SW8130301_HISTORICAL FILE_20130327

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 13 03w
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
0 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 k3032-1
YYYYMMDD

RES NR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
March 27. 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Bldg. 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 130301
Wallace Creek Marine Mart
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Paul
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete, Express Stormwater Management Permit
Application for Wallace Creek Marine Mart on March 25, 2013. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are
forwarding Permit No. SW8 130301 dated March 27, 2013, for the construction, operation and
maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until March 27, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, procedures for changes of ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the
permit, or to renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes. Per NCGS 143-215(e), the petition must be filed with the OAH within
thirty (30) days of receipt of this permit. You should contact the OAH with all questions
regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714
Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and
binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely,
C arles Wakild, P.E., Director
Division of Water Quality
GDS/ arl: S:\WQS\Stormwater\Permits & Projects\2013\130301 LD\2013 03 permit 130301
cc: Timothy Focht, P.E., Stellar Architectural and Engineering Group
David Towler, MCB Camp Lejeune
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] \ FAX: [phone] \ DENR Assistance: 1-877-623-6748 NorthCarolina
Internet: vevrv.nmaterquality.org a'atum iff
An Equal Opportunity\ Affirmative Action Employer (/ V `(

State Stormwater Management Systems
Permit No. SW8 130301
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer, MCB Camp Lejeune
Wallace Creek Marine Mart
Comer of Birch Street and McHugh Boulevard, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 27, 2021, 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 1.6 of this permit. The stormwater controls labeled SWMF-1
and SWMF-2 have been designed to handle the runoff from 80,954 and 11,761
square feet of built -upon area, respectively.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
4. Each drainage area will be limited to the amount of built -upon area indicated in this
permit, and per approved plans. There is no allocation of built -upon area for future
development.
5. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 130301
6. The following design criteria have been provided in the wet detention ponds and must
be maintained at design condition:
SWMF-1 SWMF-2
tA
a
C.
d.
e.
f.
9.
i.
l-
k.
I.
m
n.
o.
p-
q.
Drainage Area, ycres:
Onsite, ft :
Offsite, ft2:
Total Imperviou? Surfaces, ft2:
Onsite, ft :
Offsite, ft2:
Design Storm, inches:
Average Pond Design Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSI�:
Permanent Pool Surface Area, ft
Permitted Storage Volume, ft :
Temporary Storage Elevation, FMSL:
Pre-dev. 1 yr-24 hr. discharge rate, cfs:
Controlling Orifice, 0 pipe, inches:
Orifice flowrate, cfs:
Permitted Forebay Volume, ft3:
Max. Fountain Horsepower:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
2.32
0.61
101,130
26,378
0
0
80,954
11,761
80,954
11,761
0
0
1.5
1.5
3.5
3.0
90%
90%
20.0
19.3
10,279
3,536
16,583
2,073
21.3
19.8
0.087
0.023
1.5
0.75
0.038
0.006
5,062
1,725
N/A
N/A (PPV <30000 cf)
Beaverdam
Creek / WOK02
19-20-2
"SB NSW"
1. The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement must be followed in its entirety
and maintenance must occur at the scheduled intervals.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in either stormwater treatment system,
because the permanent pool volume is below 30,000 cubic feet.
6. The facilities must be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
7. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 130301
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. The permittee shall provide and maintain clear and unencumbered access to the
stormwater facilities for inspection and maintenance.
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. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area.
d. Any permitted future areas shown on the approved plans.
e. Filling, altering, relocating, or piping any vegetative conveyance shown on the
approved plan.
11. 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.
12. The permit application, the approved plans and specifications, and the design
calculations for this project are incorporated by reference and are enforceable parts of
the permit. A copy of the approved plans and specifications shall be maintained on file
by the Permittee at all times.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. 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 supporting 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 constitutes an
approved transfer of the stormwater permit.
3. Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in G.S. 143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 130301
6. The permittee grants DENR Staff permission to enter the property during normal `
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 27th day of March 2013.
NQJ2TH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
ivision of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
l_ Permit No. SW8 130301
Wallace Creek Marine Mart
Stormwater Permit No. SW8 130301
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 130301
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

Permit Number: �
(to be p/ ovided by DWQ)
Drainage Area Number: ,.
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection willbe
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one): .
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shallbe performed as follows. Any problems that are found shall
be repaired immediately.
. BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash/ debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long. -
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
MAft 0 6 2013
Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Frosion is occurring in the
Regrade the swale"if necessary to
Swale,
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. -
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather titanspraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
I and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
-
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
G .0V;Ta
Form SW401-Wet Detention Basin O&M-Rev.4 MAR 0 6 2013 �� Page 2 of 4
BY: ]

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
'The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow,on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 20.0
Sediment Removal%L5.0 Pe anen Pool
---------------- Volume Sediment Removal Elevation 15.0 Volume
Dottom Eleva4.0 -(t Min. -----`-
--------- ------- ------------------ ------
Sediment Bottom Elevation I4.0 I-ft in.
Storage Sediment
Storage "
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 j ' Page 3 of 4
h9A�t 0 6 2013
BY:

Permit Number:
(to be provided by DWQ)
I acknowledge'and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Wallace Creek Marine Mart
BMP drainage area
Print
Title: Deputy Public Works Officer
Address:1005 Michael Road Camp Lejeune NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
ow (D�6
ow1 , a Notary Public for the State of
�Y,C7-K�(� 1kCounty l 1V 1
of 6t , do hereby certify that
Wpersonally appeared before me this 2�z_
day of -1 C1 r/ , �41 � and acknowledge the due execution of the
forgoing wet detention basin maintenance
seal,'
KELLEY VAN OECOEVERINQ
NOTARY PUISL10
ONSLOW COUNTY
STATE OF NOPTH CAROLINA
SEAL
My commission expires
Witness my hand and official
Form SW401-Wet Detention Basin O&M-Rev.4 Y �c?pR 0 6 29B
Page 4 of 4

Permit Number: ! A)
(to be provided by DWQ)
Drainage Area Number: 2.
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.,
remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
tr 7EC 0 @6+ EL_
MAR 0 6 2013 I Page 1 of 4
BY:

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclogthe pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf malting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or .
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. _Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. _
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area..
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive punts cover 50% of
with pesticide (do not spray).
the basin surface.
V E
Form SW401-Wet Detention Basin O&M -Rev. 4 "� h�A� Q 6 2013 Page 2 of 4

N
Permit Number:
Drainage Area h
(to be provided by DWQ)
BMP element:
Potentialproblem:
How I will renrediate theproblem:
The embankment , ,
Shrubs have started to grow
Remove shrubs immediately.
-on the embankment.
"
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present,
consult a professional to remove
beavers:
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs. .
appropriate professional
shows that the embankment
needs re air. if a licable
The outlet device
Clogging has occurred..
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5 'feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blankv)'
V Permanent Pool Elevation 19.3
Sediment Removal . 14.3 Pe manen Pool .
-- --- Volume Sediment Removal Elevation 14.3 Volume
Bottom Elevatim 13.3 -ft Min. ----------------------------- ------------ ------
Sediment Bottom Elevation 13.3 141 n.
Storage Sediment
Storage
FOREBAY MAIN POND
E G E 9
MAR 0 6.20B
Form SW401-Wet Detention Basin O&M-Rev.4 I rj Page 3 of 4

Permit Number:
(to be provided by DWQ).
I acknowledge and agree by my signature below that I am responsible for.the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project narne:Wallace Creek Marine Mart
BMP drainage area
Print name
'ritle:Deputy Public Works Officer
Address:1005 Michael Road Camp Leieune, NC, 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president. ,
I,
n
County of
day of a
forgoing wet detention Lin
seal,
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA
SEAL
My commission expires
N� a Notary Public for the State of
W , do hereby certify that
personally appeared before me this, 22
and acknowledge the due execution of the
ve reauirdments. WitnessxAv-hand and of
Form SW401-Wet Detention Basin O&M-Rev.4
i,
MAR 0 6 205
BY:
Page 4 of 4

r
DWQ USE ONLY
D to Received
Pee Paid
Permit Number
DD � D
03D
Applicable Rules: ❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Wallace Creek Marine Mart
2. Location of Project (street address):
McHugh Boulevard
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
The site is located in the southeast quadrant of the McHugh Blvd./Birch St. intersection
4. Latitude:34* 40' 33.80" N Longitude:77° 21' 9.45" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New []Modification ❑ Renewal w/ Modificationt
tRencu,als eaitk modifications also requires SWU-102 - Renezual Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 4.84 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
Ifyes, see S.L. 2012-200, PartVl: littp:Lpoi-tal.ncdeiir.org/web/wq/ws/su/statesw/rL]Ies laws
LEIVE
t
MAR 0 6 2013
Form SWU-101 Version 06Aug2012 Page I of 6 .

.. III. , CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
` designated government official, individual, etc. who owns the project):
Applicant/ Organization:Neal Paul
Signing Official & Title:Deputy Public Works Officer
b.Contact information for person listed in item 1a above:
Street Address:1005 Michael Road
City:Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 450 - 5803
EmaiLneal.paulOO usmc.mil
State:
Fax: (910 ) 451 - 2927
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/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address
City:
Phone: ( )
State: Zip:
Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
Phone:
Email:
4. Local jurisdiction for building permits:
Point of
State: Zip:
Fax: ( )
Phone #:
FormSWU-101 Version06Aug2012 Page 2of6
eV'
MAR 0 6 2013

IV. , PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff will drain to an onsite wet detention facility where it will be treated and attenuated prior
11
to being discharged offsite. There are two (2) wet detention facilities proposed onsite designed to meet the
NCDENR Stormwater BMP Manual
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.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Storm water runoff from this project drains to the White Oak River basin.
4. Total Property Area: 4.46 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:4.46 acres
Total project area shall be calculated to exclude the follotoillR the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Nornml High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landeoard from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-constal7oetlands landward of the NHW (orMHW) line nnay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 72.7 %
9. How many drainage areas:does the project have?2 (For high density, count 1 for each proposed engineered
stonnwater 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
Draina e Area 1
Drainage Area 2
Drainage Area _
Area _
Receiving Stream Name
Beaver46aua
Beaverean
-Drainage
Stream Class *
SB; NSW
SB; NSW
Stream Index Number *
19-20-2
19-20-2
Total Drainage Area (so
101,130
26,378
On -site Drainage Area (so
101,130
26,378
Off -site Drainage Area (so
0
0
Pro osed Impervious Area** (so
80,954
11,761
Impervious Area** total
80.1
44.6
Impervious** Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area
Drainage Area
On -site Buildings/Lots (so
13,803
On -site Streets (so
11,761
On -site Parking (so
60,421
On -site Sidewalks (so
6,730
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
80,954
11,761
* Streau Class and Index Number can be determined at: http://nortal.ncdenr.or eoeb/zoq(d)s/csu/classi 'cations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc. q_ a „�
Report only that amount of existing BUA that will remain after developnnent. Do not report ai'7 i- e �ti7i j 1 Alqqthnt Imo. " 1
is to be removed and which will be replaced by need BUA. 88�
Form S WU-101 Version 06Aug2012 Page 3 of 6 MAR 0 6 2013
ev.

11. Flow was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact Dli'Q Central Office staffto check ifthe project is located u4illin a Threatened &
Endangered Species watershed that mcr), be subject to snore stringent stormwater requirements as per 15A 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 littp://portal.iicdeiir.org/web/wq/­ws/su/bnip-inaiiva .
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://portal.ncdenr.org/web/wg/ws/su/statesw/forms does. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portalmcdennorg/web/wq/ws/su/maps.)
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://portal.nccienr.org/web/wq/ws/su/statesw/forms does.
I Is
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants --
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envlielp.org/pages/onestopexpress.litnnl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/nnanagennentfor
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
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
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 NFIW line of tidal
waters, and any coastal wetlands landward of the MHW or NI-PN lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NI-IW) 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 on the 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.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations. (�
E E W "-
r'
g
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
�4
p. Vegetated buffers (where required).
0 6 2013
f
MAR
j
Form SWU-101 Version 06Aug2012 Page 4 of
a

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 for DWQ to verifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate (teed restrictions and
protective covenants forms can be downloaded from
httu://portal.ncdennorv/web/wq/ws/so/statesw/forms_docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer.Timothy Focht, P.E.
Consulting Firm: Stellar
Mailing Address:2900 Hartley Road
City:lacksonville
Phone [phone]
[e-mail]
State:FL Zip:32257
Fax: (904 ) 438-3241
IX. PROPERTY OWNER AUTHORIZATION (if Con tact lnformmtion, item 2 has been filled out, complete this
section)
I, (print or hype name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) . with (print or type name of organization listed in
Contact Information, item In) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
�1EGEDVE
MAR 0 6 2013
EY:
Form SWU-101 Version 06Aug2012 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or:def5ults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that.the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la) Neal Prod
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwa or r les under 15A IJCAC 2I-I .1000 and any other applicable state stormwater requirements.
Date: 3
UPI00
the State of County of
V" do hereby certify that ,{\/y`-� lt'LAV� personally
before me this % ay of )� and a kn 1 e the on o t
a stormwater permit. Witness my hand and official seal
61EY VANDECOEVERI
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA
Form SW-U-101 . Version 06Aug2012
commission expires J Y V l f
GER ly/ E
MAR 0 6 2013
Page 6 of 6

Permit No. -�LT��Lt-��
(to be provided by DWQ)
a ` 1
wnrFho
O/ Y
NCDEPIR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required
Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
L,PROJECT INFORMATION
Project name
Wallace Creek Manne Mad
Contact person
Tim Focht
Phone number
[phone]
Date
3/21/2013
Drainage area number
1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
impervious
Design rainfall depth
Storage Volume: Non-SAWaters
Minimum volume required
Volume provided
Storaga Volume: SAWaters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr stone
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the lop of the additional volume
Form S W401-Wet Detention Basin-Rev.9-4118112
101,130 ft'
80,954 ft'
80.05
1.5 in
10,123 its
16,583 ft'
OK, volume provided is equal to or in excess of volume required.
fit'
0
k'
fill
ft,
Y (Y or N)
3.6 in
0.15 (unilless)
0.80 (unilless)
3.93 inlhr OK
0.00 ft'Isec
0.06 ft'lsec
0.06 ft'Isec
21.30 fmsl
20,00 fmsl
20.00 fmsl
20.50 fmsl
19.50 fmsl
15,00 fmsl
14.00 first
1.00 ft
(Y or N)
fmsl EGEoVE
A!. ? 5 4u73 �
MA!.
li
BY:
Parts 1.811. Design Summary, Page 1 of 2

Permit No.
(to be provkhad by DWO)
"fi^
II: DESIGN INFORMATION
Surface Areas
Area, temporary pool
14,227 ft'
Area REQUIRED, permanent pool
8,090 ft'
SAIDA ratio
8.00 (unilless)
Area PROVIDED, permanent pool, As,,,,,_,,
10,279 fit`
Area, bottom of 1 Oft vegetated shelf, A..,
6,451 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
1,859 ft'
Volumes
Volume, temporary pool
16,583 ft'
Volume, permanent pool, Vp,,,,, p.i
26,158 fte
Volume, forebay (sum of forebays if more than one forebay)
5,062 ft'
Forebay %of permanent pool volume
19.4% %
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
8.00 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vp„„.
26,158 ft'
Area provided, permanent pool, Apgn, via
10,279 ft`
Average depth calculated
ft
Average depth used in SAIDA, d., (Round to nearest 0.511)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, A,_,,
10,279 ft`
Area, bottom of ioft vegetated shelf, A,,,La,et
6,451 ft`
U71
OK
OK
Need 3 ft min.
Area, sediment cleanout, top elevation (bottom of pond), Ab,,.p
1,859 ft'
'Depth' (distance bM bottom of 10ft shelf and top of sediment)
4.50 ft
Average depth calculated
3.31 ft OK
Average depth used in SAIDA, J., (Round to down to nearest 0.5ft)
3.5 ft OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Co)
Driving head (He)
Drawdown through weir?
Weir type
Coefficient of discharge (C„.)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of towpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.9-4/18112
Y (Y or N)
1.50 in
in
0.60 (unitless)
0.43ft
N (Y or N)
(unitless)
(unilless)
ft
ft
0.00 ft'/sec
0.06 ft'/sec
0.06 ft`/sec;
2.99 days
3 :1
10 :1
10.0 It
6 :1
2.2 :1
Y (Y or N)
1.7 ft
Y (Y or N)
N (Y or N)
Y (Y or N)
Storage volume discharge rate greater than pre-dev. lyr24hr.
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
Insufficient. Recorded drainage easement required.
OK
EBIVF
MIAR 2 5 2013
BY:
Parts I. & II. Design Summary, Page 2 of 2

Permit No.
' (to be pmvlded by DWQ)
W�ATF9�`O
O�y
NCDEIdR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
vvenace l IUUK mdnue man
Tim Focht
[phone]
312112013
2
II.:DESIGN INFORMATION;
Site Characteristics
Drainage area
26,378 ft2
Impervious area, post -development
11,761 ft'
%impervious
44.59 %
Design rainfall depth
1.5 in
Storage Volume: Non-SAWaters
Minimum volume required
1,769 it'
Volume provided
2,073 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.51' runoff volume
its
Pre -development 1-yr, 24-hr runoff
f13
Post -development 1-yr, 24-hr runoff
it3
Minimum volume required
it3
Volume provided
ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hrslonn
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
Y (Y or N)
3.6 in
0.15 (unitless)
0.53 (unitless)
3.93 in/hr OK
0.00 ft3/sec
0.01 ft3/sec
0.01 ft3/sec
19.80 fmsl
19.30 fmsl
19.30 fmsl
19.80 fmsl
18.80 fmsl
14.30 fmsl
13.30 fmsl
U0 It
(Y or N) =0EO E,�'y1
fmsl V�,� 24' !j
MAR 2 5 2013
BY:
Form SW401-Wet Detention Basin-Rev.9-4/18112 Pons I. & II. Design Summary, Page 1 of 2

. .1. I., a
Permit No.
(to be provided by DWQ)
I1.•DESIGN INFORMATION -. - "` ` "• '
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ap„R
Area, bottom of 1 Oft vegetated shelf, Abi shut
Area, sediment cleanout, top elevation (bottom of pond), AwLp ,
Volumes
Volume, temporary pool
Volume, permanent pool, Vpn,,,.
Volume, forebay (sum of forebays if more than one forebay)
Forebay p/ of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
MountaimPiedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpe,,,,_pe
Area provided, permanent pool, Ap _pm
Average depth calculated
Average depth used in SAIDA, d., (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ape,m-pW
Area, bottom of 1Oft vegetated shelf, A� ram
Area, sediment cleanout, lop elevation (bottom of pond), A,,j pe,a
4,765 ft'
1,187 ft?
4.50 (unitless)
3,536 fl` OK
2,470 ft'
521 ft'
2,073 ft3 OK
7,963 rya
1,725 ft3
21.7% % OK
90 %
Y (Y or N)
N (Y or N)
4.50 (unitless)
N (Y or N)
7,963 W
3,536 fit`
ft
ft
Y (Y or N)
3,536 ft`
2,470 fC
521 ft'
'Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4.50 ft
Average depth calculated 3.15 It
Average depth used in SAIDA, d., (Round to down to nearest 0.5fi) 3.0 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of office (if circular)
Area of office (if -non -circular)
Coefficient of discharge (CD)
Driving head (He)
Drawdown through weir?
Weir type
Coefficient of discharge (C„.)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow 8 office?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.9-4118112
Y (Y or N)
0.75 in
in'
0.60 (unitless)
0.17 If
N (Y or N)
(unitless)
(unitless)
ft
ft
0.00 ft3lsec
0.01 ft'/sec
0.01 ft'/sec
3.35 days
3 :1
10 :1
10.0 ft
3 :1
2.6 :1
Y (Y or N)
2.5 ft
Y (Y or N)
N (Y or N)
Y (Y or N)
Need 3 ft min.
OK
OK
Storage volume discharge rate greater than pre-dev.1 yr24hr.
OK, draws down in 2-5 days.
OK
OK
OK
Insufficient flow path to width ratio. Must not shod -circuit pond.
OK
OK
OK
OK
Insufficient. Recorded drainage easement required.
OK
EGE'`
MAR 2 5 2013
BY!
Parts I. a II. Design Summary, Page 2 of 2

M
Permit No. _!57ewd/_5�9_ ?�)
(to be provided by DWQ)
III. REQUIRED]TEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initi
Sheet No.
C104, C105
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
C401, C402
2. Partial plan (1" = 30' or larger) and details for the wet detention basin shoving:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
/J
-Filter strip.
C401, C402
3. Section view of the wet detention basin (1" = 20' or larger) shovnng:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
C104, C702
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
Design Calc.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C701, C702
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
Design Calc.
7. The supporting calculations.
Attached
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
NA
9. A copy of the deed restrictions (if required).
Attached
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
`� . C E yy fir " l
MAR 0 6 2013
Form SW401-Wet Detention Basin-Rev.94/18/12 Part III. Required Items Checklist, Page 1 of 1
BY:

MEMORY TRANSMISSION REPORT
TIME :03-27-'13 14:40
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
139
DATE
03.27
14:34
TO
S 919044383241
DOCUMENT PAGES
8
START TIME
- 03.27
14:36
END TIME
03.27
14:40
PAGES SENT
8
STATUS
OK
*** SUCCESSFUL TX NOTICE
Porgy Cbory. Governor
sm[e or rror[e carmen.
Dcpar[men[ ofH mnn[ and Natural Rnwonrca
Wllm.....np[on Realanal OrRca
FAX COVER 911EE'l'
Jnnn ESRvarla lL�•—)Socrebry
To:
pax:
'��/J70��/fe/ i�OG' T
/��-- Y��f—mil ��
Prom: Jo Cnsm
Fax: (9l Ol J50-2004
IJ7 rnr6msl O•ive £n[rnnlonWilmington N<28905 - (9t0) 116-1.11 - 1, 8,. A—,— Rmployar

Pat McCrory, Governor
Date:
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
John E Sknarla III, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: ��__ ��/�107 �� Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
as TIME :03-27-'13 14:36
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO. 138
DATE 03.27 14:34
TO 8 919104512927
DOCUMENT PAGES 8
START TIME 03.27 14:34
END TIME 03.27 14:36
PAGES SENT 8
STATUS OR
*** SUCCESSFUL TX NOTICE
S antes of North Carolina
Unpnramnna of Hnvaron ment and Nnaural Revonrcna
Wllman¢ton Ra¢lenna O(flea
Par.NcLrorv. Governor
FAX COVER SHEET
JOAn sSavarlo //L�>9ncretory
)3nlr_
Co:
�� -
J-4/l1O C�lF�%�U.0 G� //%�L]
No. Ppgef (excl. cover): /
Phono: (y1Ql_"196-"�336
8
127 Cvdlnal p,jv Sx[ Sjnn, W ilm,t, NC 29405 � [phone] � An f:9nel JPPortunitY AMrmetiv� Acton Cmplol'er

- 14V
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pa( McCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
Date: =- Z' ��3 No. Pages (excl. cover):
A119 From: Jo Casmer
Co: ��/ ������� �GJ Phone: [phone]
Fax: — 2 y '/ Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

�stellar
TRANSMITTAL
DATE: March 22, 2013
TO: Janet Russell RE: Marine Corps Base Camp Lejeune
NCDENRMarine'Mah
Wilmington Regional Office Stormwater Management Submittal
127 Cardinal Drive Extension Express Permitting
Wilmington, NC 28405
II we are sendina: I M UPS-Overniqht I ❑ U. S. Mail I ❑ Courier 1 ❑ Hand Carry 11
✓
Enclosed
Under Separate Cover
✓
Project Drawings
✓
For Your Use
Project Specifications
Reviewed
Shop Drawings
Reviewed & Noted
Product Literature
Revise & Resubmit
Other
Not Accepted
# Copies Dwg. #
Date
Description
Prepared By
2
3/22/13
Comment -Responses
TAF
2
3/21/13
Revised Design Analysis
TAF
2
3/21/13
Revised Permit Drawings (C501,
TAF
C506)
2
3/21/13
Revised Wet Detention Basin
TAF
Supplement (SWMF-1)
2
3/21/13
Revised Wet Detention Basin
TAF
Supplement (SWMF-2)
REMARKS: Please find the attachments listed above for your review and approval. If you have any
questions or require additional information, please call me at [phone].
Tim Focht
:CEIVE'S
MAR 2 5 2013
04040 Trans Janet Russell 22Mart 3.doc
2900 Hartley Road, Jacksonville, Florida 32257 • Telephone [phone]
www.stellar.net

*stellar
2900 Hartley Road
Jacksonville, Florida 32257
[phone]
MEMORANDUM
Date: 22Mar13
To: To Whom it May Concern
From: Tim Focht
Subject: Wallace Creek Marine Mart
Stormwater Project No. SW8 130301
god Request for Additional Information
Following are responses to comments made by Linda Lewis dated 19Mar13 (attached).
1. An error was found in the equation determining the flow rate required to drain the treatment
volume (reminant of a different jurisdication's requirement) and has been corrected. The CF
(conversion factor) converts acre feet to cubic feet and hours to seconds. This is necessary to
obtain the answer in cubicfeet per second. The Simple Methods yields a lower minimum storage
volume required. The difference in how the minimum storage volume is calculated is so minor, it
doesn't affect the suggested standard orifice sizes.
2. The bleed down orifice in both Pond #1 and Pond #2b have been revised as requested.
3. The bleed down in Pond #2b has been revised to a circular orifice. There are two layers of anti -
clogging decises used in both Pond #1 and Pond #2b, a turn down pipe and a trash skimmer.
4. The iCPR model is no longer used to determine the bleed down time for Pond #2b.
ECESVE
MAR 2 5 2013
BY.—

DESIGN ANALYSIS
CAMP LEJEUNE
MARINE MART
ONSLOW COUNTY, NORTH CAROLINA
PREPARED ON:
MARCH 21, 2013
PREPARED BY:
*Stellar
2900 HARTLEY ROAD
JACKSONVILLE FLORIDA32257
[phone]���4Q
SEAL
Emmo
p g q�035300
. 6 Cdl W:�' 2 5 2013A. V A� f!3O �C32L//j

NARRATIVE
ECEIVE'
MAR 2 5 2013
T:UobsW4000-040MC4040 Wallace Creek Marine Mart_NC\Design\Celc\Civil\Ccver.Coc ov

STORM WATER NARRATIVE
I. GENERAL INFORMATION
Project Name & Address: Marine Corps Base Camp LeJeunC
Wallace Creek Marine Mart
Camp LeJeune, NC 28540
Property Ownership: U.S. Government
Acres Disturbed: 4.82 acres
Wetlands Disturbed: There are no wetlands within the limits of construction.
Existing Permits: None.
H. EXISTING CONDITIONS
The site is located in an urbanized area on Marine Corps Base Camp Lejeune at the intersection
of Birch Street and McHugh Boulevard. The project site is primarily undeveloped with dense
woods and heavy ground cover; however, there are areas within the limits of construction that
have been developed. These areas are associated with the adjacent Worship Center.
There is utility infrastructure (overhead electric, fiber optic, sanitary sewer, water) along McHugh
Boulevard and Birch Street adjacent to the site. Marine Corps Base Camp Lejeune owns and
maintains these utilities on base.
The site is relatively flat with elevations ranging from 18 to 25 and slopes averaging 1.5 percent.
Due to the extensive ground cover and shallow slopes, there are no existing erosion and
sedimentation problems on the project site.
There is a 0.07-acre wetland system adjacent to the project site. This wetland system received an
approved jurisdictional determination from the ACOE in August, 2011 with an expiration of
August, 2016.
Stormwater runoff sheet drains across the site from south to north. The runoff enters a roadside
Swale along Birch Street and conveyed to a cross culvet flowing north under Birch Street. The
Stormwater runoff continues draining in a northerly direction into Beaver Dam Creek, Beaver
Dam Creek is classified as a "SB, NSW" water body with index 19-20-2. Beaver Dam Creek
flows into Morgan Bay then through the New River Inlet to the Atlantic Ocean. The site is
located within the White Oak River Basin.
III. PROPOSED DEVELPMENT
The proposed project consists of a 13,803 square foot building with a fuel pumping station,
asphalt parking areas and utility infrastructure necessary to support the development. Land
disturbance activities required for this development total approximately 4.82 acres and include
activities such as demolition of pavement areas, clear & grub existing vegetati �sii� uc� ati� I r
MAR 2 5 2013

building foundations, excavation for stormwater management facilities, trenching for
underground infrastructure, and general site grading.
A separate potable water service line and fire service line will be brought into the site by means
of a single 6" tap off the existing water distribution main alongMcHugh Boulevard. The
development will include construction of a sanitary pump station located behind the proposed
building near the delivery area. The pump station will discharge to the south through a 2"
forcemain connecting to an existing manhole located near the Worship Center.
This project will be designed, permitted, and constricted in one phase.
There are no additional roadway or utility improvements required to support this project. The
proposed site plan does accommodate for a future roadway extension. This future roadway
extension, if completed, will be a separate project that will be constructed, funded, designed and
permitted by others.
The project boundary totals 4.46 acres (194,248 sf) with a disturbed area of 4.82 acres. The
increased disturbed area is due to miscellaneous grading around the perimeter and installation of
the forcemain across the adjacent development. Attached is a site plan delineating the project
boundary and the proposed built -upon areas. Below is a table detailing the proposed built -upon
area within the project boundary.
Description
Built -Upon Area
Building
13,803
Pavement
72,182
Sidewalk
6,730
TOTAL
92,715
The total built -upon area is 72.7% so the project will be classified as High Density. The
development will be divided into two drainage basins. Both basins will utilize a wet detention
basin to treat and attenuate stormwater runoff from the site prior to discharging downstream.
Both systems will be designed per NCDENR's Stormwater BMP Manual provding 90% TSS
removal, a forebay, vegetated slopes, and a 10' wide vegetated shelf These BMPs will manage
peak discharge rates and erosive conditions so downstream conveyance systems will not be
adversely affected. There is no off -site drainage area entering the proposed stormwater
management system.
ECS Carolinas, LLC completed a geotechnical investigation of the site on March 9, 2012. The
report described the top 6" — 8" as organic topsoil. Beneath the surface to depths of 7' contain
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sand (SM,
SP-SM, SC, SP) having N-values ranging from 3 to 21 blows per foot. Soils from 7 feet to
depths of 25 feet are intermittent layers of very loose to medium dense silty, slightly silty, clayey
and clean sand (SM, SP-SM, SC, SP) and very soft to firm sandy clays and clays (CL, CH)
having N-values ranging from the weight of hammer to 15 blows per foot. USDA Natural
Resource Conservation Service classifies the existing soils as follows:
Baymeade Find Sand, 0-6 percent slopes (BaB)
Hydrologic Soil Group: A
Soil Erosion Factor (K, rock free): 0.05
nICEIVE,
MAR 2 5 I'll
BY:_------

Soil Erosion Factor (K, whole soil): 0.05
Soil Erosion Factor (T): 5
Wind Erodibility Group: 1
Wind Erodibility Index : 220
A Report of Seasonal High Water Table Estimation was performed by ECS Carolinas, LLC on April 10,
2012 to provide subsurface data for design of the stormwater BMP. A single hand auger was dug so the
ground water level and soils can be analyzed. At the boring location, the groundwater level measured 48-
inches below existing grade and the Seasonal High Water Table was determined at 18-inches below
existing grade.
IZIE C' E I V E
MPa, 2 5 Ili,
BY:

CALCULATIONS
E-70VER
MAR 2 5 2013
DJcbs10 000-04099\04040 Wallace Creek Marine Man _NC\Design\Calc%CiviKCover.Coc
BY:__

Pre -Development Basin Calculations
Drainage Areas:
BASIN NAME
PRE-1
Total Area:
Impervious and Pervious Areas:
Impervious:
Basin: PRE-1
Description:
Area (ac)
Parking Pavement
0.00
Roof Top
0.00
Sidewalk
0.00
Percent Impervious
0%
Pervious:
Basin: PRE-1
Description:
Area (ac)
Open Space -Good Cond.
0.00
Woods -Good Cond.
2.92
Percent Pervious
100%
Runoff Coefficient :
BASIN AREA
2.92 acres
2.92 acres
PRE-1
Basin Area
Description
Area (ac)
(ac)
'C"
Wtd "C"
Impervious
0.00
2.92
0.95
0.00
Perv.-Open
0.00
2.92
0.20
0.00
Perv.-Woods
2.92
2.92
0.15
0.15
Runoff Coefficient =
0.15
'Er. EI @ E
MAR 2 5 2013

Pre -Development Basin Calculations
Curve Number :
PRE-1
Soil Map
Hydrologic
Land Use
Total
WTD
Symbol
Soil Group
Description
Area (ac)
Area
CN
CN
BaB
A
Woods
2.92
2.92
30
30
BaB
A
Open Space
0.00
2.92
39
0
--
--
Impervious
0.00
2.92
98
0
Curve Number = 30
Time of Concentration Lao Time & Peak Rating Factor
PRE-1
Time of Concentration:
Ground Cover: Dense brush with a few trees
Wave Travel Length: 243 ft.
Slope: 1.44 %
From Figure 7 - Average Velocities for Estimating Travel Time for Overland Flow
Travel Vel.= 0.30 ft./sec.
T, = (243 ft./0.30 ft./sec.) / 60 sec./min. = 14 min.
Lag Time:
Not Applicable for this basin
Peak Rating Factor:
K= 323
MAR 2 5 Z013
ev:._-------

Post -Development Basin Calculations
Drainage Areas:
BASIN NAME
BASIN AREA
POST-1
2.32 acres
POST-2
0.61 acres
Total Area:
2.93 acres
Impervious and Pervious Areas:
Impervious:
Basin:
POST-1 POST-2
Description:
Area (ac)
Area (ac)
Pavement
1.39
0.27
Roof Top
0.32
0.00
Sidewalk
0.15
0.00
Percent Impervious
80%
44%
Pervious:
Basin:
POST-1 POST-2
Description:
Area (ac)
Area (ac)
Landscape
0.46
0.34
Percent Pervious
20%
56%
Runoff Coefficient :
POST-1
Basin Area
Description
Area (ac)
(ac) "C"
Wtd 'C"
Impervious
1.86
2.32 0.95
0.76
Landscape
0.46
2.32 0.20
0.04
Runoff Coefficient =
0.80
POST-2
Basin Area
Description
Area (ac)
(ac) "C"
Wtd "C"
Impervious
0.27
0.61 0.95
0.42
Landscape
0.34
0.61 0.20
0.11
Runoff Coefficient =
0.53
MAR 2 5 2013
rv:_

Post -Development Basin Calculations
Curve Number:
POST-1
Soil Map Hydrologic Land Use
Total
WTD
Symbol Soil Group Description Area (ac)
Area
CN
CN
BmB A Landscape 0.46
2.32
39
8
-- -- Impervious 1.86
2.32
98
79
Curve Number=
86
POST-2
Soil Map Hydrologic Land Use
Total
WTD
Symbol Soil Group Description Area (ac)
Area
CN
CN
BmB A Landscape 0.34
0.61
39
22
Impervious 0.27
0.61
98
43
Curve Number=
65
RE EOVE
MAR 2 5 2013
6Y:_

Wet Detention Basin Calculations: SWMF-1
Required Water Quality Volume:
Criteria: 1.50 inches of runoff over the entire drainage area
WQv = (Wt.'C" 1.50' Area)112
WQv= 0.2324 ac-ft
= 10,122 cf
Provided Storage:
Stage vs. ArealStorage Relationship:
Main Pond Forebay Pond
Elevation Area Area Storage Area Area Storage
14.0
aeoimenc average
15.0
1,859
0.0427
0.0000
385
0.0088
0.0000
Design Bottom
16.0
2,748
0.0631
0,0529
597
0.0137
0.0113
17.0
3,712
0.0852
0.1270
842
0.0193
0.0278
18.0
4,752
0.1091
0.2242
1,119
0.0257
0.0503
19.0
5,868
0.1347
0.3461
1,428
0.0328
0.0795
19.5
6,451
0.1481
0.4168
Shelf Grade Change
20.0
8,510
0.1954
0.5027
1,769
0.0406
0.1162
SHGW
Perm. Pool
Treatment
Elevation Area
Area
Storage
Storage
Description
(ft) (ft)
(acres)
(ac-ft)
(ac-ft)
14.0
Sediment Storage
15.0 2,244
0.0515
0.0000
Design Bottom
16.0 3,345
0.0768
0.0642
17.0 4,554
0.1045
0.1548
18.0 5,871
0.1348
0.2745
19.0 7,296
0.1675
0.4256
19.5 6,451
0.1481
0.5045
Shelf Grade Change
20.0 10,279
0.2360
0.6005
0.0000
SHGW
20.5 12,808
0,2940
0.1325
Shelf Grade Change
21.0 13,687
0.3142
0.2846
21.30 14,227
0.3266
0.3807
Weir Elevation
22.0 15,487
0.3555
0.6194
23.0 17,039
0.3912
0.9928
TOB
Treatment Volume Summary:
Required Treatment Volume
=
0.2324
ac.-ft.
Design Treatment Volume =
0.3807
ac.-ft.
Permanent Pool Average Depth:
"AD must be a minimum of 3-feel
4�
MAR 2 5 2013

Wet Detention Basin Calculations: SWMF-1
Option 2
AD=[0.25"(1+(Abs IApp))]*I((Abs +Abo)/2)'(Depth /Abs) ]
Area at Bottom of Shelf (Abs) =
6451 ft.'
Area at Permanent Pool (App) =
10279 ft.'
Area at Bottom of Pond (Abp) =
1859 ft z
Depth =
4.5 ft.
AD=
3.31 ft.
Surface Area to Drainage Area Ratio (90 Percent TSS Removal Efficiency):
Percent Impervious Cover = 80%
Permanent Pool Average Depth: = 3.50
Required Surface Area to Drainage Area Ratio' = 0.0800
Provided Surface Area to Drainage Area Ratio = 0.1017
" Obtained from NCDENR Stormwater BMP Manual, Chapter 10, Table 10-4.
Forebay Volume Sizing:
' Volume must be 20% of total PPV provided
Required Permanent Pool Volume = 0.12 ac.-ft.
Provided Permanent Pool Volume = 0.12 ac.-ft.
Bleed Down Orifice Sizing Calculations:
Determine Flow Rate to Drain Treatment Volume within 48-120 hours:
Q=(TV)I(t'CF)
Q = Rate of Discharge (cfs)
TV = Treatment Volume (ac-ft)
t = time to drain the treatment volume (48-120 hrs)
CF = (43,560 sflac) / (3,600 sec/hr) = 12.1
TV" = 0.2324 Ac-ft TV' = 0.2324 Ac-ft
t = 48 hrs t = 120 hrs
Qdr.,n= 0,0586 cfs Odram= 0.0234 cfs
Determine Orifice Size:
Orifice Size Equation: A = ( Q )/ (C'(2'g'h)^.5)
48 Hours
120 Hours
Where: Q = Required Capacity
0.0586 cfs
0.0234
C = Orifice Discharge Coefficient
0.6
0.6
g = acceleration of gravity
32.2 (ft/s')
32.2
h = Design hight
0.4333 ft
0.4333
A = Orifice Area
0.0185 ft2
0.0074
Calculate Orifice Diameter
Area = (piD2)/ 4
Diameter = (4' Area / pi)2
Diameter = 1.84 in (48 hr)
1.16 in (120 hr) ry�g
USE Orifice Diameter = 1.50 in. E .0 .E U @N E
111211113
F.Y:

Wet Detention Basin Calculations: SWMF-2
Required Water Quality Volume:
Criteria: 1.50 inches of runoff over the entire drainage area
WQv = (Wt. 'C" 1.50 ` Area) 112
WQv = 0.0406 ac-ft
1,767 of
Provided Storage:
Stage vs. Area/Storage Relationship:
Main Pond Forebay Pond
Elevation I Area Area Storage Area Area Storage
13.3
Sediment Storage
14.3
521
0.0120
0.0000
64
0.0015
0.0000
Design Bottom
15.3
758
0.0174
0.0147
144
0.0033
0.0024
16.3
1,028
0.0236
0.0352
253
0.0058
0.0069
17.3
1,329
0.0305
0,0622
386
0.0089
0.0143
18.3
1,661
0.0381
0,0966
545
0.0125
0.0250
18.8
1,836
0.0421
0.1166
634
0.0146
0.0317
Shelf Grade Change (main pond only)
19.3
2,807
0.0644
0.1433
729
0.0167
0.0396
SHGW
19.8
3,935
0.0903
0.1820
830
0.0191
0.0485
Shelf Grade Change (main pond only)
20.3
4,304
0.0988
0.2293
938
0.0215
0.0586
21.3
5,084
0.1167
0.3370
1,172
0.0269
0.0829
TOB(forebay pond)
22.3
5,921
0.1359
0.4633
TOB (main pond)
Perm. Pool
Treatment
Elevation Area
Area
Storage
Storage
Description
(it) (ft')
(acres)
(ac-ft)
(ac-ft)
13.3
Sediment Storage
14.3 585
0.0134
0.0000
Design Bottom
15.3 902
0.0207
0.0171
16.3 1,281
0.0294
0.0421
17.3 1,715
0.0394
0.0765
18.3 2,206
0.0506
0.1215
18.8 2,470
0.0567
0,1484
Shelf Grade Change (main pond only)
19.3 3,536
0.0812
0,1828
0,0000
SHGW
19.8 4,765
0.1094
0.0476
Shelf Grade Change (main pond only)
19.80 4,765
0.1094
0.0476
Weir Elevation
20.3 5,242
0.1203
0.1051
21.3 6,256
0.1436
0.2371
22.3 5,921
0.1359
0.3768
TOB
Treatment Volume Summary:
Required Treatment Volume
=
0.0406
ac: ft.
Design Treatment Volume =
0.0476
ac: ft.
It MAR 2 5 2013
cv:_

Wet Detention Basin Calculations: SWMF-2
Permanent Pool Average Depth:
AD must be a minimum of 3-feet
Option 2
AD=[0.25'(1*(Abe I A,,)))*[((Am*Abv)/2)'(Depth /Abe)]
Area at Bottom of Shelf (Ac,) = 2470 ft'
Area at Permanent Pool (AeP) = 3536 H 2
Area at Bottom of Pond (AW) = 521 ft.2
Depth = 4.5 ft
AD =
3.15 ft
Surface Area to Drainage Area Ratio (90 Percent TSS Removal Efficiency):
Percent Impervious Cover = 44%
Permanent Pool Average Depth: = 3.00
Required Surface Area to Drainage Area Ratio' = 0.0450
Provided Surface Area to Drainage Area Ratio = 0,1331
' Obtained from NCDENR Stormwater BMP Manual, Chapter 10, Table 10-4.
Forebay Volume Sizing:
Volume must be 20 % of total PPV provided
Required Permanent Pool Volume = 0.0366 ac: ft.
Provided Permanent Pool Volume = 0.0396 ac: ft.
Bleed Down Onfice Sizing Calculations:
Determine Flow Rate to Drain Treatment Volume within 48-120 hours
Q = (TV) / (t - CF)
Q = Rate of Discharge (cfs)
TV = Treatment Volume (ac-ft)
t = time to drain the treatment volume (hrs)
CF = (43,560 sf/ac) / (3,600 sec/hr) = 12A
TV' = 0.0406 Ac-ft TV' =
0.0406 Ac-ft
t= 48 hrs t=
120 hrs
Qd„ fin 0.0102 cfs Qmem=
0.0041 cis
Determine Orifice Size:
Orifice Size Equation: A = ( 0 )/ (C'(2'g'h)"S)
48 Hours
120 Hours
Where: Q= Required Capacity
0.0102 cis
0.0041
C = Orifice Discharge Coefficient
0.6
0.6
g = acceleration of gravity
32.2 (fV3)
32.2
h=Design night
0.1667ft
0.1667
A=Orifice Area
0.0052 ft?
0.0021
Calculate Orifice Diameter:
Area =
Diameter =
Diameter =
USE Onfice Diameter=
(pi' D2)/ 4
(4*Area / pi)'
0.98 in (48 hr)
0.62 in (120 hr)
0.75 in.
y IVE-:
MAR 2 5 2013
sv

Wallace Creek Marine Mart
Input Summary
3/21/13
=-_= Basins
Name: POST-1
Node: SWMF-1
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
CN
Unit Hydrograph:
UH484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
10.00
Area(ac):
2.320
Time Shift(hrs):
0.00
Curve Number:
86.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
_
Name: POST-2
___________________________________
Node: SWMF-2A
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
CN
Unit Hydrograph:
UH484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
10.00
Area(ac):
0.610
Time Shift(hrs):
0.00
Curve Number:
65.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
_________________
Name: PRE-1
_____________
____________________________________
Node: BNDRY-PRE
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
CN
Unit Hydrograph:
UH323
Peaking Factor:
323.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
14.00
Area(ac):
2.930
Time Shift(hrs):
0.00
Curve Number:
30.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
--== Nodes
Name: BNDRY-POST Base Flow(cfs): 0.000
Init
Stage(ft):
0.000
Group: BASE
Warn
Stage(ft):
999.000
Type: Time/Stage
Time(hrs) Stage(ft)
__________ ---------------
0.00 0.000
120.00 0.000
Name: BNDRY-PRE Base Flow(cfs): 0.000
___-_____9______________.
Init
Stage(ft):
0.000
Group: BASE
Warn
Stage(ft):
999.000
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 0.000
120.00 0.000
___ ___-_9__ ____ _____
Name: SWMF-1 Base Plow(cfs): 0.000 Init Stage(ft): 20.000
Group: BASE Warn Stage(ft): 23.000
Type: Stage/Area
Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc. Pagel o}f+5 1
MAR 2 5 2013
!'Y:-_

Wallace Creek Marine Mart
Input Summary
3/21/13
Stage(ft) Area(ac)
20.000
0.2360
20.500
0.2940
21.000
0.3142
22.000
0.3555
23.000
0.3912
----------------------
Name: SWMF-2A
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
19.300 0.0183
20.300 0.0233
21.300 0.0289
Name: SWMF-2B
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
19.300
0.0413
19.800
0.0617
20.300
0.0685
21.300
0.0832
22.300
0.0991
___- Drop Structures
Base F1ow(cfs): 0.000
Base F1ow(cfs): 0.000
Name: OUTSTR-1 From Node: SWMF-1
Group: BASE To Node: BNDRY-POST
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 15.00 15.00
Rise(in): 15.00 15.00
Invert(ft): 18.170 18.000
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bet Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Init Stage(ft): 19.300
Warn Stage(ft): 21.300
Init Stage(ft): 19.300
Warn Stage(ft): 22.300
Length(ft): 75.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
*"* Weir 1 of 2 for Drop
Structure
OUTSTR-1
**`
count:
1
Bottom Clip(in):
0.000
Type:
Vertical:
Mavis
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
6.00
Invert(ft):
21.300
Rise(in):
999.00
Control Elev(ft):
21.300
Weir 2 of 2 for Drop
Structure
OUTSTR-1
***
TABLE
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 5

Wallace Creek Marine Mart
Input Summary
3/21/13
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 1.50
Rise(in): 1.50
Name: OUTSTR-2
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 15.00
Rise(in): 15.00
Invert ( ft1 : 17.800
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 20.000
Control Elev(ft): 20.000
From Node: SWMF-2A
To Node: SWMF-2B
DOWNSTREAM
Circular
15.00
15.00
17.300
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
'" Weir 1 of 1 for Drop Structure OUTSTR-2 *"
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 24.00
Rise(in): 999.00
Name: OUTSTR-3
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 15.00
Rise(in): 15.00
Invert(ft): 19.000
Manning's N: 0.013000
Top Clip(in): 0.000
But Clip(in): 0.000
Length(ft): 91.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 1B.800
Control Elev(ft): 18.800
From Node: SWMF-2B
To Node: BNDRY-POST
DOWNSTREAM
Circular
15.00
15.00
18.000
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-* Weir 1 of 2 for Drop Structure OUTSTR-3 `•'
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 6.00
Rise(in): 999999.00
"* Weir 2 of 2 for Drop Structure OUTSTR-3 ...
TABLE
Length(ft): 346.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 2.500
Orifice Disc Coef: 0.600
Invert(ft): 19.800
Control Elev(ft): 19.300 .
YY 3AM
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 3 of 5
vwo
� i
MAAR 2 5 2013
°;Y:-

Wallace Creek Marine Mart
Input Summary
3/21/13
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 0.75
Rise(in): 0.75
--_= Hydrology Simulations
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Cost: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 19.300
Control Elev(ft): 19.300
TABLE
Name: lyr-24hr
Filename: T:\JOBS\04000-04099\04040 WALLACE CREEK MARINE MART NC\DESIGN\CALC\CIVIL\lyr-24hr.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.63
Time(hrs) Print Inc(min)
24.000 15.00
Name: 5yr-24hr
Filename: T:\JOBS\04000-04099\04040 WALLACE CREEK MARINE MART NC\DESIGN\CALC\CIVIL\5yr-24hr.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 5.71
Time(hrs) Print Inc(min)
------------------------------
24.000 15.00
---= Routing Simulations
Name: lyr-24hr Hydrology Sim: lyr-24hr
Filename: T:\SOBS\04000-04099\04040 WALLACE CREEK MARINE MART_NC\DESIGN\CALC\CIVIL\lyr-24hr.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 0.01
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs)
Print Inc(min)
--------------.
-------------
999.000
15.000
Group
Run
-------------
BASE
- -----
Yes
Delta Z Factor: 0.00500
End Timelhrs): 120.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Name: 5yr-24hr Hydrology Sim: 5yr-24hr
Filename: T:\JOBS\04000-04099\04040 WALLACE CREEK MARINE MART_NC\DESIGN\CALC\CIVIL\5yr-24hr.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 0.01 Delta Z Factor: 0.00500
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 4 of 5

Wallace Creek Marine Mart
Input Summary
3/21/13
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
999.000 15.000
Group Run
BASE Yes
End Time(hrs): 120.00
Max Colo Time(sec): 60.0000
Boundary Flows:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline'I'echnologies, Inc. Page 5 of 5
MAR 2 5 2013
BY:_ U

Wallace Creek Marine Mart
Node Min/Max Report
3/21/13
Name
BNDRY-POST
BNDRY-POST
BNDRY-PRE
BNDRY-PRE
SWMF-1
SWMF-1
SWMF-2A
SWMF-2A
SWMF-2B
SWMF-2B
Group
Simulation
Max Time
Stage
hrs
BASE
lyr-24hr
0.00
BASE
5yr-24hr
0.00
BASE
lyr-24hr
0.00
BASE
5yr-24hr
0.00
BASE
1yr-24hr
24.00
BASE
5yr-24hr
13.69
BASE
lyr-24hr
24.00
BASE
5yr-24hr
12.95
BASE
lyr-24hr
24.00
BASE
5yr-24hr
12.98
Max Warning Max Delta Max Surf Max Time
Stage Stage Stage Area Inflow
£t ft ft ft2 hrs
0.00
999.00
0.0000
0
24.00
0.00
999.00
0.0000
0
13.45
0.00
999.00
0.0000
0
0.00
0.00
999.00
0.0000
0
23.50
21.26
23.00
0.0003
14160
12.00
21.76
23.00
0.0004
15060
12.00
19.77
21.30
0.0001
901
12.00
20.04
21.30
0.0003
960
12.00
19.77
22.30
0.0001
2644
12.01
20.04
22.30
0.0002
2831
12.02
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
N
� Ili
@p
N
rq
Max Max Time Max
Inflow Outflow Outflow
cfs hrs cfs
0.07 0.00 0.00
0.73 0.00 0.00
0.00 0.00 0.00
0.02 0.00 0.00
6.90 24.00 0.06
12.36 13.69 0.58
0.59 12.01 0.41
1.72 12.02 1.21
0.41 24.00 0.01
1.21 12.98 0.16
Page 1 of I

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Notes
(min)
(min)
Inlet
Pipe
1-3
1
DI
HDPE
334
0.33
0.33
0.79
10.00
1.38
0.26
6.43
1.66
22.55
22.41
22.17
0.24
15
0.012
0.06
1.37
1.68
HGL
I = 5-yr, 10-min
1.68
20.55
18.89
Crown
19.30
17.64
1.66
0.50
4.02
4.93
Invert
2-3
2
DI
HDPE
32
0.20
0.20
0.79
10.00
0.15
0.16
6.43
1.02
23.18
22.24
22.17
0.07
12
0.012
0.07
1.29
1.02
HGL
1.02
21.18
21.02
Crown
20.18
20.02
0.16
0.50
3.46
2.72
Invert
3-5
3
MH
0.00
0.53
0.79
11.38
0.50
22.17
22.018.89
18.21
Crown
17.39
16.71
0.68
0.50
4.54
8.02
Invert
4HDPE137
*6.430.00
4-5
4
DI
246
0.85
0.85
0.79
10.00
0.90
22.52
22.02
0.50
18
0.012
0.14
2.44
4.32
HGL
20.93
19.71
Crown
1943.
18.21
1.22
0.50
4.54
8.02
Invert
5-6
5
DI
HDPE
16
0.49
1.87
0.79
11.89
0.05
1.48
6.43
2.49
22.30
22.02
21.76
0.26
24
0.012
0.15
3.02
9.50
HGL
5YR HWL=21.76
9.50
18.21
18.13
Crown
SHGW=20.00
6
FES
16.21
16.13
0.08
0.50
5.49
17.25
Invert
BOT=15.00
7-8
7
DI
RCP
28
0.06
0.06
0.53
10.00
0.13
0.03
6.43
0.20
22.54
20.40
20.40
0.00
15
0.013
0.00
0.17
0.20
HGL
I = 5-yr, 10-min
0.20
20.54
20.40
Crown
19.29
19.15
0.14
0.50
3.71
4.55
Invert
8-10
8
DI
RCP
72
0.13
0.19
0.53
10.13
0.17
0.10
6.43
0.44
22.54
20.08
20.07
0.01
15
0.013
0.01
0.53
0.65
HGL
0.65
20.21
18.94
Crown
18.96
17.69
1.27
1.77
7.00
8.59
Invert
9-10
8
DI
RCP
28
0.05
0.05
0.53
10.00
0.13
0.03
6.43
0.17
20.94
20.07
20.07
0.00
15
0.013
0.00
0.14
0.17
HGL
0.17
18.94
18.80
Crown
17.69
17.55
0.14
0.50
3.71
4.55
Invert
10-11
9
DI
RCP
13
0.12
0.36
0.53
10.30
0.06
0.19
6.43
0.41
20.94
20.07
20.04
0.03
15
0.013
0.04
1.00
1.23
HGL
SYR HWL=20.04
1.23
17.30
17.24
Crown
SHGW = 19.30
11
FES
16.05
15.99
0.06
1
0.50
1 3.71
1 4.55
Invert
BOT=14.30

Project: Wallace Creek Marine Mart
Compiled by: TAF
Friction Losses
Entrance Loss
Velocity Head
Hf =((29*nA2)*(LIRA1.33))*((VA2)l2g)
He = (kl*VA2)12g
Hv = VA2l2g
*note KI value is .7 for all segments
Pipe
Manning's
Friction
Entrance
Velocity
Total
Length
Diameter
I Velocity
"n"
Losses
Losses
Head
Head
Segment
(feet)
(in.)
(fps)
(feet)
(feet)
1-3
334
15
1.37
0.012
0.
0.02
0.03
0.
2-3
32
12
1.29
0.012
02
0.02
0.02
0.03
07
0.07
3-5
137
18
1.52
0.012
0.08
0.03
0.04
0.15
4-5
246
18
2.44
0.012
6.35
0.06
0.09
0.5
5-6
16
24
3.02
0.012
0.02
0.1
0.14
0.26
7-8
28
15
0.17
0.013
0
0
0
0
8-10
721
151
0.531
0.013
0.01
0
0
0.01
9-10
281
151
0.141
0.013
0
0
0
0
10-11
131
151
1.001
0.0131
01
0.01
0.021
0.03
MAR 2 5 2013

Q = (1.49/n) * A * Rh2rd * oirz
n = Mannings Roughness Coefficient
A = Area (square feet)
Rh= Hydraulic Radius (ft)
So= Slope (ft/ft)
Dia Dia A
Rip Rap Design Calculations: SWMF-1
Circular Pipe
Rh Rh2/3 So So So1n Q Q Velocity
(in) (ft) (ft2) (ft) (%) (ft/ft) (cfs) (gpm) (N/s)
0.013 15 1.25 1.23 3.93 0.313 0.461 0.230 0.0023 0.0480 3.11 1394.22 2.53
Act. Pipe Equiv. Pipe Equiv. Vel.
Flow (cfs) Dia. (in) Dia. (in) (fps) Length (ft) Width (ft)
3.11 15.00 15.00 2.53 7.50 11.25
Width (ft) _
3.75
Length (ft) = 7.50
Width (ft) _
11.25

Q = (1.49/n) * A * Rhzr * So112
n = Mannings Roughness Coefficient
A = Area (square feet)
Rh= Hydraulic Radius (ft)
So= Slope (ft/ft)
Din Dia A
Rip Rap Design Calculations: SWMF-2
Circular Pipe
Rh Rhzr So So So'rz Q Q Velocity
(in) (ft) (ft) (ft) M) (ft/ft) (cfs) (gpm) (ft/s)
O.OL3 15 1.25 1.23 3.93 0.313 0.461 0.290 0.0029 0.0539 3.49 1565.55 2.84
Act. Pipe Equiv. Pipe Equiv. Vel.
Flow (cfs) Dia. (in) Dia. (in) (fps) Length (ft) Width (ft)
3.49 15.00 15.00 2.84 7.50 11.25
Width (ft) _
3.75
Length (ft) = 7.50
Width (ft) _
11.25

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3 el-, �
Location name: Jacksonville, North Carolina, US*
Coordinates: 34.6736,-77.3524 l
q Elevation: 25ft* °
source: Google Maps .`
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Baran, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF Oraohical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)'
Average recurrence interval (years)
Duration
10
25
50
100
200
500
1000
5.90
6.96
8.06
9.06'
10.2
11.2
12.1
13.0
14.2
15.2
5-mm
(5.47-6.41)
(6.46-7.52)
(7,45-8.70)
(8.35-9.78)
(9.38-11.0) 11
(10.2-12.0)
(11.0-13.0)
(11.7-14.0)
(12.7-15.4)
(13.5-16.5)
4.72
5.56
6.45
7.24
8.15
8.89
9.59
10.3
11.2
12.0
10-min
(4.37-5.11)
(5.16-6.02)
(5.96-6.97)
(6.68-7.82)
(7.48-8.78)
1 (8.12-9.58)
(8.73-10.4)
(9.31-11.1)
(10.0-12.1)
(10.6-13.0)
3.93
4.66
5.44
6.10 }
6.69
7.50
8.09
8.66
9.40
10.0
15-min
(3.64-4.26)
(4,32-5.04)
(5.03-5.68)
.(5S3d6S9)1
1 (6.32-7.42)
(6.86-8.06)
(7.36-8.73)
(7.83-9.36)
(8.42-10.2)
(8.87-10.9)
3.22
3.87
4.42
5.10
5.65
6.19
6.74
7.48
8.10
30-min
(2.50-2.-2.92)
(2.99-3.48)
(3.57-4.17)
(4.08-4.78)
(4.68-5.49)
(5.16-6.09)
(5.63-6.68)
(6.10-7.29)
(6.70-8.11)
(7.18-8.80)
2.02
2.48
2.86
3.40
3.83
4.27
4.73
5.37
5.91
60-min
(1.56-1.-1.82)
(1.87-2.19)
(2.29-2.68)
(2.86-3.11)
(3.71 -3.66)
(3.50-4.13)
(3.88-4.60)
(4.28-5.11)
(4.80-5.82)
(5.24-6.43)
1.02
1.24
1.56
1.85
2.24
2.58
2.94
3.34
3.89
4.38
F2-hr
(0.944-1.11)
(1.15-1.35)
(1.44-1.69)
(1.70-2,01)
(2.05-2.43)
(2.35-2.80)
1 (2.66-3.19) 11
(2.99-3.62)
(3.46-4.23)
1 (3,86-4.78)
0.735
0.891
1.13
1.35
l 6-5--jF
1.92
2.22
2.54
3.02
3.44
3-hr
(0.677-0.805)
(0.822-0.975)
(1.04-1.23)
1 (1.23-1.47) 11
(1.50-1.80)
1 (1.74-2.10)
1 (1.99-2.41) 11
(2.26-2.77)
(2.65-3.29)
(2.99-3.77)
0.449
0.644
0.689
0.824
1.02
1.19
1.37
1.58
17
2.16
6-hr
(0.411-0.495)
(0.498-0.600)
(0.629-0,760)
(0.750-0,908)
(0.918-1.12)
(1.05-1.30)
1 (1.22-1.50)
1 (1,39-1.73)
1 (1.64-2.07)
1 (1.85-2.37)
0.263
0.319
0.406
0.488
0.605
0.712
0.829
0.960
1.16
1.33
12-hr
(0.239-0.293)
(0.289-0.355)
(0.367-0.451)
(0.440-0.543)
(0.541-0.671)
(0.632-0.787)
(0.729-0.915)
(0.835-1.06)
(0.990-1.28)
(1.13-1.48)
0.152
0.184
0.236
0.285
0.354
0.415
0.483
0.559
0.674
0.774
24-hr
(0.139-0.167)
(0.169-0,203)
(0.218-0.262)
(0.259-0.313)
(0,320-0.389)
(0.371-0.455)
(0.427-0.529)
(0.488-0.613)
(0,577-0.742)
(0.652-0.857)
0.088
0.107
0.137
0.163
0.203
0.237
0.276
0.320
0.386
0.443
2-day
(0.080-0.097)
(0.097-0.118)
(0.125-0.151)
(0.148-0.180)
(0.182-0.224)
(0,211-0.262)
(0.243-0.305)
(0.278-0.354)
(0.329-0.430)
(0.371-0.497)
0.062
0.075
0.096
0.114
0.140
0.163
0.188
0.216
0.259
0.296
3-day
(0.057-0.069)
(0.069-0.083)
(0.087-0.106)
(0.103-0.125)
(0.126-0.154)
(0.146-0.179)
(0.166-0.207)
(0.189-0.239)
(0.222-0.288)
(0.250-0.332)
0.049
0.059
0.076
0.089
0.109
0.126
0.144
0.164
0.196
0.223
4-da
(0.045-0.054)
(0.054-0.065)
(0.069-0.083)
(0.081-0.098)
(0.098-0.119)
(0.113-0.138)
(0.128-0.158)
(0.144-0.181)
(0.169-0.217)
(0.190-0.249)
0. 333
0.039
0.049
0.058
0.070
0.080
0.091
0.103
0.120
0.134
7-day
(0.030-0.036)
(0,036-0.043)
(0.045-0.054)
(0.053-0,063)
(0.064-0.076)
(0.072-0.087)
(0.081-0.099)
(0.091-0.112)
(0.105-0.132)
(0.116-0.149)
0.025
o.031
0.038
0.044
0.053
0.060
0.068
0.076
0.088
0.098
10-day
(0.023-0.028)
(0.028-0.033)
(0.035-0,041)
(0.040-0.048)
(0.048-0.057)
(0.054-0.065)
(0.061-0.074)
(0.068-0.083)
(0.077-0.097)
(0.085-0.109)
0.017
0.020
0.025
0.028
0.033
0.037
0.042
0.046
0.053
0.058
20-day
(0.010-0.018)
(0.019-0.022)
(0.023-0,026)
(0.026-0.030)
(0.031-0.036)
(0.034-0,040)
(0.038-0.045)
(0,042-0.050)
(0.047-0.058)
(0.051-0.064)
0.014
0.016
0. 220
0.022
0.026
0.029
0.032
0.035
0.040
0.043
30-da
(0.013-0,015)
(0.015-0.018)
(0.019-0,021)
(0.021-0.024)
(0.024-0.028)
(0.027-0.031)
(0.030-0.035)
(0.032-0.038)
(0.036-0.043)
(0.038-0.047)
0.012
0.014
0.016
0.019
0.022
0.024
0.026
0.029
0.033
0.036
45-day
(0.011-0.012)
(0.013-0.015)
(0.015-0.018)
(0.017-0.020)
(0.020-0.023)
(0.022-0.026)
(0.024-0.029)
(0.026-0.031)
(0.029-0.035)
(0.032-0.039)
0.011
0.012
0.015
0.016
0.019
0.021
0.023
0.624
0.027 11
0.029
60-day
(0.010 0.011)
(0.012-0.013)
(0.014-0.016)
(0.015-0.017)
(0.018-0.020)
(0.019-0.022)
(0.021-0.024)
(0.022-0.026)
(0.025-0.029)
(0.026-0.031)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (fare
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more Information.
Back to Top
PF graphical "' "E r ��
�, _.
W R. 2 5 2913
BY:
http://`hdse.nws.noaa. govlhdsc/pfds/pfds_printpage.html?lat=34.6736&lon=-77.3524&data=intens... 2/21 /2013

qNOAA Atlas 14, Volume 2, Version 3 y
Location name: Jacksonville, North Carolina, US" 6 ,
Coordinates: 34.6825, •77.3629 � r
n p Elevation: 5ft" �= d
-source: Google Maps °t�.�`
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather service, Silver Spring, Maryland
PF tabular I PF oraghical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)l
Average
recurrence interval
(years)
Duration
5-min
10-min
50
0.929
(0.849-1.00)
1.48
(1.35-1.60)
100
1.01
(0.914-1.09)
1.60
(1.45-1.73)
200
1.08
(0.978-1.17)
1.72
(1.55-1.85)
500
1.18
(1.06-1.28)
1.87
(1.67-2.02)
1000
1.26
(1.12-1.37)
1.99
(1.76-2.16)
1
0.492
(0.456-0,534)
0.786
(0728-0.852)
2
0.579
(0.537-0,627)
0.927
(0.859-1.00)
5
0.671
(0.620-0.725)
1.08
(0.993-1.16)
10
�������
0.754
(0.695-0.814)
1.21
1 (1.11-1.30)
25
0.851
(0.781-0.918)
1.36
1 (124-1.46)
15-min
30-mtn
60-min
2-hr
3-hr
6-hr
12-hr
24-hr
2-day
3-day
4-day
7-day
10-day
20-day
30-day
45-day
60-day
0.982
(0.910-1.07)
1.35
(1.25-1.46)
1.68
(1.56-1.82)
2.04
(1.89-2.22)
2.21
(2.03-2.42)
2.69
(2.46-2.96)
3.17
(2.88-3.53)
3.63
(3.33-4.01)
4.23
(3,65-4.67)
4.47
(4.09-4.93)
4.72
(4.32-5.19)
5.47
(5.04-5.98)
6.11
(5.64-6.67)
8.14
(7.56-879)
9.99
(9.34-10.7)
12.5
(11.7-13.5)
15.2
(143 16.2)
1.1'7
(1.08-1.26)
1.61
(1.49-1.74)
2.02
(1.87-2.19)
2.48
(2.29-2.69)
2.67
1 (2.47-2.93)
3.25
(2.98-3.59)
3.84
(3.48-4.27)
4.42
(4.05-4.87)
5.12
(4.66-5.66)
5.41
(4.94-5.96)
5.71
(5.22-6.27)
6.59
(607-7.20)
7.32
(6.75-8.00)
9.68
1 (9.00-10.5)
11 -9-1
1 (11.1-12.7) 1
-148--1
1 (139-16.0) 1
17.9
(16.8-19.1)
1.361.72
(1.26-1.47)
1.93
(l 79-2.09)
2.48
(2.29-2.68)
3.11
(2.87-3.39)
3.37
(3.10-3.69)
4.12
(3.78-4.54)
4.88
(4.42-5.43)
5.71
(5.23-629)
6.57
(5.97-7.26)
6.91
(6.29-7.61)
7.25 )
(6.61-7.97
8.29
(7.61-9.05)
9.08
(8.35-9.90)
11.8
(10.9-12.7)
14.3
(13.3-15.3)
17.7
(16.5-19.0)
21.0
(79.8-22.5)
this table are based
(1.41-1.65)
2.21
(2.04-239)
2.88
(2.65-3.11)
3.69
(3.39-4.01)
4.03
4.93
(4.49-5.43)
5.88
(5.29-6.53)
6.82
(6.21 -7.50)
7.83
(7.08-8.63)
8.18
(7.42-9.01)
8.54
(7.77-9.38)
9.70
(8.87-10.6)
10.5 )
(9.66-11.5
13.5
16.2
(15A-174)
1 20.0 IF
(18.6-21.5)
23.6
(22.1-25.2)
on frequency
(1,58-1.85)
2.55
(2.34-2.75)
3.39
(3.11-3.66)
4.48
(4.09-4.86)
4.95
1 (4.51-5.39)
6.07
(5.49-6.67)
7.28
(6.51 -8.07)
8.49
(7.67-9.32)
9.72
(8.73-10.7)
10.1
(9.06-11.1)
10.4
(9.43-11.4)
11.7
(10.7-128)
12.6
(11.5-13.7)
16.0
1 114.7-17.2)
18.9
1 (17.5-2D.2)
23.2
(21.5-25.0)
27.0
(25.2-28.8)
analysis of
1.87
(1.71-2.02)
2.82
(2.58-3.04)
3.82
(3.49-4.12)
5.16
(4.69-5.60)
5.77
(&21-6.28)
7.09
(6.36-7.79)
8.57
(7.60-9.47)
9.95
(B.90-10.9)
11.4
(10.1-12.6)
71.7
(10.5-12.9)
12.1
(10.6-13.2)
13.4
(12.1-14.6)
14.4
(13.0-15.7)
18.0
(16.4-19.4)
21.0
(19.4-225)
25.9
(23.9-27.9)
29.7
(27.6-31.7)
partial duration
2.02
(1.84-2.18)
3.09
(2,81-3.34)
4.26
(3.87-4.60)
5.88
(5.31-6.38)
6.65
(5.96-7.24)
8.20
(7.30-899)
9.97
(8.77-11.0)
11.6
(10.2-12.7)
13.2 )
(11.7-14.6
13.5
(12.0-14.9)
13.8
(123-152)
15.3
(13.7-16.7)
16.2
(14.6-17.7)
00.1
(18.3-21.8)
23.2
(21.3-24.9)
28.6
(262-30a)
32.4
(30.0-34.7)
series (PDS).
2.16
(1.96-2.34)
3.37
(3.04-3.64)
4.72
(4.27-5.11)
6.66
(5.97-7.22)
7.62
(6.77-8.30)
9.44
(8.31-10.3j
11.5
(10.0-12.7)
13.4
(11.7-14.7)
15.3
(133-17.0)
55.5
(13.6-1Z2)
15.8
(13.8-17.4)
17.3
(15.3-18.9)
1 -2
(16.3-20.0)
22.4 11
(20.1-24.3)
25.4
1 (232-27.4)
31.4
(285-33.9)
35.2
(32.4-37.7)
2.35
(2.10-2.55)
3.74
(3.34-4.05)
5.36
(4.80-5.811
7.78
(6.90-8.45)
9.05
(7.94-9.87)
11.3
(9.77-12.4)
13.9
(11.9-15.3)
16.2
(13.8-17.8)
18.5
(15.8-20.6)
88.6
(16.0-20.7)
18.8
(16.2-20.8)
20.2
(17.6-22.2)
21.1
(18.6-23.3)
25.5 11
(22.6-27.9)
28.5
(25.7-30.9)
35.2
(31.7-38.3)
38.8
(35.4-41.9)
2.50
(2.21-2.72)
4.05
(3.59-4.40)
5.91
(5.24-6.42)
8.75
(7.70-9.54)
10.3
(8.96-11.3)
22.9
(11.1-14.2)
16.0
(13.5-17.7)
16.5
(15.6-20.6)
21.3
(17.8-23.8)
21.3 )
(18.0-23.8
2 4-
(18.2-23.9)
22.6
(19.4-25.0)
23.5
(20.4-26.1)
28.1
(24.6-30.8)
31.0
(27.7-33.7)
F 38.3
(34.1-41.9)
41.7
(37.8-45.2)
Precipitation
frequency (PF)
estimates in
Numbers in
(for a given
are not checked
parenthesis are
duration and average
against probable
PF estimates
recurrence
maximum
at lower and upper
interval) will
precipitation
bounds of the
be greater than
(PMP) estimates
90 %confidence
the upper bound
and may be higher
interval. The
(or less than
than currently
probability
the lower bound)
valid PMP
that precipitation
is 5%. Estimates
values.
frequency
at upper
estimates
bounds
Please refer
to NOAA Atlas
14 document for
more information.
Back to Top
PF graphical
MAR 2 5 2013
BY:

lL®CATION & VICINITY MAPS
T.WobsW4000-04095t04040 Wallace Creek Marine Mart_ NC10esignkCaldCiviRCover.doc
E UVF
MAR 2 5 2013
6Y:_

Lewis,Linda
From:
Lewis, Linda
Sent:
Tuesday, March 19, 2013 6:09 PM
To:
Tim Focht
Cc:
'Bradshaw CIV Thomas C , Scott, Georgette
Subject:
Express Review Addinfo #2 SW8 130301
Attachments:
2013 03 addinfo_2 130301.pdf
Tim
Attached please find my second round of review comments. If the application is not substantially complete by
March 26, 2013, it will have to be returned.
Linda

March 19, 2013
Neal Paul, Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: 2nd Request for Additional Information — Express Review
Stormwater Project No. SW8 130301
Wallace Creek Marine Mart
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received previously requested additional information
regarding the Express State Stormwater Management Permit application for Wallace
Creek Marine Mart on March 12, 2013. A preliminary review of that information has
determined that the application is still not complete. The following information is needed
to continue the stormwater review:
The one -inch orifice specified by the consultant is too small under the
average head of 0.43 feet. I am unclear as to how the 2-day and 5-day
target flowrates for Pond 1 were calculated. The formula used by the
consultant is unfamiliar and contains a "CF" number (conversion factor?),
but the CF is equal to 43,560 divided by 3600. The Division calculates
estimated target flowrates by dividing the minimum storage volume (9739
cubic feet via the Simple Method) by the number of seconds in 2 days
(172800) and in 5 days (432000), resulting in .056 cfs and .023 cfs
respectively. The standard orifice equation can then be solved for the
range of suitable orifice areas using these flowrates and the "average"
head, H/3. The orifice areas are then plugged into the equation for the
area of a circle, nr2, and solved for the radius, r, and then the diameter. In
this case, the range of orifice diameters is 1.15" up to 1.8". Suggested
standard sizes would be 1.25". 1.5" or 1.75".
2. It's going to be easier to check, clear and maintain the orifice in Pond 1 if
the 4" PVC T-assembly is located outside the outlet structure, between the
skimmer plate and the structure wall, in the pond.
3. If there is no weir available at the specified temporary storage elevation
(19.8) in OCS #3 in Pond 2, then the driving head for the 90' V -notch
weir must be measured from the top of the structure, at 21.3. The 2 foot
head results in a 14.14 cfs flow rate that draws down the required 1.5"
storage volume (1488 cf by the Simple Method) in approximately 1.75
minutes, which does not meet the rule requirement for 2-5 days. As stated
in the previous additional information letter, the 2-5 day draw down
requirement is associated with the 1.5" design storage volume, i.e., .0406
acre-feet, and not with the routing of the 1 year 24 hour storm. It is
apparent that the use of a V-notch weir as an orifice is not working in this
case. Please go back to the small diameter orifice, although I suggest
designing several layers of trash rack devices to avoid constant clogging.

Mr. Paul
March 19, 2013
Stormwater Application No. SW8 130301
4. Routing the storm is not the same as calculating the required orifice size
or flowrate which will draw down Pond 2 within 2-5 days. The provided
calculations appear to be based on a 1 year 24 hour "simulation" and
indicate that the pond returns to its normal water level in approximately 29
hours, which is too fast. It is a static calculation assuming a "full pond"
whose water level must return to its starting point under average head
(1-1/3) no faster than 2 days, but no slower than 5 days. This conservative
static design also assumes that no outflow occurs during the storm event.
Please note that a revision to one number may have a domino effect on other numbers,
which may require revision of the applications, calculations, supplements, plans, details,
and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 26,
2013, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. In the Express program, no more than 2 time extensions may be
granted, for a total of 10 days.
If this is a new project, 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. The proposed modification may not be constructed until the permit
modification is approved and issued.
Please reference the 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 be revised and returned, or new originals must be provided.
Photocopies are not acceptable. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at linda.lewis(cDncdenr.gov
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\WQS\Stormwater\\Permits 8 Projects12013\130301 HD\2013 03 addinfo_2130301
CC: Timothy A. Focht, P.E., The Stellar Group, Inc.
Wilmington Regional Office Stormwater File
Page 2 of 2

TRANSMITTAL
DATE: March 11, 2013
TO: Janet Russell
RE: Marine Corps Base Camp Lejeune
NCDENR
Marine Mart
Wilmington Regional Office
Stormwater Management Submittal
127 Cardinal Drive Extension
Express Permitting
Wilmington, NC 28405
We are sending:
® UPS -Overnight
❑ -US Mail
❑ Courier
❑ Hand Carry
✓
I Enclosed
Under Separate Cover
✓
Project Drawings
✓
For Your Use
Project Specifications
Reviewed
Shop Drawings
Reviewed & Noted
Product Literature
Revise & Resubmit
Other
Not Accepted
# Copies Dw . # Date
Description Prepared B
2 3/11/13
Comment -Responses TAF
2 3/11/13
Revised Design Analysis TAF
2 3/11/13
Revised Permit Drawings (C401, TAF
C402, C501, C506)
2 3/11/13
Revised Wet Detention Basin TAF
Supplement (SWMF-1)
2 3/11/13
Revised Wet Detention Basin TAF
Supplement (SWMF-2)
REMARKS: Please find the attachments
listed above for your review and approval. If you have any
questions or require additional information, please call me at [phone].
Tim Focht
F7CEIVIE
MAR 12 2013
Russell l l Marl3.doc
2900 Hartley Road, Jacksonville, Florida 32257 • Telephone [phone]
www.stellar.net

*stellar
2900 Hartley Road
Jacksonville, Florida 32257
[phone]
MEMORANDUM
Date:
11 Ma r13
To:
To Whom it May Concern
From:
Tim Focht
Subject:
Wallace Creek Marine Mart
Stormwater Project No. SW8 130301
Following are responses to comments made by Linda Lewis dated 8Mar13 (attached).
The drawdown orifice calculation for SWMF-1 has been revised using the corrected head.
The outfall control structure detail on sheet C501 has been revised to detail outfall control
structure #1 for SWMF-1 only. Individual details for outfall control structures #2 and #3 have
been added on sheet C506.
3. See response to comment 2 above.
(� The design intent is to use a singe) V-notch weir (90°) for both the drawdown and overflow
�J features. The V-notch weir, extending the full width of the structure, is more than adequate to
serve as the overflow weir.
5. The weir in outfall control structure #2 has been revised. The weir crest elevation is now 18.80.
6. BMPs have been provided at all outfall control structures to prevent clogging.
0 The coefficient for the V-notch weir has been corrected. The driving head for the V-notvch weir
as been corrected.
8. The requested labels have been added to the cross sections on sheets C401 and C402.
9. Dimensions and radii have been added to the plan view on sheets C401 and C402.
10. All dates have been updated and documents signed & sealed.
11. The geometric input for modelling the V-notch wier into iCPR has been confirmed. The weir
cofficient has been corrected.
12. A Time -Series report from iCPR for SWMF-2B has been printed to show proper drawdown with 2-
5 days. The storm event modelled is inconsequential for the purpose of drawdown time
confirmation. A storm event sufficient enough to reach the temporary pool elevation must be
used then confirm the required treatment has been drawn down within the required time.
MAR 12 2013
By:

MC®EN W O
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
March 8, 2013
Division of Water Quality
Charles Wakild, P. E.
Director
Neal Paul, Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information — Express Review
Stormwater Project No. SW8 130301
Wallace Creek Marine Mart
Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received an Express State Stormwater Management
Permit application for Wallace Creek Marine Mart on March 6, 2013. A preliminary
review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review:
Please resize the circular orifice for Pond 1 using a head that is 1/3 of the
total elevation head. Please refer to Section 3.5.2 of the BMP manual.
Assuming that a rectangular outlet weir exists at the temporary pool
elevation (TPE) of 21.3, the elevation difference between TPE and
permanent pool (PPE) is 1.3 feet. One third of this is approximately 0.42
feet. I am not sure how the consultant derived the currently specified
driving head of 0.69 feet.
2. The current outfall structure detail does not specify or show the circular
orifice location. There is reference to a weir elevation, however, there are
3 different weirs possible: one for the V-notch weir (as the orifice); and, the
other two for the temporary pool overflow weir. It needs to be made clear
on the outfall structure detail that the circular orifice is located below the
overflow weir elevation.
3. Please add a plan view detail of the V-notch weir which specifies the notch
angle and the trash rack, to the pond details.
4. Outfall Control Structure #3 will also require an overflow weir set at 19.8.
The only weir listed in the table for OCS #3 is the 90 V-notch weir at
elevation 19.3.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance. 1-877-623-6748
Internet: x .ncwaterquality.org
one NhCarolina
Naturally

Mr. Paul
March 8, 2013
Stormwater Application No. SW8 130301
A rectangular weir at the permanent pool elevation of 19.3 is not
encouraged in OCS #2. Because Pond 2A acts as the forebay, water
qualify would be better served if the weir elevation in OCS #2 was a few
inches lower, maybe at 18.8 or 19.0. This encourages the water level in
Pond 2A and 2B to rise and fall more evenly. By setting the weir elevation
in Pond 2A at 19.3, there's a possibility that the water level in Pond 2A will
always be higher than in Pond 2B.
Please specify a suitable trash rack over the face of all weirs (V-notch and
overflow) and add that detail to the plans. See Section 5.8.8 of the BMP
Manual for trash rack requirements. A suitable trash rack for the circular
orifice would be a 900 or 450 turned -down elbow, such that the opening
is 6" below the permanent pool elevation. This will prevent floating debris
from clogging the orifice.
7.
Please recalculate the V-notch weir flowrate for Pond 2 and provide
corrected information on the supplement form. Per Section 3.5.1 and
Figure 3-2 in the BMP Manual, the coefficient of discharge for a 90' notch
angle at the full head of 0.5 feet is 2.5, not 3.2. The coefficients in the
BMP manual table include the Tan(O/2). The driving head is the difference
between the TPE and the PPE, which is 0.5 feet. There is no need to use
H/3 for a V-notch weir because the flowrate is not reduced as the head
drops. The full elevation head of 0.5 can be used in the equation, even for
low flows. I am not sure where or how the consultant determined that
0.125 was the driving head in this case. The length of a V-notch weir is not
relevant to the calculation of the flowrate. Based on the correct coefficient
and driving head, the calculated flowrate for this V-notch weir is 0.442 cfs,
which is well above the target range of .003 to .009 cfs for this small pond.
8.
Please label the temporary pool and permanent pool elevations on the
pond section details.
9.
Please provide the dimension and radius for each line and arc of the
permanent pool contour.
10.
Please stamp, sign and date the revised design calculations. The outside
cover is dated February 25, 2013, but the ICPR reports inside are dated
February 28, 2013.
11.
Page 3 of 5 of the ICPR report indicates that the geometry of the weir for
OCS #3 is "Trapezoidal". Please confirm that the entry of "0" as the bottom
width makes this a V-notch weir. Please note that the discharge
coefficient of 3.2 is not correct for a 900 V-notch weir.
12. The calculations for Pond 2 indicate that the "Bleed Down Orifice Sizing
Calculations" can be found in the ICPR Model input and results. I can
locate the model entry parameters on page 3 of 5, but I cannot locate the
resulting flowrate or drawdown time calculations. Please note that the 2-5
day draw down requirement is associated with the 1.5" design storage
volume, and. not with the routing of the 1 year 24 hour storm.
Page 2 of 3

i
Mr. Paul
March 8, 2013
Stormwater Application No. SW8 130301
Please note that a revision to one number may have a domino effect on other numbers,
which may require revision of the applications, calculations, supplements, plans, details,
and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 15,
2013, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. In the Express program, no more than 2 time extensions may be
granted, for a total of 10 days.
If this is a new project, 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. The proposed modification may not be constructed until the permit
modification is approved and issued.
Please reference the 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 be revised and returned, or new originals must be provided.
Photocopies are not acceptable. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at Ilnda.lewis(Lbncdenr.gov
Sincerely,
ez."-
Linda Lewis
Environmental Engineer III
GDS/arl: S:1WQMtormwater\\Permits 8 Projects120131130301 HD12013 03 addinfo 130301
CC: Timothy A. Focht, P.E., The Stellar Group, Inc.
Wilmington Regional Office Stormwater File
Page 3 of 3

TRANSMITTAL
DATE: March 5, 2013
TO: Janet Russell
RE: Marine Corps Base Camp Lejeune
NCDENR
Marine Mart
Wilmington Regional Office
Stormwater Management & Erosion Sediment
127 Cardinal Drive Extension
ControlSubmittal
;j Wilmington, NC 28405
Express Permitting
We are sending:
® IJPS-Overnight
❑ U. S. Mail
❑ Courier
❑ Hand Carry
✓
Enclosed
Under Separate Cover
✓
Project Drawings
✓
For Your Use
Project Specifications
Reviewed'
Shop Drawings
Reviewed & Noted
Product Literature
Revise & Resubmit
Other
Not Accepted
# Copies Dw . # Date Description Pre ared B.
2 Stormwater Management Permit TAF
Application Submittal (includes:
Application Fee, Stormwater
Management Permit Application w/
Supplements, Operation &
Maintenance Agreements, Design
Analysis w/ Narrative, Permit
Drawings)
3 Erosion & Sediment Control Permit TAF
Application (includes: Application Fee,
SWPPP, Design Drawings,
Calculations)
REMARKS: Please find the attachments listed above for your review and approval. Please note, you
should already have a copy of the Financial Responsibility /Ownership Form, Stormwater Design
Checklist, Geotechnical Report, ACOE Jurisdictional Determination Approval, and the Erosion &
Sediment Control Design Checklist from our submittal meeting on February 26, 2013. If you have any
questions or require additional information, please call me at [phone].
ECEIVE
MAR 0 6 2013 Tim Focht
04040 Trans Janet Russel; Wert Idoc y:
2900 Hartley Road, Jacksonville, Florida 32257 • Telephone [phone]
www.stellar.net

ECS CAROLI AS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental -.Facilities ❑C Re9 srmeJ En9 ax, r, -o 0
April 10, 2012
Mr. Timonthy A. Focht,'P.E.
Stellar Group
2900 Hartley Road
Jacksonville, Florida 32257
Reference: Report, of Seasonal High Water Table Estimation
Wallace Creek Marine Mart
MOB Campleje,une,,North Carolina
ECS Project No. 22.174i9
Dear Mr. Focht:
ECS Carolinas, LLP (ECS) recently performed a hand auger boring for seasonal high
water table estimation for the proposed stormwater best management practice (BMP)
areas for the Wallace Creek Marine Mart in MCB Camp Lejeune, Onslow County,
North Carolina. This letter, with attachments, is the report of our testing.
Field Testing
On April 4, 201,2, ECS conducted an exploration of the subsurface soil and
groundwater conditions, at. the location shown on the attached Boring Location Plan
(Figure 1). 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 boringinto the existing
ground surface at the boring location. ECS visually classified the subsurface soils 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 Seasonal High Water Level Estimation 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'. i, ._
' _'I: L Water.Level'.
SHWT
S-1
I 48 inches
18 inches
MAR 0 6 2013
BY:� �/30 I
7211 Ogden Business Park, Suite 201, Wilmington, NC284,11 • T. 910-686-9114 • F: 910-686-9666 • www.epslimited.com
ECS Capitol Services. PLLC s ECS Carolinas, LLP • ECS Florida, LLC - ECS Midwest, LLC - ECS Mid -Atlantic, LLC e ECS Southeast, LLC v ECS Texas, LLP

Report of Seasonal High Water Table Estimation
Wallace Creek Marine Mart
MCB,Camp Lejeune, North Carolina,
ECS Project No.: 22.17419
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's testing 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 to you on this project. If you
have any questions concerning'this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP
Winslow E. Goins' P.E.
Project Engineer
Attachments: Figure 1 - Boring Location Plan
Seasonal High Water Table Estimation Form
?r7
Kris J. Stamm
Principal

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3/9/2012

Season High Water Level Estimation
Wallace Creek Mini Mart
MCB Camp Lejeune, North Carolina
ECS project No. 22.17419
April 4, 2012
Location Depth Soil Description
S-1 0-12" Brown silty SAND
12"-36" Gray/tan clayey SAND
36"-60" Gray silty SAND
Elevation of ground'surface at boring: 23 feet
Seasonal High Water Table was estimated, to be at 18 inches below the
existing grade elevation.
Ground water was encountered at 48 inches below the existing grade
elevation.
MAR 0 6 2013
BY:____

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
WALLACE CREEK MARINE MART
MCB CAMP LEJEUNE, NORTH CAROLINA
TM
PREPARED FOR:
MR. TIMONTHY A. FOCHT, P.E.
STELLAR GROUP
2900 HARTLEY ROAD
JACKSONVILLE, FLORIDA 32257
ECS CAROLINAS, LLP. PROJECT NO.: 22.17419
MARCH 9, 2012
MAR 0 6 2013
BY:

ECS C A Ra OU N A S s LLP "Setting the Standard for Service"
1. Geotechnical • Construction Mc"Itel'IEIIS • Envitont-nental • Facilities . NC Registered Engineering Firm F-1070
March 9, 2012
Mr. Timonthy A. Focht, P.E.
Stellar Group
2900 Hartley Road
Jacksonville, Florida 32257
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
Dear Mr. Focht:
As authorized by your acceptance of our proposal number 15534R, dated January 30,
2012, 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
_._
16 1 71J
Micah F. Hatch, E.I.
Project Manager
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
V i Q w< <
Walid M. Sobh, P.
Principal Engineer
North Carolina License No. 022983
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411
T. 910-686-9,114 • F: 910-686-9666 • www.ecslimited.com
ECS Capitol Services, PLLC • ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, l_I-C • ECS Mid-Alian(ic, LLC • ECS Southeast, LLC • ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL
ANALYSIS
WALLACE CREEK MARINE MART
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MR. TIMONTHY A. FOCHT, P.E.
STELLAR GROUP
2900 HARTLEY ROAD
JACKSONVILLE, FLORIDA 32257
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.17419
FIRM NO. F-1087
WINSLOW E. GOINS P.E.
\\G CARar,,//
3 io
� o
NC/LkiNSE%10\033751
MARCH 9, 2012
ECESVE
MAR 0 6 2013
EY:

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 Test Borings.....................................................................................................3
3.2 Laboratory Testing Program............................................................................................3
4.0 EXPLORATION RESULTS...................................................................................................4
4.1
Site Conditions................................................................................................................4
4.2
Regional Geology............................................................................................................4
4.3
Soil Conditions..............................................................................:..................................4
4.4
Groundwater Conditions..................................................................................................5
4.5
Laboratory Test Results...................................................................................................5
5.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1
Subgrade Preparation......................................................................................................6
5.2
Engineered Fill Placement...............................................................................................6
5.3
Foundations Design.........................................................................................................8
5.4
Floor Slab Design............................................................................................................8
5.5
Seismic Site Class Determination and Liquefaction Potential..........................................9
5.6
Lateral Earth Pressures..: ..............................................................................................
10
5.7
Pavement Recommendations........................................................................................11
5.8
Site Drainage.................................................................................................................12
5.9
Construction Considerations..........................................................................................12
6.0 CLOSING...........................................................................................................................13
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-SPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-LABROTORY TEST RESULTS
APPENDIX D-GENERAL CONDITIONS
APPENDIX E-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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 Birch Street and McHugh Boulevard
on MCB Camp Lejeune, North Carolina. At the time of our exploration, the proposed site was
heavily wooded and relatively level.
ECS understands that a one-story commercial/retail building and fuel island canopy will be
constructed at the site. The building structure will include masonry walls, structural steel roof,
structural steel columns and cast -in -place slab. The anticipated maximum column loads for the
structure will be 60 kips. The anticipated maximum wall load is 4 kips per foot. The estimated
slab load is 125 pounds per square foot (psf). Site grades are anticipated to be raised one foot.
The exterior pavements may consist of flexible and rigid pavement sections for both standard and
heavy duty traffic.
Approximately 6 to 8 inches of organic topsoil was reported by the drillers at the borings
locations. Beneath the surface to depths of 7 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sands
(SM, SP-SM, SC, SP). From 7 feet to depths of 25 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sands
(SM, SP-SM, SC, SP) and very soft to firm sandy clays and clays (CL, CH). A layer containing
organics was encountered at depths of approximately 17 feet in borings B-2 and B-4, and at
depths of approximately 22 feet in borings B-5 and B-6. In boring B-6, from a depth of 25 feet
to a depth of approximately 50 feet, the test boring typically encountered intermittent layers of
very loose to medium dense silty, slightly silty, and clean sands (SM, SP-SM, SP) and
weathered limestone.
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 the final
building location 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:
Micah F. Hatch, E.I. Winslow E. Goins, P.E.
Project Manager Project Engineer
Walid M. Sobh, P.E.
Principal Engineer
MAR 0 6 2013 1
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed development is based upon our discussions with
representatives of Stellar Group, Inc. and a review of the site plan provided to ECS by Stellar
Group, Inc. The proposed site is located at the intersection of Birch Street and McHugh
Boulevard on MCB Camp Lejeune, North Carolina. At the time of our exploration, the proposed
site was heavily wooded and relatively level.
ECS understands that a one-story commercial/retail building and fuel island canopy will be
constructed at the site. The building structure will include masonry walls, structural steel roof,
structural steel columns and cast -in -place slab. The anticipated maximum column loads for the
structure will be 60 kips. The anticipated maximum wall load is 4 kips per foot. The estimated
slab load is 125 pounds per square foot (psf). Site grades are anticipated to be raised one foot.
The exterior pavements may consist of flexible and rigid pavement sections for both standard and
heavy duty traffic.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of:
• eight soil test borings,
• visual examination of the samples obtained during our field exploration,
• 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,
• 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
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The eight 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.
3.2 Laboratory Testing 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), grain size analyses (ASTM D 1140), organic
content determinations (ASTM D 2974), and modified Proctor test (ASTM D 1557).
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 exploration 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
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located at the intersection of Birch Street and McHugh Boulevard on MCB
Camp Lejeune, North Carolina. At the time of our exploration, the proposed site was heavily
wooded and relatively level.
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 6 to 8 inches of organic topsoil was reported by the drillers
at the borings locations. Beneath the surface to depths of 7 feet, the test borings typically
encountered intermittent layers of very loose to medium dense silty, slightly silty, clayey and
clean sands (SM, SP-SM, SC, SP). Standard penetration test resistances (N-values) in these
soils generally ranged from 3 to 21 blows per foot (bpf).
From 7 feet to depths of 25 feet, the test borings typically encountered intermittent layers of
very loose to medium dense silty, slightly silty, clayey and clean sands (SM, SP-SM, SC, SP)
and very soft to firm sandy clays and clays (CL, CH). A layer containing organics was
encountered at depths of approximately 17 feet in borings B-2 and B-4, and at depths of
approximately 22 feet in borings B-5 and B-6. Standard penetration test resistances (N-values)
in these soils generally ranged from W.O.H. (Weight of Hammer) to 15 bpf.
In boring B-6, from a depth of 25 feet to a depth of approximately 50 feet, the test boring
typically encountered intermittent layers of very loose to medium dense silty, slightly silty, and
clean sands (SM, SP-SM, SP) and weathered limestone. Standard penetration test resistances
(N-values) in these soils generally ranged from 4 to 41 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the test borings. The SPT Boring Logs 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 SPT Boring Logs represent approximate
boundaries between material types and the actual transition between strata is expected to be
gradual.
4

I. Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
I
4.4 Groundwater Conditions
Groundwater observations were made at approximately 24 hours after the completion of the
drilling operations in the boring locations. Furthermore, visual observations of the samples
retrieved during drilling exploration were used in evaluating the groundwater conditions. The
j groundwater depths were observed to range from 6.4 to 12.9 feet below the existing grade
approximately 24 hours after the completion of the borings.
IThe 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.
I 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
1 contents ranging from 8.1 to 55.2 percent.
The grain size analyses of the tested samples indicated that the tested materials had 6.9 and
21.8 percent fines passing the number 200 sieve.
The Atterberg limits analysis of the tested samples indicated liquid limits of 21 (both samples),
plastic limits of 44 and 52 and plasticity indices of 23 and 31.
The organic content determinations of the tested samples indicated organic content of 7.5 and
26.2 percent.
The modified Proctor test of the bulk sample resulted in a maximum dry density of
approximately 119.4 and an optimum moisture content of 12.2 percent.
Specific laboratory test results are provided in the Laboratory Testing Summary and in
Appendix C of this report.
5

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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 Suburade Preparation
The first step in preparing the . site for the proposed construction should be to remove
vegetation, rootmat, topsoil, deleterious materials, existing pavement, foundations, utilities, 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, loose and yielding areas should be identified by
proofrolling the exposed subgrades, if site and subsurface conditions allow, with an approved
piece of equipment, such as a loaded dump truck, having a single -axle weight of at least 10
tons. 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 marginally 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 unsuitable materials
have been removed and that the prepared subgrade is suitable for support of the proposed
construction and/or fills.
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. 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 (LL) and Plasticity
Index (PI) less than 35 and 9, respectively. We also recommend that fills within structural areas
have a modified Proctor (ASTM D 1557) maximum dry density of at least 100 pounds per cubic
foot (pcf).
M

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). 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.
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 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 ILL 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.
Grade controls should also be maintained throughout the filling operations. 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. 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, 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.

Report of Subsurface Exploration and Geotechnlcal Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.3 Foundation Desian
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 final site
design grades are determined.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
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
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 1/2 of the anticipated total settlement. This evaluation is based on our
engineering experience and the provided structural loadings, and is intended to aid the
structural engineer with his design.
5.4 Floor Slab Design
Provided 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.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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
North Carolina has adopted (with State amendments) the 2009 Edition of the International
Building Code (IBC 2009), and the IBC 2009 requires that a seismic Site Class be assigned for
new structures. The method for determining the Site Class is presented in Section 1613.5.5 of
the IBC 2009. The seismic Site Class is typically determined by a calculating a weighted
average of N-values from standard penetration testing in conventional soil test borings,
undrained shear strengths, or the shear wave velocities of the materials in the upper 100 feet of
the site. According to the IBC 2009, a seismic Site Class "E" may be used for this site based
upon a weighted average N-value of 7.6.
Based on the USGS Seismic Hazard Curves and the IBC 2009, for a seismic site class "E" at
latitude 34.676' and longitude-77.353°, the Sos value is 0.331 and the Spy value is 0.174. The
seismic design category depends on the occupancy group of the building and should be
determined by the structural engineer.
The soils encountered in the borings were evaluated for liquefaction potential using simplified
procedures developed by Seed and Idriss. For the analysis, the peak ground acceleration was
assumed in accordance with IBC 2000 Section 1803.5.12 to be Sos/2.5 in the absence of a site
specific seismic study. The liquefaction potential for this site is low.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.6 Lateral Earth Pressures
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:
Coefficient
Coefficient
Coefficient
of Active
of Passive
of At Rest
Effective Unit
Depth
Earth
Earth
Earth
Friction
Cohesion
Weight (pcf)
(ft)
Pressure,
Pressure,
Pressure,
Angle
(psf)
(below water
Ka
Kp
Ko
table)
0-7
0.29
3.39
0.45
33
0
110
(47.6)
7-22
200
42.6
22-25
0.32
3.12
0.48
31
0
42.6
These recommendations have assumed no surcharge loads. The recommended coefficient of
friction is 0.25 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 hydrostatic 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.
10

i
(
l Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.7 Pavement Design Considerations
I 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
I problems related to the deterioration of the pavement can be expected. Furthermore, good
I drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement.
ECS recommends a light duty, flexible pavement section of 2 inches of surface SF9.5 mix
overlying 6 inches of compacted ABC stone in the parking and road areas. For a heavy duty,
flexible pavement section, ECS recommends 3 inches of surface SF9.5 mix overlying 6 inches
of compacted ABC stone in the parking and road areas. For a light duty or heavy duty, rigid
pavement section, we recommend 6 inches of 650 psi flexible strength concrete overlying 4
inches of compacted ABC stone in the road areas.
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
y 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.
i 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
1 bituminous pavements and ultimately pavement failures and costly repairs. Consequently, we
l 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.
5.8 Site Drainage
i
j 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 `browning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
11

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.9 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.
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Leisure, North Carolina
ECS Project No.: 22.17419
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.
13

A
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DENOTES APPROXIMATE �"
22-1.7419
s LOCATION OF SOIL TEST BORING SHEET

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
bi
k
�z
.o
�gg0
U �
0
Highly organic soils
GW
Well -graded gravels and gravel-
C„ = D6O/Dts Greater than 4
sand mixtures, little or no fines
❑
a
C, _ (D30)2/(DIOxD60) Between 1 and 3
GP
Poorly graded gravels and gravel-
S3
tq
8 1
m y �
Not meeting both criteria for GW
sand mixtures, little or no fines
o
c
GM
Silty gravels, gravel -sand -silt
�
y ti m
U �
Atterberg limits plot below "A" line or
mixtures
plasticity index less that 4
A
GC
Clayey gravels, gravel -sand -clay
Atterberg limits plot above "A" line
mixtures
a
and plasticity index greater than 7
❑
SW
Well -graded sands and gravelly
0
18 G t
Cn = De011) 0 Greater than 6
sands, little or no fines
o°
Ng$
N
C.=(D3o)a/(DIoxD60) Between l and
SP
Poorly graded sands and gravelly
q
O z
z
°i
Not meeting both criteria for SW
sands, little or no fines
EJ
a
o p'
SM
Silty
`^ N
Atterberg limits plot below "A" line or
sands, sand -silt mixtures
� 8
plasticity index less than 4
SC
Clayey sands, sand -clay mixtures
v,
Atterberg limits plot above "A" line
and plasticity index greater than 7
ML
Inorganic silts, very fine sands,
NOW n-lira mprotmu approximate uppm limit ofLL and PI mmbinaliooa
rock flour, silty or clayey fine
for rxmral wits(cmpi c ly d❑❑mincd). ASTM-D1487.
sands
B0
CL Inorganic clays of low to medium
ro
plasticity, gravelly clays, sandy
as m
clays, silty clays, lean clays
�t
m
OL Organic silts and organic silty
clays of low plasticity
co
6ro
MH Inorganic silts, micaceous or
diatomaceous fine sands or silts,
m
elastic silts
Io
CH Inorganic clays of high plasticiti
■■■■■.ERM■■
NOMMENISEffiNK
■.■■■■E■KON.
■■■..MMI,..
■..■N.,.NMA
■■MP rM...■.
..®:...■■..
■■NSON
y
fat clays o to m or m m or V m w too to
44UIa LIMIT, U.
OH Organic clays of medium to high Plasticity chart for the classification of fine-grained soils.
plasticity Tests made on faction finer than No. 40 sieve
Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
Z7
CARt7 (_INA�
UNIFIED SOIL.
CLASSIFICATION
SYSTEM
y
fat clays o to m or m m or V m w too to
44UIa LIMIT, U.
OH Organic clays of medium to high Plasticity chart for the classification of fine-grained soils.
plasticity Tests made on faction finer than No. 40 sieve
Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
Z7
CARt7 (_INA�
UNIFIED SOIL.
CLASSIFICATION
SYSTEM

NOTES FOR BORING LOGS
I. Drilling and Sampling Symbols:
SS:
Split Spoon Sampler
RB:
Rock Bit Drilling
ST:
Shelby Tube Sampler
BS:
Bulk Sample of Cuttings
RC:
Rock Core; NX, BX, AX
PA:
Power Auger (no sample)
PM:
Pressuremeter
HSA:
Hollow Stem Auger
DC:
Dutch Cone Penetrometer
WS:
Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a
2 inch O.D. split spoon sample, as specified in ASTM D-1586. The blow count is commonly referred to as
the N value.
H. Correlation of Penetration Resistances to Soil Properties:
Relative Density of Cohesionless Soils
Consistency of Cohesive Soils
SPT-N
Relative Density
SPT-N
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
3-4
Soft
11 - 30
Medium Dense
5 - 8
Firm
31 - 50
Dense
9 - 15
Stiff
51 or more
Very Dense
16 - 30
Very Stiff
31 - 50
Hard
50 or more Very Hard
M. Unified Soil Classification Symbols:
GP:
Poorly Graded Gravel
ML:
Low Plasticity Silts
GW:
Well Graded Gravel
MH:
High Plasticity Silts
GM:
Silty Gravel
CL:
Low Plasticity Clays
GC:
Clayey Gravel
CH:
High Plasticity Clays
SP:
Poorly Graded Sands
OL:
Low Plasticity Organics
SW:
Well Graded Sands
OH:
High Plasticity Organics
SM:
Silty Sands
CL - ML:
Dual Classification (Typical)
SC:
Clayey Sands
IV. Water Level Measurement Symbols:
WL:
Water Level
BCR:
Before Casing Removal
WS:
While Sampling
ACR:
After Casing Removal
WD:
While Drilling
WCI:
Wet Cave In
DCI:
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when auguring, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.
w
aeweuwee

CLIENT
JOB
BORING#
SHEET
Stellar Group17419
B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
.
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Camp Le'eune Onslow Count
4 5i
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
1
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION -d REV
w
F
?
ROD% - REC.% —
o
BOTTOM OF CASING LOSS OF CIRCULATION
ZO
20% 40% 8 % 80% 10 %
® STANDARD
Uj
u
w
o
Z
SURFACE ELEVATION
BLOo WS/ORATION
w
❑
0
a
0
m
a�
3 w
m
10 20 30 40 60h
Topsoil Depth 6" -
? i
Loose, Tan -Brown, Silty, Fine SAND, (SM)
3
S-1
SS
18
18
3
8 i
5
i
Medium Dense to Loose, Tan, Silty, Fine
S-2
SS
18
18
SAND, (SM)
ff
5
7
® 14
5
7
i )
i I
S-3
SS
18
18
5
7
Very Soft, Gray, Sandy CLAY, (CL)
2
i
WOH
i i I
S-4
SS
18
18
—
WOH
1
10
i
Very Loose to Loose, Gray, Fine SAND, Wlth
'r:. ,t
i:r:11
Silt, (Sp-SM)
(Y.t111'.
Ij:ttl {.
2
i
S-5
SS
18
18
2
4 i
2
I4:If.11:
rea u
ry:frgi
i i
4
i
S-6
SS
18
18
+srtu
U'
5
i
li;il:ll:
4
i
20
IA;tf
7i5''I1
j;
i
mrcu
1
Ix i
1
i
Soft, Gray, CLAY, With Sand, (CL)
•
S-7
SS
18
18
1
3 i
25
2
END OF BORING @ 25.00'
i
30
i i i i i
E I i I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITU THE TRANSITION MAY BE GRADUAL,
4 WL wsD WD❑
BORING STARTED 02/20/12
WL(BCR) $ WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
S' WL 8.90'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB# -
BORING#
SHEET
Stellar Group17419
B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
SSW
Wallace Creek Marine Mart
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow County
1 2 4 5.
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
_
W
w
o
i
w
a
<
w
w
a
i
o
a
m
U
W
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 2
9
z0
¢
3 w
u
3
O
m
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% REC.% -
20% 40% 60% so% 10 %
SURFACE ELEVATION
(� STANDARD PENETRATION
BLOWS/FT
10 20 30 40 50+
,Topsoil Depth 6"
Loose, Tan -Brown, Silly, Fine SAND, (SM)
3
S-1
SS
18
18
!
3
6
6
6
10
16
Medium Dense to Loose, Tan, Fine SAND, With
Silt,(SP-SM)
+r�•� +:
u. +.
yaa;
f !i
Igtl'il
S-2
SS
18
18
141'[I)
4'''`)1
3
4
S-3
SS
18
18
Very Soft, Gray, Sandy CLAY, (CL)
1
1
f
S-4
SS
18
18
WO
10
WOH
i
Very Loose, Gray, Fine SAND, (SP)
2
15
S-5
SS
18
18
2
2
4
i
Very Loose, Dark Gray and Brown, Clayey,
Fine SAND, With Organics, (SC)
2
S-6
SS
18
18
2
3 i
20
i
S-7
SS
18
18
i
2
25
i
END OF BORING @ 25.00'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
'=t wL WS❑ WD❑
BORING STARTED 02/20/12
N_ WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
S" WL 10.60'
RIG 456 ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB
BORING#
SHEET
Stellar Group
17419
I B-3
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Carnp Le'eune Onslow County
2 6.
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
1�
zr
yI
Z
a
�u
L
a
Z
O
a
3a
>w>
O
DESCRIPTION OF MATERIAL EN GLISH UNITS
BOTTOM OF CASING 3D LOSS OF CIRCULATIOND
Z
O
Q fi
3 w
to
3
O
m
-�
ROCK QUALITY DESIGNATION & RECOVERY
EC 00% 10 %
20%D% 40% 80%5
SURFACE ELEVATION
® STANDARD PENETRATION
BLOWS/FT
mn 30 40 so+
Topsoil Depth 8"
1 j
2 +
S-1
SS
18
18
Loose, Tan -Brown, Silly, Fine SAND, (SM)
3
2
3 6
S-2
SS
18
18
8
+
a 12: +
6
Medium Dense, Tan, Fine SAND, (SP)
S-3
SS
18
18
i
WOH i
WOH i i +
Very Loose, Gray, Clayey, Fine SAND, (SC)
S-4
SS
18
18
10
1 i
i
+
i
Very Soft, Gray to Dark Gray, CLAY, With
Sand,(CL)
i
S-5
SS
18
18
WOH
WO
15
WOH i
i
WOH
S-6
SS
18
18
20
WOH
i
i
25
+
i
i
7 il5 i
8
i
I
i I
Medium Dense, Gray -Brown, Fine to Medium
SAND, With Silt, (SP-SM)
16irr t
n
wPfII.
h: bis
o•.u:u•
i"ii•( 1:
S-7
SS
18
18
END OF BORING @ 25.00'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
LZ WL WS❑ WOO
BORING STARTED 02/20/12
WL(BCR) $ WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
' WL 7.30'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING
SHEET
-
Stellar Group17419
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
-0- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Camp Le'eune Onslow Countv
I S.
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
i 0 1
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION 8 RECOVERY
w
RQD% — • REC.% —
C
o
p
T�
BOTTOMOF CASING LOSS OF CIRCULATION �1
zp
20% 40% 6 % 8 % 10 %
a
d
a
O
SURFACE ELEVATION
a
3
® STANDARD PENETRATION
BLOWS/FT
a
p
p
3 w
m
0 20 30 40 60.
To soll Depth 6"
Very Loose, Tan -Brown, Silty, Fine SAND, (SM)
1 i
S-1
SS
18
18
'.I.',
1 3 '•
2 i
Medium Dense, Tan to Gray, Fine SAND, (SP)
3 i
S-2
SS
18
18
5 11
6
5
5
S-3
SS
18
18
_
8 2
12
Very Loose, Gray, Clayey, Fine SAND, (SC)
WOH
S-4
SS
18
18
WOH
10
7 1 i i
i
i
Very Soft, Gray, CLAY, With Sand, (CH)
WOH
WO�®35.2 I
S-5
SS
18
18
5
WOH
i
i
i
Very Soft to Soft, Black, Sandy CLAY, With
Organics, (CL)
WOH
S-6
SS
18
18
WOH 2
20
2
1
S-7
SS
1 18 1
18
2 4
25
2
'•
END OF BORING @ 25.00'
i
i
so—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=L WL wS❑ WD❑
BORING STARTED 02/20/12
=F WL(SCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
'12 WL 6.40'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING#
SHEET
Stellar Group17419
B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
ut
Wallace Creek Marine Mart
SITE LOCATION
CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Carrip Leieune Onslow Countv
1 z 1 s.
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
o
Z
a
w
a
Z
v
o
a
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOMOFCASING LOSS OF CIRCULATION
Icy
Zp
KW ¢
I-
3 w
p
m
ROCK QUALITY DE SIGNREC.% RECOVERY
20%O% 40% 60%EC. 80% 100%
SURFACE ELEVATION
® STANDARDPENETRATION
BLOWS/FOWSIFT
0 20 30
To Boll Depth 161
Loose, Tan -Brown, Silty, Fine SAND, (SM)
2
S-1
SS
18
18
2 i
3
i
5
4
4 I i
5 �
Loose to Medium Dense, Tan, Fine SAND, (SP)I
S-2
SS
18
18
�
fi �
S-3
SS
18
18
=
11 21
10
WOH
Very Loose, Gray, Clayey, Fine SAND, (SC)
S-4
SS
18
18
WO
10
0
WOHVON
i
i !
'•
i
Very Soft, Gray, CLAY, With Sand, (CL)
WON
S-5[SS
18
18
w0
15
WOH
i
i
i
i
WOH '
WO
S-6
SS
18
18
20
WOH
Firm, Black, Sandy CLAY, With Organics, (CL)
4
S-7
SS
18
18
2
25
3
i
i
i
I
I
I
END OF BORING @ 25.00'
30
i I i i i
i i i I i
i i i i i
7HE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITU THE TRANSITION MAY BE GRADUAL,
Q WL WS❑ WOO
BORING STARTED 02/20/12
SE WL(BCR) $ WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
Q WL 6.70'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING#
SHEET
-
Stellar Group
17419
B-6
1 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
-Q- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow Countv
1 2 4 5t
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
®�
C
li
0
z
J
a
W
h
Q
o
WJ
.
W
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
N
�j ZO
¢
¢
3 w
m
ROCK LITY OE SIGN REC.% RECOVERY
ROD% — - REC.%
20% 40% fi0% e0% 10
® STANDARD PENETRATION
BLOWS/Fr
10 20 30 40 5.
SURFACE ELEVATION
Topsoil Depth 8"
Loose, Brown, Silty, Fine SAND, (SM)
I
2
S-1
SS
18
18
3
5
8
5
Medium Dense, Tan to Gray, Fine SAND, (SP)
5
S-2
SS
18
18
6
6
12: '
lj;
5
7
T
14
S-3
SS
18
18
10
woH
WON
1
'
1
Very Soft, Gray to Dark Gray, CLAY, With
Sand, (CL)
s-a
ss
18
16
WOH
15
S-5
SS
18
18
WO
WOH
WOH
i
20
S-6
SS
18
18
WO
WOH
i
i
i
i
j
Very Loose, Dark Brown, Clayey, Fine Sand,
With Organics, (SC)
1
Y5
S-7
SS
18
18
1
9
1
Loose, Gray -Brown, Silty, Fine SAND, (SM)
Medium Dense to Very Loose, Gray, Fine to
Medium SAND, (SP)
30
74
2
S-8
SS
18
18
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
= WL 12.90' WS❑ WD❑
BORING STARTED 02/21/12
=E WL(SCR) Y WL(ACR)
BORING COMPLETED 02/21/12
CAVE IN DEPTH
WL
RIG 456 ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB$
BORING
SHEET
Stellar Group
17419
I B-6
2 OF 2$1
PROJECT NAME
ARCHITECT -ENGINEER
I�
Wallace Creek Marine Mart
SITE LOCATION
.-0, CALIBRATED PENETROMETER
TONsn,T2
Birch Ave Cam Le'eune Onslow County
1 2 5.
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
2^
DESCRIPTION OF MATERIAL ENGLISH UNITS
i A _1
ROCK QUALITY DESIGNATION 8 RECOVERY
c
I�
ROD% REG.%
�-
Z
o
K
BOTTOM OF CASING LOSS OF CIRCULATION �
Z
20% 40% 60% BO% 100%
O
<
jp
00
SURFACE ELEVATION
® STANDARD PENETRATION
BLOWS/FT
wo
<
3 w
m
1p 20 3 4 50.
I
i
I
i
i
S-9
SS
18
18
2
35
2
i
i
:
i
Medium Dense, Gray, Fine to Coarse SAND,ii.',!
With Silt, With Cemented Layers, (SP-SM)
ij4sI1;
1ilsu'
5
i ;
5-10
SS
18
18
rc ,.
10
21.8-6 21 + i
40
caul
1
i
iea'tu
;nlgll;
I;�IIr
i
5-11
SS
18
18
If..l•ell:
IGLf„
nsu•
4
s
.15 i
45
li?tF.Ui
7:•*l,
S
I
Ikiv
T.IAII'
i
i
!
1 I
Dense, Gray, Weathered Limestone, (WR)
S
'
5-12
SS
18
18
0
41
50
35
1
END OF BORING @ 50.00'
i
55
i
i
i I
i
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
SZ WL 12.90' WS❑ WD❑
BORING STARTED 02/21/12
WL(BCR) $ WL(ACR)
BORING COMPLETED 02/21/12
CAVEINDEPTH
4' WL
RIG 45B AN FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING#
SHEET
Stellar Group
17419
B-7
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
.-a- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow County
1 2 45.
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
C
Z
p
z
a
y
w
a
o
El
Y�
O
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
o
W¢
<
3 w
3
O
m10
1
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% REC.8
20% 40% fi0% 80% 10 %
® STANDARD PENETRATION
BLOWS/FT
20 30 40 50+
SURFACE ELEVATION
,Topsoil Depth 6"
Loose, Tan -Brown to Tan -Orange, Silty, Fine
SAND, (SM)
1
a
S-1
SS
18
18
3
3
8-2
SS
18
18
3
7 j
5
4
g
Loose to Very Loose, Gray, Clayey, Fine
SAND, (SC)
5-3
SS
18
18
2
WOH
S-4
SS
18
18
WOH
1
10
i '
i
i
END OF BORING @ 10.00'
15
20
i
i
25
i
i
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL Wso WD❑
BORING STARTED 02/20/12
]z WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH @5.40'
= WL
RIG 45B ATV FOREMAN BF
DRILLINGMETHOD Mud Rotary

CLIENT
JOB#
BORINGp
SHEET
Stellar
17419
B-8
1 OF 1
PROJECT NAME
NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
�—
SITE LOCATION
-Q- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Camp Le'eune Onslow County
2 s,
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
I
DESCRIPTION OF MATERIAL ENGLISH UNITS
' 6 i
ROCK QUALITY DESIGNATION 8 RECOVERY
w
o
i
BOTTOM OF CASING ID LOSS OF CIRCULATION
RQD% % REC.%
20% 4080% 80% 10 %
Z
rc
Z
SURFACE ELEVATION
® STANDARD PENETRATION
Z
aIn
d
wJ
a
Q
g a
r0
p
Q
110�
Q
BLOWS/FT
in 20 30 sn.
To soil Depth 6"
`• ' I
Loose, Gray, Clayey, Fine SAND, (SC)
SS
18
18
2
!+
3
i
Loose, Tan, Silty, Fine SAND, (SM)
-
SS
1B
18
2
5
3Medium
Is
Dense, Gray, Fine SAND, (SP)
SS
18
18
s
B
i 17
9
!
j
Very Loose, Gray, Silty, Fine SAND, (SM)
S-4
SS
18
18
3
2
10
24
END OF BORING @ 10.00'
'
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i
15
� !
i
20
!
i
25
i
I
I
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30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SFrU THE TRANSITION MAYBE GRADUAL.
R WL WS❑ WD❑
BORING STARTED 02/20/12
Q WL(BCR) $ WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH @ 5.20'
s' WL
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

hem
ttr6ia� LoAK®LONAZZ9 LLV "Setting the Standard for Service"
Geote Chnical • COn Struction Materials • Envll'L7nmental - Racil hies NC Registered Enpineedng Firm F-1070
March 9, 2012
Mr. TimonthyA. Focht, P.E.
Stellar Group
2900 Hartley Road
Jacksonville, Florida 32257
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
Dear Mr. Focht:
As authorized by your acceptance of our proposal number 15534R, dated January 30,
2012, 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
A/
+ Micah F. Hatch, E.I.
Project Manager
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
V 4" W< < "O�� ..
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 022983
72,11 Ogden Business Park, Suite 201, Wilmington, NC 284,11 • I: 910-686-9114 • P: 910-686-9666 • www.ecslilnited.com
ECS Capitol Services, PLLC • ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, t-LC • ECS Mid-Allanlic, LI-C • ECS Southeast, LLC • ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
WALLACE CREEK MARINE MART
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MR. TIMONTHY A. FOCHT, P.E.
STELLAR GROUP
2900 HARTLEY ROAD
JACKSONVILLE, FLORIDA 32257
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.17419
FIRM NO. F-1087
WINSLOW E. GOINS P.E.
�\� ICIAI?0'111i
E A L
SC �W v-
NC L16iNSE41O. 033751
MARCH 9, 2012

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 Test Borings.....................................................................................................3
3.2 Laboratory Testing Program............................................................................................3
4.0 EXPLORATION RESULTS...................................................................................................4
4.1 Site Conditions................................................................................................................4
4.2 Regional Geology............................................................................................................4
4.3 Soil Conditions.................................................................................................................4
4.4 Groundwater Conditions.................................................................................0................5
4.5 Laboratory Test Results.................................................................................4.................5
5.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1
Subgrade Preparation......................................................................................................6
5.2
Engineered Fill Placement...............................................................................................6
5.3
Foundations Design.........................................................................................................8
5.4
Floor Slab Design............................................................................................................8
5.5
Seismic Site Class Determination and Liquefaction Potential..........................................9
5.6
Lateral Earth Pressures... ..............................................................................................
10
5.7
Pavement Recommendations........................................................................................11
5.8
Site Drainage.................................................................................................................12
5.9
Construction Considerations..........................................................................................12
6.0 CLOSING...........................................................................................................................13
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-SPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-LABROTORY TEST RESULTS
APPENDIX D-GENERAL CONDITIONS
APPENDIX E-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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 Birch Street and McHugh Boulevard
on MCB Camp Lejeune, North Carolina. At the time of our exploration, the proposed site was'
heavily wooded and relatively level.
ECS understands that a one-story commercial/retail building and fuel island canopy will be
constructed at the site. The building structure will include masonry walls, structural steel roof,
structural steel columns and cast -in -place slab. The anticipated maximum column loads for the
structure will be 60 kips. The anticipated maximum wall load is 4 kips per foot. The estimated
slab load is 125 pounds per square foot (psf). Site grades are anticipated to be raised one foot.
The exterior pavements may consist of flexible and rigid pavement sections for both standard and
heavy duty traffic.
Approximately 6 to 8 inches of organic topsoil was reported by the drillers at the borings
locations. Beneath the surface to depths of 7 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sands
(SM, SP-SM, SC, SP). From 7 feet to depths of 25 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sands
(SM, SP-SM, SC, SP) and very soft to firm sandy clays and clays (CL, CH). A layer containing
organics was encountered at depths of approximately 17 feet in borings B-2 and B-4, and at
depths of approximately 22 feet in borings B-5 and B-6. In boring B-6, from a depth of 25 feet
to a depth of approximately 50 feet, the test boring typically encountered intermittent layers of
very loose to medium dense silty, slightly silty, and clean sands (SM, SP-SM, SP) and
weathered limestone.
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 the final
building location 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:
Micah F. Hatch, E.I. Winslow E. Goins, P.E.
Project Manager Project Engineer
Walid M. Sobh, P.E.
Principal Engineer

Report of Subsurface Exploration and Geotechnlcal Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Leisure, North Carolina
ECS Project No.: 22.17419
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed development is based upon our discussions with
representatives of Stellar Group, Inc. and a review of the site plan provided to ECS by Stellar
Group, Inc. The proposed site is located at the intersection of Birch Street and McHugh
Boulevard on MCB Camp Lejeune, North Carolina. At the time of our exploration, the proposed
site was heavily wooded and relatively level.
ECS understands that a one-story commercial/retail building and fuel island canopy will be
constructed at the site. The building structure will include masonry walls, structural steel roof,
structural steel columns and cast -in -place slab. The anticipated maximum column loads for the
structure will be 60 kips. The anticipated maximum wall load is 4 kips per foot. The estimated
slab load is 125 pounds per square foot (psf). Site grades are anticipated to be raised one foot.
The exterior pavements may consist of flexible and rigid pavement sections for both standard and
heavy duty traffic.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of
• eight soil test borings,
• visual examination of the samples obtained during our field exploration,
• 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,
• 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
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The eight 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.
3.2 Laboratory Testing 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), grain size analyses (ASTM D 1140), organic
content determinations (ASTM D 2974), and modified Proctor test (ASTM D 1557).
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 exploration 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
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located at the intersection of Birch Street and McHugh Boulevard on MCB
Camp Lejeune, North Carolina. At the time of our exploration, the proposed site was heavily
wooded and relatively level.
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 6 to 8 inches of organic topsoil was reported by the drillers
at the borings locations. Beneath the surface to depths of 7 feet, the test borings typically
encountered intermittent layers of very loose to medium dense silty, slightly silty, clayey and
clean sands (SM, SP-SM, SC, SP). Standard penetration test resistances (N-values) in these
soils" generally ranged from 3 to 21 blows per foot (bpf).
From 7 feet to depths of 25 feet, the test borings typically encountered intermittent layers of
very loose to medium dense silty, slightly silty, clayey and clean sands (SM, SP-SM, SC, SP)
and very soft to firm sandy clays and clays (CL, CH). A layer containing organics was
encountered at depths of approximately 17 feet in borings B-2 and B-4, and at depths of
approximately 22 feet in borings B-5 and B-6. Standard penetration test resistances (N-values)
in these soils generally ranged from W.O.H. (Weight of Hammer) to 15 bpf.
In boring B-6, from a depth of 25 feet to a depth of approximately 50 feet, the test boring
typically encountered intermittent layers of very loose to medium dense silty, slightly silty, and
clean sands (SM, SP-SM, SP) and weathered limestone. Standard penetration test resistances
(N-values) in these soils generally ranged from 4 to 41 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the test borings. The SPT Boring Logs 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 SPT Boring Logs represent approximate
boundaries between material types and the actual transition between strata is expected to be
gradual.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
4.4 Groundwater Conditions
Groundwater observations were made at approximately 24 hours after the completion of the
drilling operations in the boring locations. Furthermore, visual observations of the samples
retrieved during drilling exploration were used in evaluating the groundwater conditions. The
groundwater depths were observed to range from 6.4 to 12.9 feet below the existing grade
approximately 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 8.1 to 55.2 percent.
The grain size analyses of the tested samples indicated that the tested materials had 6.9 and
21.8 percent fines passing the number 200 sieve.
The Atterberg limits analysis of the tested samples indicated liquid limits of 21 (both samples),
plastic limits of 44 and 52 and plasticity indices of 23 and 31.
The organic content determinations of the tested samples indicated organic content of 7.5 and
26.2 percent.
The modified Proctor test of the bulk sample resulted in a maximum dry density of
approximately 119.4 and an optimum moisture content of 12.2 percent.
Specific laboratory test results are provided in the Laboratory Testing Summary and in
Appendix C of this report.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Leisure, North Carolina
ECS Project No.: 22.17419
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 Subgrade Preparation
The first step in preparing the. site for the proposed construction should be to remove
vegetation, rootmat, topsoil, deleterious materials, existing pavement, foundations, utilities, 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, loose and yielding areas should be identified by
proofrolling the exposed subgrades, if site and subsurface conditions allow, with an approved
piece of equipment, such as a loaded dump truck, having a single -axle weight of at least 10
tons. 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 marginally 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 unsuitable materials
have been removed and that the prepared subgrade is suitable for support of the proposed
construction and/or fills.
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. 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 (LL) and Plasticity
Index (PI) less than 35 and 9, respectively. We also recommend that fills within structural areas
have a modified Proctor (ASTM D 1557) maximum dry density of at least 100 pounds per cubic
foot (pcf).

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). 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.
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 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, MIL) 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.
Grade controls should also be maintained throughout the filling operations. 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. 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, 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.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.3 Foundation Desian
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 final site
design grades are determined.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
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
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 1/2 of the anticipated total settlement. This evaluation is based on our
engineering experience and the provided structural loadings, and is intended to aid the
structural engineer with his design.
5.4 Floor Slab Desicln
Provided 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.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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
North Carolina has adopted (with State amendments) the 2009 Edition of the International
Building Code (IBC 2009), and the IBC 2009 requires that a seismic Site Class be assigned for
new structures. The method for determining the Site Class is presented in Section 1613.5.5 of
the IBC 2009. The seismic Site Class is typically determined by a calculating a weighted
average of N-values from standard penetration testing in conventional soil test borings,
undrained shear strengths, or the shear wave velocities of the materials in the upper 100 feet of
the site. According to the IBC 2009, a seismic Site Class "E" may be used for this site based
upon a weighted average N-value of 7.6.
Based on the USGS Seismic Hazard Curves and the IBC 2009, for a seismic site class "E" at
latitude 34.676' and longitude-77.353°, the Scs value is 0.331 and the Sol value is 0.174. The
seismic design category depends on the occupancy group of the building and should be
determined by the structural engineer.
The soils encountered in the borings were evaluated for liquefaction potential using simplified
procedures developed by Seed and Idriss. For the analysis, the peak ground acceleration was
assumed in accordance with IBC 2000 Section 1803.5.12 to be Sos/2.5 in the absence of a site
specific seismic study. The liquefaction potential for this site is low.
0

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.6 Lateral Earth Pressures
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:
Coefficient
Coefficient
Coefficient
of Active
of Passive
of At Rest
Effective Unit
Depth
Earth
Earth
Earth
Friction
Cohesion
Weight (pcf)
(ft)
Pressure,
Pressure,
Pressure,
Angle
(psf)
(below water
Ka
KP
Ko
table)
0-7
0.29
3.39
0.45
33
0
110
(47.6)
7-22
200
42.6
22-25
0.32
3.12
0.48
31
0
42.6
These recommendations have assumed no surcharge loads. The recommended coefficient of
friction is 0.25 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 hydrostatic 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.
M]

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.7 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.
ECS recommends a light duty, flexible pavement section of 2 inches of surface SF9.5 mix
overlying 6 inches of compacted ABC stone in the parking and road areas. For a heavy duty,
flexible pavement section, ECS recommends 3 inches of surface SF9.5 mix overlying 6 inches
of compacted ABC stone in the parking and road areas. For a light duty or heavy duty, rigid
pavement section, we recommend 6 inches of 650 psi flexible strength concrete overlying 4
inches of compacted ABC stone in the road areas.
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.
5.8 Site Drainage
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.
11

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
5.9 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.
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Wallace Creek Marine Mart
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.17419
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.
13

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'� � 9�-'+� �d�"� �t,.'`� ��-� >.�i �•. � 25 SP � ` .�� m�' � ' � �__� ,.xis"� � �_
„y;' �, � '�� m. ' . � � �i„• �.� � °iy� � ,�"a'. 10' SPT 7 _ � " '` H
4 v S
ENGINEER DRAFTING
k h'rc °•ITjsA�W E Y�.r r r ^1'- r A9 �".�'' is �h ``35
WEG MFH
SCALE
t t.,''t''`" NTS
PROJECT
DENOTES APPROXIMATE No. 22-17419
h
I
_
LOCATION OF SOIL TEST BORING `y h �4 SHEET 1 of 1
s ¢, � f p
—4_'_ b'a W'a ` "`'M� "W"k*� � i`F ry z a� a ... i5,rr ATE
3/9/2012

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
A
8z
0
v e o
o
•o z
GW
Well -graded gravels and gravel-
C" = D6D/Dl0 Greater than 4
sand mixtures, little or no fines
0
C, = (D3o)2/(DIoxD60) Between 1 and 3
GP
Poorly graded grovels and gravel -
to
-
w
Not meeting both criteria for GW
sand mixtures, little or no fines
0
h h o
GM
Silty gravels, gravel -sand -silt
eoD
3 V
" °'
Atterberg limits plot below "A" line or
mixtures
chid
0
plasticity index less than 4
GC
Clayey gavels, gravel -sand -clay
y
Atterberg limits plot above "A" line
mixtures
•�
and plasticity index greater than 7
u U
SW
Well -graded sands and gravelly
°o
M c
Ca= D6U/DIo Greater than 6
sands, little or no fines
o
Ca = (D30)2/(DIoxD60) Between I and 3
SP
Poorly graded sands and gravelly
�`A^,
O N
zz;
� � z
Not meeting both criteria for SW
sands, little or no fines
a,
N
Atterberg limits plot below "A" line or
SM
Silty sands, sand -silt mixtures
8
plasticity index less than 4
SC
Clayey sands, sand -clay, mixtures
o
Atterberg limits plot above "A" line
and plasticity index greater than 7
ML
Inorganic silts, very fine sands,
Notc:U-aae rcpramEa opprodmeta upW limn of ll. and PI mmblmlioD,
rock flour, silty or clayey fine
for lmWal mils(empircally dcicrmin4, ASTM-D2487.
sands
CL Inorganic clays of low to medium
w
plasticity, gravelly clays, sandy
- w
clays, silty clays, lean clays
E(
OL Organic silts and organic silty
clays of ]ow plasticity
Fw
„
5b
n
MH Inorganic silts, micaceous or
diatomaceous fine sands or silts,
30
elastic silts
to
CH Inorganic clays of high plasticiti
■■■■■■ER-M..
■■■■■..MOR,
■.■■■.M.NO.
■■■■.MMIMPI,.■
. .■..O.,.ZI
NONE lMEMNON
I..®:....■.■
y
fat clays l o to x m w w w ro a w Im Ilo
LIQUID LIMIT, LL
OH Organic clays of medium to high Plasticity chart for the classification of fine-grained soils.
plasticity Tests made on fraction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
UNIFIED SOIL
CLASSIFICATION
SYSTEM
y
fat clays l o to x m w w w ro a w Im Ilo
LIQUID LIMIT, LL
OH Organic clays of medium to high Plasticity chart for the classification of fine-grained soils.
plasticity Tests made on fraction finer than No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
UNIFIED SOIL
CLASSIFICATION
SYSTEM

REFERENCE NOTES FOR BORING LOGS
I. Drilling and Sampling Symbols:
SS:
Split Spoon Sampler
RB:
Rock Bit Drilling
ST:
Shelby Tube Sampler
BS:
Bulk Sample of Cuttings
RC:
Rock Core; NX, BX, AX
PA:
Power Auger (no sample)
PM:
Pressuremeter
HSA:
Hollow Stem Auger
DC:
Dutch Cone Penetrometer
WS:
Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a
2 inch O.D. split spoon sample, as specified in ASTM D-1586. The blow count is commonly referred to as
the N value.
H. Correlation of Penetration Resistances to Soil Properties:
Relative Density of Cohesionless Soils
Consistency of Cohesive Soils
SPT-N
Relative Densi[v
SPT-N
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
3-4
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9 - 15
Stiff
51 or more
Very Dense
16 - 30
Very Stiff
31 - 50
Hard
50 or more
Very Hard
M. Unified Soil Classification Symbols:
GP:
Poorly Graded Gravel
ML:
Low Plasticity Silts
GW:
Well Graded Gravel
ME:
High Plasticity Silts
GM:
Silty Gravel
CL:
Low Plasticity Clays
GC:
Clayey Gravel
CH:
High Plasticity Clays
SP:
Poorly Graded Sands
OL:
Low Plasticity Organics
SW:
Well Graded Sands
OR
High Plasticity Organics
SM:
Silty Sands
CL - ML:
Dual Classification (Typical)
SC:
Clayey Sands
W. Water Level Measurement Symbols:
WL:
Water Level
BCR:
Before Casing Removal
WS:
While Sampling
ACR:
After Casing Removal
WD:
While Drilling
WCI:
Wet Cave In
DCI:
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when auguring, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.
SK
awv¢avwae

CLIENT
JOB#
BORING#
SHEET
Stellar Group17419
6-1
1 OF 1
ffr
PROJECT NAME
ARGHITECT-ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
-(D- CALIBRATED PENETROMETER
TONSlFT2
Birch Ave Cam Le'eune Onslow County
4 5+
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
?
DESCRIPTION OF MATERIAL ENGLISH UNITS
ISM
ROCK QUALITY DESIGNATION 8 RECOVERY
W
F
F
E
RQD% I'll —
Z
o
BOTTOM OF CASING LOSS OF CIRCULATION
ZO
20% 40% 8 % 80% 10 %
���JJJ
70
W
g
O
SURFACE ELEVATION
O$
STANDARD PENETRATION
BLOWSlFT
OW
N
N
ILL
n
3 W
m
0 20 30 40 50+
,Topsoil Depth 6"
'
3
i
Loose, Tan -Brown, Silty, Fine SAND, (SM)
S-1
SS
18
18
3
8 '
i
6
Medlum Dense to Loose, Tan, Silty, Fine
S-2
SS
18
18
SAND, (SM)
�
® 14 i
5
T
5
�
S-3
SS
18
18
5
7 i
Very Soft, Gray, Sandy CLAY, (CL)
2
i
WOH
i
S-4
SS
18
18
—
woH
i ' '•
10
i
i
I
Very Loose to Loose, Gray, Fine SAND, With
"P.. ,:
Silt, (Sp-SM) lni�ili:
jrisn•,
2
j
I
S-5
SS
18
18
'h`I`
In::'%Il
_'
2
i I
15
I'i4F�J'.
man is
i
19iff.U:
rccn,
IRAs
I
4
S-6
SS
18
18
mmm
5
15:t1:1
J:
4
zo
i�ic%H:
i
IN
{.
i
Soft, Gray, CLAY, With Sand, (CL)
S-7
SS
18
18
1
3 i
25
2
? i
END OF BORING @ 25.00'
j
30
i I i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITU THE TRANSITION MAY BE GRADUAL.
S2 WL wi WD❑
BORING STARTED 02/20/12
SZ WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
YL WL 8.90'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING
SHEET
Stellar Group17419
B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
++.
SITE LOCATION
CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow Countv
1 2 4 5.
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT %
®�
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION 8 RECOVERY
m
Z
E
RQD% REC.%
Z
o
BOTTOM OF CASING LOSS OF CIRCULATION
ZO
20% 40% 60% 80% 10 %
® STANDARD PENETRATION
W
G
3
w
Q
Q
S
W
SURFACE ELEVATION
<
O
BLOWS/FT
a
m
m
h
m
3 W
m
10 20 30 40 50.
—Topsoil Depth 6"
Loose, Tan -Brown, Silty, Fine SAND, (SM)
3
S-1
SS
18
18
3
6
Medium Dense to Loose, Tan, Fine SAND, With
s-2
Ss
18
18
slit, (Sp-SM)
ur ,.
{F;j:
61
8
18
5
Ixmu
3
i
S-3
SS
18
18
4.vF)1;
4
Very Soft, Gray, Sandy CLAY, (CL)
1
I
S-4
SS
18
18
WO
10
WOH
Very Loose, Gray, Fine SAND, (SP)
i
2
5-5
SS
18
18
2
4 1 1
15
2
Very Loose, Dark Gray and Brown, Clayey,
Fine SAND, With Organics, (SC)
'
2
S-6
SS
18
18FBI
2
3 i
20
i
7
S-7
SS
18
18
1
2 i
END OF BORING @ 25.00'
i
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WDO
BORING STARTED 02/20/12
WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
'S2 WL 10.60'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB 7!
BORING N
SHEET
Stellar Group
17419 j
13-3
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
�- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Carrip Le'eune Onslow Count
2 4 6.
PLASTIC WATER LIQUID
LIMIT CONTENT LIMIT%
DESCRIPTION OF MATERIAL ENGLISH UNITS
�e—�
ROCK QUALITY DESIGNATIONEc.% RECOVERY
yyy pp
z
BOTTOMOFCASING LOSS OF CIRCULATION
Z %D% 40% 8 %gEC 80% 10 %
SURFACE ELEVATION
® STANDARD PENETRATION
BLOWS/FT
g
>T�
U
Q
to
;
o
4
r�i
O
10 20 30 40 50.
Topsoil Depth 8"
'
Loose, Tan -Brown, Silly, Fine SAND, (SM)
S-1
SS
18
18
1
2 ' i
3 i
S-2
SS
18
18
3 6
5
3
Medium Dense, Tan, Fine SAND, (SP)
8
S-3
SS
18
18
8 12. j
I I
Very Loose, Gray, Clayey, Fine SAND, (SC)
N
VON
WOH
S 44
SS
18
18
WOH 1
to —
i
Very Soft, Gray to Dark Gray, CLAY, With
Sand,(CL)
j
I
WOH
S-5
SS
18
18
WO I
15
WOH
i
i
i
i
i
S-6
SS
18
18
WOH '
20
WOH
Medium Dense, Gray -Brown, Fine to Medium laiif
1:
SAND, With Silt, (SP-SM) 19:et)7,
MIX".
)
{oitfil:
to
17
S-7
SS
18
18
7
25
IMit.
1:
8 j
END OF BORING @ 25.00'
i
: : i
I I I
30
f i I I i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
'Q WL wso WD❑
BORING STARTED 02/20/12
WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
'II WL 7.30'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB i!
BORINGN
SHEET
Stellar Group
17419 I
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
.-Q- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow Countv
2 5
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
C
t�
Qd
Z
W.
5
d
i
0
DESCRIPTION OF MATERIAL ENGLISH UNITS®�
BOTTOMOFCASING LOSS OF CIRCULATION
ZO
,�,�,,,� Q
a
m
ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% REC.% —
20% 4 % 60% S % 10 %
® STANDARD PENETRATION
0 BLO oS/FT 40 +
SURFACE ELEVATION
Topsoil Depth 6"
Very Loose, Tan -Brown, Silly, Fine SAND, (SM)
1
S-1
SS
18
18
ili':
1 3
2
i
B
Medium Dense, Tan to Gray, Fine SAND, (SP)
5
S-2
SS
18
18
5 11.
6
5 �
S-3
SS
18
18
_
8 2
12
WOH
Very Loose, Gray, Clayey, Fine SAND, (SC)
S-4
SS
18
18
WOH
0
1
Very Soft, Gray, CLAY, With Sand, (CH)
WOH i
we 10-35.2
S-5
SS
18
18
15
WOH
i
Very Soft to Soft, Black, Sandy CLAY, With
Organics, (CL)
WON
S-6
SS
18
18
WON 2
20
2
i
i
i
i
i
1
S-7
�SS
18
18
2 4
25
2
i
i i i i i
END OF BORING @ 25.00'
30
'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
=L WL ws0 WD❑
BORING STARTED 02/20/12
=E WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
Q WL 6.40'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING
SHEET
Stellar Group
17419 I
B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
SITE LOCATION
-C> CALIBRATED PENETROMETER
TONstFr2
Birch Ave Camp Le'eune Onslow County
1 2 s+
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
g
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY
w
F
z^
ROD% REC.% 10
C
O
N
&
BOTTOM OF CASING LOSS OF CIRCULATION
o
20% 4080% 8(1% 100%
%
(2)STANDABLOWSIFT RD RATION
a
J
udF7 ?
O
SURFACE ELEVATION
W
10 20 30 40 50+
,Topsoil Depth 6"
i
Loose, Tan -Brown, Silty, Fine SAND, (SM)
2
S-1
SS
18
18
2 i
3
i
!
Loose to Medium Dense, Tan, Fine SAND, (SP)
4
S-2
SS
18
18
4
5 j
5
i
6 !
S-3
SS
18
18
—_
11 21 i
10
Very Loose, Gray, Clayey, Fine SAND, (SC)
WOH
S-4
SS
18
18
WO
0
WOH 0
i
i
Very Soft, Gray, CLAY, With Sand, (CL)
WOH
S-5
SS
18
18
wo
15
woH
I i
:
i
I
:
INCH j
S-6
SS
18
18
wo 0-�4.9
20
woH
I
i
Firm, Black, Sandy CLAY, With Organics, (CL)
4
S-7
SS
18
18
2
25
3
END OF BORING @ 25.00'
i
i I
i
30
i i i i j
i i I I j
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL ws0 WD❑
BORING STARTED 02/20/12
3z WL(SCR) $ WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH
'12 WL 6.70'
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING#
SHEET
Stellar Group
17419 I
B-6
1 OF'
PROJECT NAME
ARCHITECT -ENGINEER
2P
Wallace Creek Marine Mart
W
SITE LOCATION
-Q- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Canno Le'eune Onslow County
1 2 4 5.
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
®�
C
w
O
i
%
m
Z
r
o
N
O
a�
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
m
p
¢
a
5•
O
m
ROCK QUALITY DE SIGN REC,% RECOVERY
20%D% 40% - 60%REC. 80%10
® STANDARD PENETRATION
BLOWS/FT
10 20 30 40 5.
SURFACE ELEVATION
Topsoil Depth 8"
'
Loose, Brown, Silty, Fine SAND, (SM)
1
2
S-1
SS
18
18
{I'
3 8
5
'
5
Medium Dense, Tan to Gray, Fine SAND, (SP)
5
S-2
SS
18
18
a 12:
B
5 �
S-3
SS
18
18
7 1i4
7
WDH
woH 1
Very Soft, Gray to Dark Gray, CLAY, With
Sand, (CL)
S-4
SS
18
18
10
WOH
S-5
SS
18
18
WO
15
WOH
i
WOH
S-6
SS
18
18
WD '
20
WON
Very Loose, Dark Brown, Clayey, Fine Sand,
With Organics, (SC)
1
S-7
SS
18
18
1 1
Loose, Gray -Brown, Silty, Fine SAND, (SM)
P5
D
Medium Dense to Very Loose, Gray, Fine to
Medium SAND, (SP)
i
i
7
14 2
S-8
SS
18
18
30
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
Q WL 12.90- Ws WD❑
BORING STARTED 02/21/12
WL(BCR) JE WL(ACR)
BORING COMPLETED 02/21/12
CAVE IN DEPTH
4 WL
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB
BORING#
SHEET
Stellar Group17419
B-6
2 OF 2
".0
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart
,.
SITE LOCATION
-(:I- CALIBRATED PENETROMETER
TONSIFT2
Birch Ave Carrip Le'eune Onslow County
1 5.
PLASTIC WATER LIQUID
LIMIT CONTENT % LIMIT %
F
DESCRIPTION OF MATERIAL ENGLISH UNITB
0 1
ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% REC.% -
�-
Z
o
BOTTOM OF CASING 30 LOSS OF CIRCULATIONr]
20% 40% 60% 80% 100%
OW
SURFACE ELEVATION
® STANDABOOWS//RATION
wo
N
10 20 30 40 6+
i
3
i
i
S-9
SS
18
18
2
q i
35
2
i
I
i
i
i
Medium Dense, Gray, Fine to Coarse SAND,
i
With Slit, With Cemented Layers, (SP-SM)
.": O
� ::fl;:
•.
i7i4fl{:
rain•
5
. i I
5-10
SS
18
18
I .:a)
10
21.8-0 21
40
1;{IF
is
i
(e:rtil
w; 1pu:
I
i
I
:arw
Itifh.
li
i i �
I/,all
4
5-11
SS
18
18
Imr,.nr
zra;u
6
115
45
lyiarlli
lie411:
9
i
:%i'dl:
Off
i
Dense, Gray, Weathered Limestone, (WR)
8
S-12
SS
18
18
8
41
50
35
END OF BORING @ 50.00'
I
I
55
j
i
i
i
j
i I
i
60
i i i i i
i i i i i
i i i I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
R WL 12.90' WS❑ WD❑
BORING STARTED 02/21/12
4 WL(BCR) Y WL(ACR)
BORING COMPLETED 02/21/12
CAVE IN DEPTH
f WL
RIG 45B AN FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOBH
BORING
SHEET
Stellar Group17419
I B-7
1 OF 1
rn
PROJECT NAME
ARCHITECT -ENGINEER
Wallace Creek Marine Mart5—ujw
SITE LOCATION
CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Camp Le eune Onslow Count
z 5
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
Z
a
m
w
a
i
F
o
a
Q
O
K
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION �
Ey
z0
w ¢
<
3 w
3
0
m
ROCK QUALITY DESIGNATION &RECOVERY
RQD% REC.%
2 % 40 % 60% % 10 %
SURFACE ELEVATION
® STANDARD PENETRATION
BLOWS/Fr
p 0 50+
_Topsoil Depth 6"
Loose, Tan -Brown to Tan -Orange, Silty, Fine
SAND, (SM)
1
a
S-1
Ss
18
18
3
i
i II
3
S-2
SS
18
18
3
7
5
4
4
3
Loose to Very Loose, Gray, Clayey, Fine
SAND, (SC)
S-3
SS
18
18
2
i
WOH
S-4
SS
18
18
WOH
1
0
1
i
i
i
END OF BORING @ 10.00'
15
20
j
i
25
i
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL wso WOO
BORING STARTED 02/20/12
WL(BCR) Y WL(ACR)
BORING COMPLETED 02/20/12
CAVE IN DEPTH @ 5.40'
1`—Z WL
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB#
BORING#
SHEET
Stellar Grou
17419
B-8
1 OF 1
PROJECT NAME
ARCHITECT-ENGINEERUC
Wallace Creek Marine Mart
„
SITE LOCATION
-Q- CALIBRATED PENETROMETER
TONS/FT2
Birch Ave Cam Le'eune Onslow County
1 z 4 5t
PLASTIC WATER LIQUID
LIMIT CONTENT% LIMIT%
?
DESCRIPTION OF MATERIAL ENGLISH UNITS
L- ® i
ROCK QUALITY DESIGNATION 8 ftECOVERV
c
RQD% — - REC.% --
E
Ci
o
BOTTOM OF CASING 3D LOSS OF CIRCULATION 2
z
20% 40% 60% 80% 10 %
SURFACE ELEVATION
RD PENET
® STANDABLOWS/FT�TION
w
¢
O
O
O
iy
20
To soli Depth 6"
!
Loose, Gray, Clayey, Fine SAND, (SC)
S-1
SS
18
18
1
2
i I
3
IS-2
Loose, Tan, Silty, Fine SAND, (SM)
SS
18
18
2
2
5
5
3
i
Medium Dense, Gray, Fine SAND, (SP)
S-3
SS
18
18
g
j 17
8
Very Loose, Gray, Silty, Fine SAND, (SM)
,,:;Till
3
S-4
SS
18
18
2
10
2
4 i
END OF BORING @ 10.00'
i 1
I
I i 1
15
i
i
i !
i
!
20
i
i I
i
25
i
i
i I
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITU THE TRANSITION MAY BE GRADUAL.
=Z WL WS❑ wD❑
BORING STARTED 02/20/12
=¢ WL(BCR) Y WL(ACR)
BORING COMPLETED 62/20/12
CAVE IN DEPTH @ 5.20'
Q WL
RIG 45B ATV FOREMAN BF
DRILLING METHOD Mud Rotary

Project Number:
22 - 17419
Project Name: WALLACE CREEK MARINE MART
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: wEG
Principal Engineer: wMs
Date: March 8, 2012
Summary By: WEG
PIPE, Me#
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 Staibilization

Particle Size Distribution Report
100
9C
8C
7L
6C
5C
4C
3C
2C
1C
C
IN
11
�II
E
IN
IN
IN
% +3" coarse Fine Coarse Medium Flne Silt Clay
0.0 0.0 0.0 0.1 0.3 77.8 21.8
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
100.0
#10
99.9
#20
99.8
#40
99.6
#60
97.8
#100
48.5
#200
21.8
Material Description
Tan, Silty, Fine SAND
Atterberq Limits
PL= LL= P1=
Coefficients
D90= 0.2248 D85= 0.2130 D60= 0.1685
D50= 0.1525 D30= 0.1103 D15=
D10= Cu- Cc=
Classification
USCS= AASHTO=
Remarks
F.M =0.53
(no specification provided)
Source of Sample: B-1 Depth: 3.5-5
Sample Number: S-2 Date: 2/29/12
ECS CAROLINAS, LLPMM Client: Stellar Group
C 7211 Ooden Business Park
suila 201 Project: Wallace Creek Marine Mart
WIIminOton, NC 28411
LLP Ph: [phone]
CAR® Fa■: c910) 686-9666 Pro ect No: 17419 Figure
Tested By: KEL

LIQUID ARID PLASTIC LIMITS TEST REPORT.
6
5
0.
40
w
z
30
F
g
a
20
10
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
ECS CAROLINAS, LLP
m 7211 Ogden Business Park
Cllent: Stellar Group
Suite 201
Project: Wallace Creek Marine Mart
WIImInglOn, N 28411
LLP Ph: (810) 686-9C114'
R®Fax: [phone]
ProectNo.: 17419 Figure
0 /
Dashed line indicates flee approximate/
upper limn: boundary for natural sails /
o
/
/
/
/ (a
O�
/
/
/
CL-mL IUIL UI' QL NII-! or UI-!
I
SOIL DATA
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
%
%
®
B-4
S-5
13.5-IS
55.2
21
52
31
� Tested By: KEL

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
B-5 S-6 18.5-20 54.9 21 44 23
o
Tested By:
Tested By:

Particle Size Distribution Report
Of
W
Z
LL
f—
Z
W
U
w
W
ll
°/ +3 Coarse Fine Coarse
0.0 0.0 1.9 0.6
SIEVE
SIZE
PERCENT
FINER
SPEC.'
PERCENT
PASS?
(X=NO)
3/4
100.0
3/8
98.9
#4
98.1
#10
97.5
#20
96.1
#40
85.4
#60
58.6
#100
10.8
#200
6.9
(no specification provided)
Source of Sample: B-6 Depth: 38.5-40
Sample Number: S-10
® ECS CAROLINAS, LLP
C Suite 7211 Ogden Business Park
Su201
Wilmington, 0iNC 28411
LLP Ph: [phone]
cna® Fax: [phone]
edlum Fine
12.1 78.5
Material Description
Gray, Fine to Coarse SAND, With Silt
Atterbero Limits
PL= LL= Pl=
Coefficients
D90=
0.5170
D85= 0.4189
D60= 0.2543
D50=
0.2279
D30= 0.1874
D15= 0.1591
D10=
0.1306
Cu= 1.95
Cc= 1.06
Classification
USCS=
AASHTC=
Remarks
F.M =1.34
Client: Stellar Group
Project: Wallace Creek Marine Mart
Date: 2/29/12
Tested By: KEL

COMPACTION TEST REPORT
Curve No.: B-2, S-1
Project No.: 17419
Project: Wallace Creek Marine Mart
Client: Stellar Group
Source of Sample: B-2
Sample Number: S-1
Remarks:
MATERIAL DESCRIPTION
Description: Grayish Brown, Silty Fine SAND
Classifications - USCS: AASHTO:
Nat. Moist. = Sp.G. = 2,60
Liquid Limit = Plasticity Index =
% < No.200 =
140
130
120
m
NN
70
TEST RESULTS
Maximum dry density = 119.4 pef
Optimum moisture = 12.2
Date: 2/29/12
Water content, %
Figure
ECS Carolinas. LLP
Tested By: CS Checked By: KEL

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
exploration 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 the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, 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 exploration 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 exploration 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 E
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 longer 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 report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet,
entitled General Notes.

,n
A
U.S. ARMY CORPS OF ENGINEERS
4VILmlNGTON DISTRICT
Action Id. SAW-2011-00779 County: Onslow U.S.G.S. Quad: Camp Leieune
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: US Marine Corps; Camp Leieune Agent: Tetr'a',tech'; Inc
Address: Attn: John R. Townson, Director Address: Attn: Brad Schaeffer
Environmental Management Division 285 Ellicott Street
Building 12, Room 245, McHugh Boulevard Buffalo, NY 14203
Camp Leieune; NC 28541
Telephone No.: [phone] Telephone No.: 716-849-9419
Property description
Size (acres) 156
Nearest Waterway New River
USGS HUC 03020302
Location description MCB Camp Leicune
Indicate Which of the Following Apply:
A. Preliminary Determination
Nearest Town Jacksonville
River Basin While Oak
Coordinates N 34.675 W-77.343
Based on preliminary information, there may be wetlands on the above described property. We
strongly suggest you have this property inspected to determine the extent of Department of the Army
(DA) jurisdiction. To be considered final, ajurisdictional determination must be verified by the Corps.
This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
_ There are Navigable Waters of the United States within the above described property subject to the
permit requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water
Act. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed five years from the date of this notification.
There are wetlands on the above described property subject to the permit requirements of Section 404
of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date
of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of.yoitr
property and/or our present workload, the Corps may not be able to accomplish this wetland
delineation in a timely manner. For a more timely delineation, you may wish to obtain a consultant.
To be considered final, any delineation must be verified by the Corps.
The wetland on your property have been delineated and the delineation has been verified by the Corps.
We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all
areas subject to CWAjurisdiction on your property which, provided there is no change in the law or
our published regulations, may be relied upon for a period not to exceed five years.
X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately
depicted on the plat signed by the Corps Regulatory Official identified below on 8/18/2011. Unless
fE_ZEluV1iE
MAR 0 6 2013
BY:

there is a change in the law or our published regulations, this determination may be relied upon for a
period not to exceed five years from the date of this notification.
_ There are no waters of the U.S., to include wetlands, present on the above described property which
arc subject to the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless
there is a change in the laty or our published regulations, this determination may be relied upon for a
period not to exceed five years from the date of this notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area
Management Act (CAMA). You should contact the Division of Coastal Management in
Washington, NC, at [phone] to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the
Army permit may constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you
have any questions regarding this determination and/or the Corps regulatory program, please contact
Richard Spencer at 910-251-4172.
C. Basis For Determination
OHWM and 1987 Delineation Manual Wetlands are adlacent to New River, a traditional
navigable waters.
D. Remarks
E. Appeals Information (This information applies only to approved jurisdictional
determinations as indicated in B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If
you object to this determination, you may request an administrative appeal under Corps regulations at 33
CFR pan 331. Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and request for
appeal (RFA) form. If you request to appeal this determination you must submit a completed RFA form to
the following address:
District Engineer, Wilmington Regulatory Division
Ann:Richard K. Spencer, Regulatory Specialist,
Wilmington Regulatory Division Office
69 Darlington Avenue
Wilmington, North Carolina28403-1343
In order for an RFA to be, accepted by the Corps, the Corps must determine that it is complete, that it meets
the criteria for appeal under 33 CFR part 331.5, and that it has been received by the District Office within
60 days of the date of the NAP. Should you decide to submit an RFA form, it must be received at the
above address by October 18 , 2011.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination
in this correspondence.**
Corps Regulatory Official: — =_----
Richard K. Spencer, Re rlatory- Specialist^
Date August 18, 2011 Expiration Date August 18, 2016
The Wilmington District is committed to providing the highest level of support to the public. To help us
ensure we continue to do so, please complete the Customer Satisfaction Survey located at our website at
http //i-egulatory,usacesui-vey.com/ to complete the survey online.
FEAR 0 6 2013

Flo, k iY.M!"...
5 F>.,t
s�� t;.�`M NOfi1FjICATIONt�OF'�A�M�I,VZS�'2-�s iV�` � ���i�'OPTaION�S'AND�PROC�SS
'��xx �F''•(,
Ai�D�nS ' Y
pJi [t � ,�'�i x GYZf F J v^W� � � e'�.+y �Siu R'E' yrfi>1,,pl�1� c se�wy�}yrX-1,/�i�,M1�"]�., � of g �r� F �+'S
r M x e,r t i Y 2� £yr y ���,.
�a (.
h. ,?"i'�'a. �t�'J..-'... -4. 3,tx''-2::"K�,..a�'�:.fr k��.,.."3`(✓_o�x y.f,.v'oY.,w�'S `r.::i+s�'. .. 's.d,.. .. C'°:,tom:.,..
,.?b.1�.�L r.. '_x �l .,ry4�ii��'.i :2
A licanC US Marine Corps, Camp Le'eune Pile Number: SAW 2011-00779
Date: August 18, 2011
Attached is: MCAB Camp Le'eune Birch Strectt(156)
See Section below
❑
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
PROFFERED PERMIT (Standard Permit or Letter ofpermission)
_
B
❑
PERMIT DENIAL
C.
®
APPROVED JURISDICTIONAL DETERMINATION
D
❑
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I jlie I' fit your nghts and options fegardrng an admmtstrattve appeal'of the above decision ;Addit m"I
mfonnahoninay be found at http //www »sate army mtlhnet%functwns/ciVlcecwo%reg or :� , ,
'Corpsre u]ations at33,CFR7 art33L_r( i
A: INITIAL PROFFERED PERMIT: You may acceptor object to the permit.
• ACCEPT: Ifyou received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
our the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFFRED PERMIT: You may accept m- appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. if you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: if you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice,
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section 11 of this form and sending the form to the district engineer. This form most be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved Jr) (which may be appealed), by contacting the Corps
district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD.
EGEE9 r" h
MAR 0 6 2013
BY:

... ..
If.
: , ESEPP$RPSECTXOV „QUTA`TALRDRMIT�.,
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record
of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the
administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may
provide additional information to clarify the location of information that is already in the administrative record.
POINT MQ0NTACT rQMUESTIONS ORVFORMATION , , , ; i
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may also
appeal process you may contact:
contact:
Mr. Richard K. Spencer, Regulatory Project Manager
Mr. Mike Bell, Administrative Appeal Review Officer
U.S. Army Corps of Engineers, Wilmington District
CESAD-ET-CO-R
Wilmington Regulatory Field Office
U.S. Army Corps of Engineers, South Atlantic Division
69 Darlington Avenue
60 Forsyth Street, Room 9M 15
Wilmington, North Carolina 28403-1343
Atlanta, Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government consultants,
to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day notice of any site
investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this form
to:
District Engineer, Wilmington Regulatory Division, AttwRichard K. Spencer, Regulatory Specialist,
Wilmington Regulatory Division Office, 69 Darlington Avenue, Wilmington, North Carolina 28403-
1343
For Permit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 9M15, Atlanta, Georgia
30303-8801
rSVEi��
MAR 0 6 2013 t `
w
BY:

1'
I
TRANSMITTAL
DATE: February 26. 2013
TO: Janet Russell
REi Marine'Corps Base Camp Lejeune
NCDENR
Marine Mart
Wilmington Regional Office
Stormwater Management & Erosion Sediment
127 Cardinal Drive Extension
Control Submittal
Wilmington, NC 28405
Express Permitting
We are sending:
❑ UPS -Overnight
❑ U. S. Mail
❑ Courier
® Hand Carry
✓
Enclosed
Under Separate Cover
✓
Project Drawings
✓
For Your Use
Project Specifications
Reviewed
Shop Drawings
Reviewed & Noted
Product Literature
Revise & Resubmit
Other
Not Accepted
# copies Ow . # Date
Descri tion Prepared B
2
Permit Drawings TAF
2
Design Analysis (Narrative, TAF
Calculations, Checklists, Maps)
2
Geotechnical Report TAF
2
ACOE Wetland Determination Maps
2
SWPPP
1
Express Permitting Application Fee
1
Erosion Control Application Fee
REMARKS: Please find the attachments listed above for your review and approval. If you have any
questions or require additional information, please call me at [phone].
rE C �.� of s ?:
7 �
MAR 0 6 2013
BY:
Russell 26FebI3.doc
Tim Focht
2900 Hartley Road, Jacksonville, Florida 32257 • Telephone [phone]
www.stellar.net

STORM WATER NARRATIVE
1. GENERAL INFORMATION
Project Name & Address: Marine Corps Base Camp LeJeune
Wallace Creek Marine Mart
Camp LeJeune, NC 28540
Property Ownership: U.S. Government
Acres Disturbed: 4.65 acres
Wetlands Disturbed: There are no wetlands within the limits of constniction.
Existing Permits: None.
11. EXISTING CONDITIONS
The site is located in an urbanized area on Marine Corps Base Camp Lejeune at the intersection
of Birch Street and McHugh Boulevard. The project site is currently undeveloped with dense
woods and heavy ground cover across the entire site.
There is utility infrastructure (overhead electric, fiber optic, sanitary sewer, water) along McHugh
Boulevard and Birch Street adjacent to the site. Marine Corps Base Camp Lejeune owns and
maintains these utilities on base.
The site is relatively flat with elevations ranging from 18 to 25 and slopes averaging 1.5 percent.
Due to the extensive ground cover and shallow slopes, there are no existing erosion and
sedimentation problems on the project site.
There is a 0.07-acre wetland system adjacent to the project site. This wetland system received an
approved jurisdictional determination from the ACOE in August, 2011 with an expiration in
August, 2016.
Stormwater runoff sheet drains across the site from south to north. The runoff enters a roadside
Swale along Birch Street and conveyed to a cross culvert flowing north under Birch Street. The
stormwater runoff continues draining in a northerly direction into Beaver Dam Creek. Beaver
Dam Creek is classified as a "SB, NSW" water body with index 19-20-2. Beaver Dam Creek
flows into Morgan Bay then through the New River Inlet to the Atlantic Ocean. The site is
located within the White Oak River Basin.
III. PROPOSED DEVELPMENT
The proposed project consists of a 13,803 square foot building with a fuel pumping station,
asphalt parking areas and utility infrastructure necessary to support the development. Land
disturbance activities required for this development total approximately 4.65 acres and include
activities such as demolition of pavement areas, clear & grub existing vegetation, excavation for
building foundations, excavation for stormwater management facilities, trenching for
ECEO V E
FEB 13 2013
BY:

underground infrastructure, and general site grading. Note, the Marine Mart site is undeveloped
with dense woods yet the constriction of the Marine Mart requires demolition of an asphalt drive
on the adjacent Worship Center site. The proposed project will remove the existing Worship
Center drive and replace it with a shared drive serving both sites.
A separate potable water service line and fire service line will be brought into the site by means
of a single 6" tap off the existing water distribution main along McHugh Boulevard. The
development will include construction of a sanitary pump station. The pump station will pump to
a nearby sanitary manhole.
This project will be designed, permitted, and constricted in one phase.
There are no off -site roadway improvements required for this project. The proposed site plan
allows for a future roadway extension. This roadway extension, if completed, will be a separate
project that will be constructed, funded, designed and permitted by others.
The project site totals 5.86 acres with a disturbed area of 4.65 acres. Attached is a site plan
delineating the project limits and the proposed built -upon areas. Below is a table detailing the
proposed built -upon area within the project limits.
Description
Built -Upon Area
Building
13,803
Pavement
72,951
Sidewalk
6,371
TOTAL
93,125
The total built -upon area is 36.5% so the project will be classified as High Density. The
development will be divided into two drainage basins. Both basins will utilize a wet detention
basin to treat and attenuate stormwater runoff from the site prior to discharging downstream.
Both systems will be designed per NCDENR's Stormwater BMP Manual provding 90% TSS
removal, a forebay, vegetated slopes, and a 10' wide vegetated shelf These BMPs will manage
peak discharge rates and erosive conditions so downstream conveyance systems will not be
adversely affected. There is no off -site drainage area entering the proposed stormwater
management system.
ECS Carolinas, LLC completed a geotechnical investigation of the site on March 9, 2012. The
report described the top 6" — 8" as organic topsoil. Beneath the surface to depths of 7' contain
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sand (SM,
SP-SM, SC, SP) having N-values ranging from 3 to 21 blows per foot. Soils from 7 feet to
depths of 25 feet are intermittent layers of very loose to medium dense silty, slightly silty, clayey
and clean sand (SM, SP-SM, SC, SP) and very soft to firm sandy clays and clays (CL, CH)
having N-values ranging from the weight of hammer to 15 blows per foot. USDA Natural
Resource Conservation Service classifies the existing soils as follows:
Baymeade Find Sand, 0-6 percent slopes (BaB)
Hydrologic Soil Group: A
Soil Erosion Factor (K, rock free): 0.05
Soil Erosion Factor (K, whole soil): 0.05
Soil Erosion Factor (T): 5
IECEIVE`"
FEB 13 2013

Wind Erodibility Group: 1
Wind Erodibility Index : 220
A Report of Seasonal High Water Table Estimation was performed by ECS Carolinas, LLC on April 10,
2012 to provide subsurface data for design of the stormwater BMP. A single hand auger was dug so the
ground water level and soils can be analyzed. At the boring location, the groundwater level measured 48-
inches below existing grade and the Seasonal High Water Table was determined at 18-inches below
existing grade.
ECEBVUE
FEB 13 2013
BY:

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Russell, Janet
From:
Tim Focht [[e-mail]]
Sent:
Tuesday, February 12, 2013 10:38 AM
To:
Russell, Janet
Cc:
Thomas Bradshaw
Subject:
Express Request - Wallace Creek Marine Mart
Attachments:
Wallace Creek MM Express Request.pdf
Janet:
Please see the attached Express Request package. I can be ready to submit the drawings for review any time around
Friday, February 22nd. Please pick a day around then that suites your schedule and let me know. Thank you.
Tim Focht
Ph:904.899.9866
Fax: [phone]
Cell: 904.716.9508
APlease consider the environment before printing e-mails.

P15WA North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map Isan
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(cbncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeAmcmail.net
• Mooresville & -Patrick Grogan 704-6633772 orpatrick.grogan(dncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardisonAncmail.net
• Wilmington Region -Janet Russell910-350-2004 or ianeLrussell(rDncmail.net
NOTE: Project application received alter 12 noon will be stamped in the following work day.
For DENR Use ONLY
Reviewer. 1L . ��—)_
.^�``�C'J
Submit: 2 - !moo
Time: —LL- ; OS
confirm: Z " iQ
FAX or Email the completed form to Express
SW
SW
SW
SW
SW
Project Name: MARINE CORPS BASE CAMP LEJEUNE - MARINE MART County: ONSLOW W A 11 A [ e
Applicant: NEAL PAUL Company: MARINE CORPS BASE CAMP LEJEUNE, PUBLIC WORKS
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:INTERSECTION OF BIRCH STREET AND MCHUGH BOULEVARD, CAMP LEJEUNE, NC 28547
Project Drains into BEAVER DAM CREEK waters — Water classification SB-NSW (for classification see-
hftp://h2o.enr.state.nc.us/bims/reports/reponsWB.htmi
P &T 27, 2c9
o ce'l ' ' 1
fnfl('-f--
Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? NO, within'/2 mile and draining to class SA waters NO or within 1
mile and draining to class HOW waters? NO _ _ ,I
Engineer/Consultant: TIMOTHY FOCHT Company: STELLAR CI E B y E -li
Address: 2900 HARTLEY ROAD City: JACKSONVILLE, State: FL Zip: 32257-_
Phone: [phone], Fax: [phone], Email: TFOCHT@STELLARAET FEB 12 2013
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ bCM, ❑ DLR, ❑ OTHER: BY:
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
❑ IntermittentlPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® Slate Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development Cl Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 4.7 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ® YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ® Yes ❑ No
rr+r+rr«r rrr rrrrrrrrrr arr ♦rar rrr aa♦rar+aaa ♦a as+aaa+a++a+For DENR use onlya+a*++++raa+a«r+a++++«raaa++«+r+araar+ar++ara+aarrr+++++«++
Fee Split for multiple permits: (Check#
Total Fee Amount $
SUBMITTAL DATES
Fee
41
SUBMITTAL DATES
Fee
CAMA
$
Vanne (EJ Mai; 0 Min(
$
SW (❑ HD, ❑ L0, ❑ Gen)
1
$
401;
$
LQS
I
$
1 Stream Deter—
$

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IL
STORM WATER NARRATIVE
GENERAL INFORMATION
Proiect Name & Address: Marine Corps Base Camp LeJeune
Wallace Creek Marine Mart
Camp LeJeune, NC 28540
Property Ownership: U.S. Government
Acres Disturbed: 4.65 acres
Wetlands Disturbed: There are no wetlands within the limits of construction.
Existing Permits: None.
EXISTING CONDITIONS
The site is located in an urbanized area on Marine Corps Base Camp Lejeune at the intersection
of Birch Street and McHugh Boulevard. The project site is currently undeveloped with dense
woods and heavy ground cover across the entire site.
There is utility infrastructure (overhead electric, fiber optic, sanitary sewer, water) along McHugh
Boulevard and Birch Street adjacent to the site. Marine Corps Base Camp Lejeune owns and
maintains these utilities on base.
The site is relatively flat with elevations ranging from 18 to 25 and slopes averaging 1.5 percent.
Due to the extensive ground cover and shallow slopes, there are no existing erosion and
sedimentation problems on the project site.
There is a 0.07-acre wetland system adjacent to the project site. This wetland system received an
approved jurisdictional determination from the ACOE in August, 2011 with an expiration in
August, 2016.
Stormwater runoff sheet drains across the site from south to north. The runoff enters a roadside
swale along Birch Street and conveyed to a cross culvert flowing north under Birch Street. The
stormwater runoff continues draining in a northerly direction into Beaver Dam Creek. Beaver
Dam Creek is classified as a "SB, NSW" water body with index 19-20-2. Beaver Dam Creek
flows into Morgan Bay then through the New River Inlet to the Atlantic Ocean. The site is
located within the White Oak River Basin.
III. PROPOSED DEVELPMENT
The proposed project consists of a 13,803 square foot building with a fuel pumping station,
asphalt parking areas and utility infrastructure necessary to support the development. Land
disturbance activities required for this development total approximately 4.65 acres and include
activities such as demolition of pavement areas, clear & grub existing vegetation excavation four s
ECEI V E
FEB 12 2013 r

building foundations, excavation for stormwater management facilities, trenching for
underground infrastructure, and general site grading.
A separate potable water service line and fire service line will be brought into the site by means
of a single 6" tap off the existing water distribution main along McHugh Boulevard. The
development will include construction of a sanitary pump station. The pump station will pump to
a nearby sanitary manhole.
This project will be designed, permitted, and constructed in one phase.
There are no off -site roadway improvements required for this project. The proposed site plan
allows for a future roadway extension. This roadway extension, if completed, will be a separate
project that will be constructed, funded, designed and permitted by others.
The project site totals 5.86 acres with a disturbed area of 4.65 acres. Attached is a site plan
delineating the project limits and the proposed built -upon areas. Below is a table detailing the
proposed built -upon area within the project limits.
Description
Built -Upon Area
Building
13,803
Pavement
72,951
Sidewalk
6,371
TOTAL
93,125
The total built -upon area is 36.5% so the project will be classified as High Density. The
development will be divided into two drainage basins. Both basins will utilize a wet detention
basin to treat and attenuate stormwater runoff from the site prior to discharging downstream.
Both systems will be designed per NCDENR's Stormwater BMP Manual provding 90% TSS
removal, a forebay, vegetated slopes, and a 10' wide vegetated shelf. These BMPs will manage
peak discharge rates and erosive conditions so downstream conveyance systems will not be
adversely affected. There is no off -site drainage area entering the proposed stormwater
management system.
ECS Carolinas, LLC completed a geotechnical investigation of the site on March 9, 2012. The
report described the top 6" — 8" as organic topsoil. Beneath the surface to depths of 7' contain
intermittent layers of very loose to medium dense silty, slightly silty, clayey and clean sand (SM,
SP-SM, SC, SP) having N-values ranging from 3 to 21 blows per foot. Soils from 7 feet to
depths of 25 feet are intermittent layers of very loose to medium dense silty, slightly silty, clayey
and clean sand (SM, SP-SM, SC, SP) and very soft to firm sandy clays and clays (CL, CH)
having N-values ranging from the weight of hammer to 15 blows per foot. USDA Natural
Resource Conservation Service classifies the existing soils as follows:
Baymeade Find Sand, 0-6 percent slopes (BaB)
Hydrologic Soil Group: A
Soil Erosion Factor (K, rock free): 0.05
Soil Erosion Factor (K, whole soil): 0.05
Soil Erosion Factor (T): 5
Wind Erodibility Group: 1
Wind Erodibility Index : 220
ECEI V E
FEB 12 2013
BY:

A Report of Seasonal High Water Table Estimation was performed by ECS Carolinas, LLC on April 10,
2012 to provide subsurface data for design of the stormwater BMP. A single hand auger was dug so the
ground water level and soils can be analyzed. At the boring location, the groundwater level measured 48-
inches below existing grade and the Seasonal Fligh Water Table was determined at 18-inches below
existing grade.
MECEovE
FEB 12 2013
BY:_

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U.S. MARINE CORPS BASE CAMP LEJEUNE
28540
1033
FINAL
AQUATIC RESOURCES SURVEY
BIRCH STREET (156)
ONSLOW COUNTY
MAP DATE: JUNE 28, 2011
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RECEIVED
SURVEYING CONSULTANT:.
TETRA TECH, INC.
JUN 3 0 2011 KENNETH
E. JOHNSON, P.L.S. L-4925
2200
WILSON BLVD., SUITE 400
CHARLES
F. RIGGS & ASSOCIATES, INC. (C-730)
ARLINGTON, VA 22201
REG. WLM. FLo, OFC.
502 NEW BRIDGE STREET
JACKSONVILLE, NC 28540
MAR 0 6 2013
SHEET > OF 1 >
BY:--

z
N
0
i. MARINE CORPS BASE CAMP L
FINAL AQUATIC RESOURCES SUP
BIRCH STREET (156)
ONSLOW COUNTY
MAP DATE: JUNE 28, 2011
r
TLANDS AND WATERS DEUNEATED/IDENTIFIED BY
TETRA TECH, INC.
2200 WILSON BLVD., SUITE 400
ARLINGTON, VA 22201
TEL [phone]
CHARLES F. RIGGS & ASSOCIATES, INC. (C-730)
502 NEW BRIDGE STREET, JACKSONVILLE, NC 28540
TEL [phone] FAX: [phone]
UNDER THE DIRECTION OF
KENNETH E. JOHNSON
PROFESSIONAL LAND SURVEYOR, L-4925
I, KENNETH E. JOHNSON, PROFESSIONAL LAND SURVEYOR, CERTIFY THAT THIS
MAP WAS DRAWN UNDER MY SUPERVISION FROM AN ACTUAL GPS SURVEY
MADE UNDER MY SUPERVISION AND THE FOLLOWING INFORMATION WAS USED
TO PERFORM THE SURVEY: _
WETLAND AND STREAM FLAGS LOCATED BASED ON TETRA TECH, INC.
DELINEATION:
1) CLASS OF SURVEY: CLASS B US/GIS
2) POSITIONAL ACCURACY: SUB —METER
3) TYPE OF GPS FIELD PROCEDURE: POST —PROCESS DIFFERENTIAL GPS
ADJUSTMENT
4) DATES OF SURVEY: DECEMBER 2010
5) DATUM/EPOCH: NAD 83 (2007)/CORS 2002.00
6) PUBLISHED/FIXED—CONTROL USE: JACKSONVILLE CORS ARP (CORS
ID—NCJV)
7) GEOID MODEL: GEOID 09
8) COMBINED GRID FACTOR(S): 0.99991534
9) UNITS: DATA COLLECTED BASED ON UNITED STATES STATE PLANE
1983—NORTH CAROLINA 3200 U.S. SURVEY FEET AND CONVERTED TO URA
ZONE 18N METERS `:k�
G
THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY DEPICTS THE
BOUNDARY OF THE JURISDICTION, EXCEPT WERE NOTED, OF SECTION 404 OF
THE CLEAN WATER ACT AS DETERMINED BY THE UNDERSIGNED ON THIS DATE.
IN ADDITION. THIS PLAT ACCURATELY IDENTIFIES INTERMITTENT AND PERENNIAL
STREAM ORIGIN LOCATIONS. UNLESS THERE IS A CHANGE IN THE LAW OR OUR
PUBLISHED REGULATIONS, THIS DETERMINATION OF SECTION 404 JURISDICTION
MAY BE RELIED UPON FOR A PERIOD NOT TO EXCEED FIVE YEARS FROM THIS
DATE. THIS DETERMINATION WAS MADE UTILIZING THE 1987 CORPS OF
ENGINEERS WETLANDS DELINEATION MANUAL AS WELL AS THE REGIONAL
SUPPLEMENT TO THE CORPS OF ENGINEERS WETLAND DELINEATION MANUAL'
ATLANTIC AND GULF COASTAL PLAIN REGION (Ver. 2.0).
r-g-�2o//-0077�
U ACE ACTT N ID
GENERAL NOTES,
1) ALL DISTANCES SHOWN ARE GROUND HORIZONTAL FIELD MEASUREMENTS.
2) THIS SURVEY IS TIED TO GRID AND THE DATUM IS NAD 83 (2007).
3) THIS SURVEY IS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT AND
MAY NOT INDICATE ALL ENCUMBRANCES ON THE PROPERTY.
4) THIS SURVEY IS SUBJECT TO ALL EASEMENTS, AGREEMENTS AND
RIGHTS —OF —WAY OF RECORD PRIOR TO THE DATE OF THIS SURVEY.
5) THIS SURVEY IS OF THE AQUATIC RESOURCES WITHIN THE SURVEY LIMITS OF
THE BIRCH STREET TRACT AREA IN ONSLOW COUNTY, NC AS
DEUNEATED/IDENTIFlED BY TETRA TECH. INC. AND SURVEYED BY CHARLES F.
RIGGS & ASSOCIATES, INC.
6) THE SURVEY LIMIT BOUNDARY AS ILLUSTRATED WAS SUPPUEO BY TETRA
TECH, INC. AND WAS NOT SURVEYED BY CHARLES F. RIGGS & ASSOCIATES,
INC.
7) THE WATERBODIES, AS ILLUSTRATED, WERE EITHER SUPPLIED BY TETRA TECH,
INC. OR DEUNEATED/IDENNFIED BY TETRA TECH, INC. AND SURVEYED BY
CHARLES F. RIGGS & ASSOCIATES, INC. REFER TO THE WATERBODY TABLE
FOR MAPPING SOURCE DETAILS.
8) THIS MAP CONTAINS LETTERS/ LABELS, DESCRIBING STREAM/ REACH
CLASSIFICATIONS, WHICH ARE NOT RECOGNIZED BY THE U.S. ARMY CORPS OF
ENGINEERS.
Ll
S87'03"09"E
120.74m N74'04'38"E
EMN SW INT CC (TIE LINE) 182.88m
UTM 18N TO FLAG W1-1 (TIE LINE)
N: 3839713.8780m TO FLAG W3-102
E: 284336.0710m WETLAND W1
NAD 83 (2007)
N4'46'44"E
326.84m
(TIE LINE)
TO FLAG W2-21
SMN CROSSWALK CC
UTM 18N
N: 3839202.3250m
E: 284593.1860m
NAD 83 (2007)
WETLAND W2
I( WETLAND W3
S89'08'49"E
650.60m
(TIE LINE)
TO FLAG W4-11
LEGEND
SURVEY LIMIT
WETILAND
CONTROL MOUMENT
CONTROL CORNER
EMN FITNESS CC
UTM 18N
N: 3839670.8290m
E: 285281.7770m
NAD 83 (2007)
`I MAR 0 6 2013 1
BY:
WETLAND W4
WETLAND AREA TABLE
WETLAND #
AREA
(ACRES)
JURISDICTIONAL
DETERMINATION
W1
0.07
JURISDICTIONAL
W2
0.20
JURISDICTIONAL
W3
6.27
JURISDICTIONAL
W4
0.47
JURISDICTIONAL
TOTAL
7.01
JURISDICTIONAL
1, KENNETH E. JOHNSON, PROFESSIONAL LAND SURVEYOR,
CERTIFY THAT THIS MAP WAS DRAWN UNDER MY SUPERVISION
FROM AN ACTUAL GPS SURVEY MADE UNDER MY SUPERVISION
AND THE FOLLOWING INFORMATION WAS USED TO PERFORM
THE SURVEY:
SURVEY CONTROL CORNER:
1) CLASS OF SURVEY: CLASS A
2) POSITIONAL ACCURACY: 1:+10,000 (95% CONFIDENCE)
3) TYPE OF GPS FIELD PROCEDURE: REAL TIME KINEMATIC
NETWORKS USING TOPCON GRS-1 RECEIVER
4) DATES OF SURVEY: DECEMBER 2010
5) DATUM/EPOCH: NAD 83 (2007)
6) PUBLISHED/FIXED-CONTROL USE: JACKSONVILLE CORS
ARP (CORS ID-NCJV)
7) GEOID MODEL: GEOID 09
8) COMBINED GRID FACTOR(S): 0.99991534
9) UNITS: DATA COLLECTED BASED ON U.S. SURVEY FEET
AND CONVERTED TO UTM ZONE 18N METERS
KLNNLIH E.J N - f5
0 100m 200m 300m 400m
SCALE: 1:1oom SHEET 2 OF 11

INDEX GRIDS OF PROJECT AREAS
5
= SHEET NUMBER
LEGEND
SURVEY LIMIT
WETLAND
WATERBODY TABLE
Jurisdictional
Waterbody#
Segment Classification
Length (m)
Length (ft)
Mapping Source'
Determination
Non-RPW
166
545
GPS Surveyed
-Norl-Jurisdictional'
R01
RPW
39
128
GPS Surveyed
Jurisdictional
R02
Non-RPW
29
95
GPS Surveyed
Non -Jurisdictional
Navy GIS
R03
RPW
167
548
Layer/GPS
Jurisdictional
Surve ed
R04
RPW
115
377
GPS Surveyed
Jurisdictional
Navy GIS
R05
RPW
925
3035
Layer/Digital
Jurisdictional
Ortho hoto
R06
Non-RPW
206
676
GPS Surveyed
Non -Jurisdictional'
'Where indicated centerline or stream reaches, or pomuns uieleui, wne veinicU 111 Ll IU jl�­ -Fly.,. v
GIS layer, digitized using 2007 Navy digital orthophotos, or GPS surveyed.
Portions of stream reach flows through jurisdictional waters.
o : 100m 200m 300m 400m
SCALE: 1:100m
CARO4 �'..
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SUR
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SHEET 3 OF 1 >

LEGEND
SURVEY DATA POINT
o Wl-1 WITH FLAG
IDENTIFICATION
NON —SURVEYED POINT
ON SURVEY LIMIT
MWETLAND
STREAM/REACH
TRANSITION POINT FOR
STREAM/REACH
CLASSIFICATION TYPE
\A CAR04'' .,
SS/p,,
SEAL _
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�N
h�
W2-1 START
R01—IMS 11
W2-5
W39
/ UPLANDS
W36
-WETLAND
R01—IMS10
W2
W3p
W2-12
`r
3
W2-15
R01 (IMS) TO WETLAND W3,
W2-17
,N?A
FLAG W3-7
ROt—IMS9
NW30'59'E_
308.03m -
o_o�_./"``X�\
(TIE LINE)
MATCHLINE
SHEET 5 OF 11
k V�$ R01—EMS8��� R012 EMS
NON (JURISDICTIONAL
0 - 10m 20m 30m 40m
SHEET 4 OF 11
SCALE: 1:10m -

LEGEND
SURVEY DATA POINT
o W1-1 WITH FLAG
IDENTIFICATION
NON -SURVEYED POINT
ON SURVEY LIMIT
�`.:•.,:;,,
WETLAND
— —
STREAM/REACH
TRANSITION POINT FOR
A,
STREAM/REACH
CLASSIFICATION TYPE
2VEY LIMITS
���annnni
CAR04'''',
i
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MATCHLINE
SHEET 4 OF 11
R01-EMS7
R01-EMS5
k
4z- j
R01-EMS3
UPLANDS m
b R01-EMS1
m
a
z
0 10m 20m 30m 40m
SHEET 5 OF I
SCALE: 1:10m

LEGEND
SURVEY DATA POINT
o W1-1 WITH FLAG
IDENTIFICATION
NON —SURVEYED POINT
ON SURVEY LIMIT
WETLAND
STREAM/REACH
TRANSITION POINT FOR
® STREAM/REACH
CLASSIFICATION TYPE
CAI�O�
�FESS/n, �y
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MATC H LI N E
SHEET 7 OF 11
0 10m 20m 30m 40m
SCALE: 1:10m
SHEET 6 OF 11
8//8/11

MATCHLINE
SHEET 6 OF 11
LEGEND
SURVEY DATA POINT
o W1-1 WITH FLAG
IDENTIFICATION
NON —SURVEYED POINT
ON SURVEY LIMIT
WETLAND
— STREAM/REACH
TRANSITION POINT FOR
STREAM/REACH
CLASSIFICATION TYPE
``pu�linr)rgr
CAR04
oFESS/p
2 SEAL t
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rrrrfiilih ,
MATCHLINE
SHEET 8 OF 11
a
z
0 10m 20m 30m . 40m
SHEET 7 OF > 1
SCALE: 1:10m

V R02-EMS3 R03-IMS2
P
6�x Pow
d R02-EMS1VR03-IMS1
LEGEND
SURVEY DATA POINT
o-WI-1- WITH FLAG
IDENTIFICATION
NON -SURVEYED POINT
ON SURVEY LIMIT
MATCHLINE
SHEET 7 OF 11
WETLAND W3 109
W3-37 J
"o.
"Oo o�
J
W4-1
R06 (EMS)
NON -JURISDICTIONAL
WETLA
W3-38
o
RO6-EMS10 \
WETLAND
UPLANDS W4-11 ,
STREAM/REACH
TRANSITION POINT FOR
AL STREAM/REACH ,
CLASSIFICATION TYPE
SURVEY LIMITS
``"a�inu4,q
i
RCN CARO4 i
,ss/ Ly
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UPLANDS
IUPLANDS
I
RO6-EMS4
20
"Po
-& 6'
�oy
/ 9l
d R06— MS1
o lom 20m 30m 40m
SCALE:1:10m
1
SHEET 8 OF 11

W
LEGEND
z o
J
SURVEY DATA POINT
S 00
o Wi-1
WITH FLAG
U
IDENTIFICATION
I-
I
�.
NON -SURVEYED POINT
:E Lij
ON SURVEY LIMIT
=
V7
WETLAND
— —
STREAM/REACH
TRANSITION POINT FOR
s
STREAM/REACH
CLASSIFICATION TYPE
`�unnmp��
�•��N CARoz
S/p�2y ;
SEAL =
r L -�
9
:'�4 SI
Ty
\ SURVEY LIMIT
R04-PMS4---'_l'�'
I \
\ R05= S)� �
0tn
` � -
I
�tn
I
R04-PMS2
b R04-PMS1
UPLANDS
UPLANDS
0 10m 20m 30m 40m
SCALE: 1:10m
SHEET 9 OF 1
25_/rg/li

U.S. MARINE CORPS BASE CAMP LEJEUNE
FINAL AQUATIC RESOURCES SURVEY
BIRCH STREET (156)
ONSLOW COUNTY
APPENDIX
LINE SEGMENTS IN
NUMERICAL
ORDER
BY LEADING DATA POINT
ALL
DISTANCES
ARE IN
METERS
CARp��.,
SS/�y°si
2 SEAL
L-4925
SHEET 10 OF 11
//-4�

WETLAND LINE TABLE
LINE #
LENGTH
DIRECTION
W7
1.53m
S57'32'30"E
W2
7.96m
SO4'06'41"E
W3
14.43m
S29'04'29"E
W4
11.76m
S49'18'20"E
W5
17.16m
S21'37'17"E
W6
12.72m
S48'15'54"E
W7
6.86m
S71'30'53"E
W8
3.91m
N69'15'07"W
W9
23.58m
N38'56'21"W
W10
10.37m
N17'50'18"W
W71
18.71m
N44'53'48"W
W12
11.58m
N18'04'57"W
W13
7.22m
N2847'11"E
W14
33.37m
S06'26'25"W
W15
7.63m
N8732'20"W
W16
17.08m
S78'49'42"W
W17
9.28m
S64'18'27"W
W18
17.90m
S60'21'49"W
W19
20.07m
N56'43'32"W
W20
2.94m
N23'19'01"E
W21
18.54m
S65'29'21"E
W22
12.62m
N65'34'30"E
W23
13.52m
N64'33'55"E
W24
16.87m
N71'54'52"E
W25
11.15m
N38'44'44"E
W26
18.01M
N09'15'09"E
W27
11.64m
S59'32'29"W
W28
13.86m
S80'36'07"W
WETLAND LINE TABLE
LINE #
LENGTH
DIRECTION
W29
6.32m
N86'00'47"W
W30
15.91m
N74'51'31"W
W31
21.65m
N52'29'12"W
W32
18.66m
N80'15'27"W
W33
7.21m
N21'49'05"E
W34
28.66m
S68'14'49"E
W35
13.55m
S38'16'37"E
W36
15.05m
S85'54'05"E
W37
12.36m
N79'49'33"E
W38
8.40m
N76'59'30"E
W39
9.11 m
S84'02'56"E
W40
24.44m
N71'12'06"E
W41
27.68m
N87'55'39"E
W42
14.08m
S39'16'30"E
W43
15.26m
S66'55'28"E
W44
5.76m
S23'27'47"E
W45
14.78m
S52'57'27"E
W46
6.55m
S76'07'15"W
W47
18.68m
N83'52'48"W
W48
14.63m
S62'09'10"W
W49
19.80m
S76'72'22"W
W50
18.95m
S27'29'23"W
W51
23.04m
S11'11'41"E
W52
9.93m
S61'07'27"E
W53
16.56m
N88'53'22"E
W54
4.76m
S20'31'54"E
W55
11.98m
S55'04'53"W
W56
13.96m
S87'10'56"W
WETLAND LINE TABLE
LINE #
LENGTH
DIRECTION
W57
11.78m
S78'19'45"W
W58
11.49m
S66'07'02"W
W59
20.56m
S12'26'27"W
W60
16.94m
S14'43'52"E
W61
15.17m
S51'35'31"E
W62
14.73m
S16'45'28"E
W63
12.57m
S49'50'39"E
W64
11.97m
S35'40'33"E
W65
11.10m
S60'40'11"W
W66
1.32m
S15'29'58"W
W67
17.12m
S62'47'59"E
W68
20.82m
N7453'38"E
W69
3.19m
N30'43'41"W
W70
3.64m
N05'05'07"E
W71
28.15m
N69'54'44"E
W72
10.93m
N35'17'15"E
W73
7.60m
S62'34'21"E
W74
6.82m
S18'05'45"E
W75
11.98m
S56'51'19"E
W76
13.62m
N75'27'03"E
W77
14.66m
N48'58'41"E
W78
14.85m
N4546'09"E
W79
13.71m
N69'40'09"E
W80
4.03m
N78'20'08"E
W81
10.46m
S34'36'30"W
W82
12.40m
S59'41'13"W
W83
16.96m
S46'34'19"W
W84
15.04m
S20'32'54"W
WETLAND LINE TABLE
LENGTH
DIRECTION
11.65m
S08'34'50"E
E
17.63m
S63'47'21"W
28.90m
S44-31-32"E
W88
5.73m
N49'16'28"E
W89
12.99m
N1511'12"E
W90
13.82m
N67'05'34"E
W91
27.07m
N54'43'02"E
W92
15.61m
N56'41'20"E
W93
7.03m
N69'56'14"E
W94
3.01 m
S36'56'05"W
W95
17.17m
S52'03'36"W
W96
8.88m
S19'44'49"W
W97
9.36m
S61'17'46"E
W98
3.07m
S15'11'23"E
W99
r1469m
N80'53'38"W
W700
16.44m
S57'I6'10"W
W701
14.18m
S39'23'27"W
W102
17.34m
S42'15'12"W
W103
11.47m
S18'57'37"E
W104
27.73m
S27'32'39"E
W105
29.23m
S23'07'09"E
W106
29.41m
S38'58'16"E
W107
21.05m
S55'29'12"E
W108
9.90m
S3356'45"W
W109
30.04m
S75'01'16"W
W710
10.19m
N34'56'01"W
W711
20.80m
N45'25'57"W
W712
13.65m
N12'22'23"W
WETLAND LINE TABLE
LINE #
LENGTH
DIRECTION
W113
15.32m
N26'35'04"W
W114
10.69m
N41'25'30"W
W115
13.51m
N04'49'16"W
W116
8.88m
N11'18'27"W
W117
25.50m
N17'55'38"W
W118
11.16m
S73'32'06"W
W119
1.46m
N71'01'46"W
W120
12.09m
N36'24'22"W
W721
25.59m
N41'14'23"W
W122
20.70m
S80'50'42"W
W723
22.36m
S89'05'34"W
W724
16.25m
S84'12'41"W
W125
24.09m
N60'27'14"W
W126
20.03m
N72'35'22"W
W12
118.10m
S75'58'54"W
W128
15.21m
S42'37'38"W
W129
7.32m
N04'40'22"E
W130
12.77m
N41'34'16"E
W131
13.24m
N25'03'59"E
W132
17.43m
N00'25-15"W
W133
18.99m
N49'24'49"W
W134
15.00m
N43'43'29"W
W135
7.31m
N40'15'17"E
W136
9.46m
N00'54'43"E
W737-
.22.02m
N12'42'02"W
W138
19.61m
N05'15'22"E
W139
18.45m
N09'50'05"W
W740
18. Mm
N15'53'15"E
WETLAND LINE TABLE
LINE #
LENGTH
DIRECTION
W741
15.71m
N1327'02"E
W142
16.08m
N11'33'03"E
W143
19.87m
N37'10'26"E
W144
16.32m
N47'59'22"E
W745
17.22m
N00'57'39"E
W146
11.22m
S71'58'32"W
W747
18.81m
N57'51'19"W
W748
13.18m
N8335'09"W
W149
11.37m
S32'51'22"W
W150
22.87m
S31'04'46"W
W751
26.89m
S22'20'26"W
W152
10.76m
S08'29'09"E
W153
5.36m
S62'02'31"W
W154
15.28m
NO2'14'38"E
Wi55
24.98m
N15'40'21"E
W156
13.81m
NO3'40'24"E
W157
18.18m
N05'00'14"W
W758
20.20m
N31'23'44"W
W159
14.63m
N79'41'30"E
W160
18.62m .
S84'30'14"E
W161
15.86m
S82'18'28"E
W162
38.39m
S43'10'37"E
o`%,\H1 CARO4
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SHEET 11 OF 11