP
/ MARINE MART AT COURTHOUSE
J BAY
+{ j ONSLOW COUNTY
i MCB CAMP LEIEUNE, NORTH
/ CAROLINA
f PROJECT NO.22-15452
4
DRAWN BY/DATE
WEG/01-05-09
CHECKED BY/DATE
/(� l((5/id
ENAME: STPEMAP