SW8110907_HISTORICAL FILE_20111207

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 001g0-k
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
zo i I t zo-1
YYYYMMDD

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
December 7, 2011
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 110907
Temporary Lodging Facility Addition
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for the Temporary Lodging Facility Addition on December 7, 2011. 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 110907 dated December 7, 2011, 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 December 7, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
operation and maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, 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
Christine Nelson, at [phone].
Sincerely,
or Coleen Ilins, Director
Division of Water Quality
GDS/can: S:\WQS\Stormwater\Permits & Projects\201 1 \1 10907 HD\2011 12 permit 110907
cc: Bill Byers, WJB Consulting Engineers
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarolina
Internet http:/Iportatncdenrorg
An Equal Opportunity 1AKrmative Action Employer Naturally

State Stormwater Management Systems
Permit No. SW8 110907
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
MCB Camp Lejeune
Temporary Lodging Facility Addition
Holcomb Blvd, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until December 7, 2021, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.8 on page 3 of this permit. The stormwater control has been
designed to handle the runoff from 42,522 square feet of impervious area.
A 50' wide vegetative buffer must be provided 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. A vegetated filter strip is not required for this pond as it has been designed for a 90%
total suspended solids removal efficiency.
The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans. This permit does not provide any allocation of built -
upon area for future development.
All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 110907
7. The
runoff from all built -upon area within the permitted
drainage area(s) of this project
must be directed into the permitted stormwater control system.
8. The
following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
a.
Drainage Area, acres:
2.06
Onsite, ft :
89,734
Offsite, ft2:
none
b.
Total Impervious Surfaces, ft2:
42,522
Onsite, ft :
42,522
Offsite, ft2:
none
C.
Design Storm, inches:
1.5
d.
Average Pond Design Depth, feet:
3.5
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, FMS6:
20.0
9.
Permanent Pool Surface Arei, ft :
10,024
h.
Permitted Storage Volume, ft :
5,595
i.
Temporary Storage Elevation, FMSL:
20.5
j.
Pre-dev. 1 yr-24 hr. discharge rate, cfs:
3.76
k.
Controlling Orifice:
1.40" 0 pipe
I.
Orifice flowrate, cfs:
0.02
M.
Permitted Forebay Volume, ft3:
5,175
n.
Fountain Horsepower
N/A
o.
Receiving Stream/River Basin:
Beaverdam Creek / White Oak
P.
Stream Index Number:
19-20-2
q.
Classification of Water Body:
"SB; NSW'
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
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 including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
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.
A decorative spray fountain is not be allowed in the stormwater treatment system due
to a permanent pool volume of less than 30,000 cf.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 110907
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
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.
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. 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. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved plans,
the permittee shall submit final site layout and grading plans to the Division for
approval. .
12. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide copies
of revised plans and certification in writing to the Director that the changes have been
made.
13. Approved plans and specifications 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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 110907
2. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project in whole
or in part, nor the conveyance of common area to a third party constitutes an
approved transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may subject
the Permittee to enforcement action by the Division of Water Quality, in accordance
with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
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 7ch day of December, 2011.
CAROLINA.ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 110907
Temporary Lodging Facility Addition
Stormwater Permit No. SW8 110907
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 110907
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

DWQ USE ONLY
Date Received
Fee Paid
P yrmit Number
Applicable Rules: ❑ Coastal SW -1 W5 ❑ 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
1. 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.):
Temporary Lodging Facility Addition
2. Location of Project (street address):
Holcomb Blvd,1400 LF southwest of Birch Street
City:Marine Corps Base, Camp Leleune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
1400 If southwest of Birch Street
4. Latitude:34° 40' 16.37" N Longitude:77° 20' 23.74" W of the main entrance to the project.
IL PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New [-]Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: []Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 2.04 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07Ju1y2009 Page 1 of
RECEIVER
NOV 0 7 2011
BY:�_

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 proiect):
Applicant/Organization:Marine Corps Base, Camp Leleune
Signing Official & Title: Carl Baker
b.Contact information for person listed in item I above:
Street Address:Public Works Division,1005 Michael Road
City:Camp Leleune State:NC Zip:28542
Mailing Address (if applicable):same as above
Phone: ( — _ Fax:
Email:[e-mail]
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
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Grayson Avery
Signing Official & Title: Stellar Construction Project Manager
b.Contact information for person listed in item 3a above:
Mailing Address:2900 HartleyRoad
City: Jacksonville State:FL Zip:32256
Phone: (904 ) 899.9320 Fax: (904 ) 899.9320
Eniail:[e-mail]
4. Local jurisdiction for building permits: Camp Leleune
Point of Contact: Phone #: ( )
CEC.EYVED
NOV 0 7 2011
FormSWU-101 Version07July2009 Page 2of6
BY:

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
wet detention facility
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the
River basin.
4. Total Property Area: 2.06 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':2.06 acres
Total project area shall be calculated to exclude the followin the normal pool of imppounded structures, the area
between the banks of streams and rivers, the area belozo the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. 77re resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =-45-M 47, 34 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Inforriiation ` 'I
Draina e'Area 1
Draina' e Area _
D"raina e A'rea _
Draina e Area
Receiving Stream Name
Beaverdam
Creek
Stream Class
SB; NSW
Stream Index Number *
19-20-2
Total Drainage Area (so
89734
On -site Drainage Area (sf)
89734
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (so
42522
impervious Area** total
47
Im ervic6s",Surface Area
;DrairU e'Arearl
Drainage Area,-,.,-
D'raina e Area _
Draina a Area°_
On -site Buildings/Lots (so
10490
On -site Streets (sf)
On -site Parkin (sf)
14732
On -site Sidewalks (so
3940
Other on -site (so
Future (so
Off -site (sf)
0
Existing BUA*** (so
13360
Total (so:
42522
* Stream Class and Index Number can be determined at: lrttp://h2o.enr.state.ncus/bims/reports/reportsWB.litml
*" Impervious area is defned as the built upon area including, but not limited to, buildings, ro do p king:nreas; r . __
sidewalks, gravel areas, etc. .. -L 2 .Q !1 1 � j
Form SWU-101 Version 07July2009 Page 3 of NOV 2 9 2011
RV•

'Report only that anount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be .subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhtto://h2o.enr.state.nc.us/su/bmo forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from htp://h2o.enr.state.nc.us/su/bmp_forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from hqp://h2o.enr.state.nc.us/su/bmp forms.htm.
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 Vll below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP. `4 laa- o•
4. Permit application processing fee p 0 paTyaablle to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.htmI 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/management
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 1h mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
I ilia
for
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.
It. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. 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.
alculation s.�CL����
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required). NOV 0 7 Z011
Form SWU-101 Version 07July2009 Page 4 of 6
BY:

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" 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: n/a Page No: u /A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N /A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 21-i.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.
hgp://www.secretaEy.state.nc.us/Corporations/`CSearch.aspx
VIL 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 deed
restrictions and protective covenants forms can be downloaded from
httl2://h2o.enr.state.nc.us/su/bmp forms.htmitdeed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VILL CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:William 1. Byers, P.E.
Consulting Firm: WTB Consulting Engineers, PLLC
Mailing Address:1365 Tiber Avenue
City: Jacksonville State:FL Zip:32207
Phone: (904 ) 7944= Fax: ( )
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hype name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item Ib) 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.
Form SWU-101 Version 07July2009 Page 5 of 6
cZzvED
LNOV 0 7 2011
BY:---

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date: -
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
6W."
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hype nanne of person listed in Contact Information, item 2) Carl Baker, Depuht Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable storAater rules upgr 15A hCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature: t r L{� Date: AD
j� Z• �
a Notary Public for the State of A 01114a County of
do hereby certify that G'ur psi personally appeared
before me this 'day of and acknowleclg/ the due
/execution of the application for
a stormwater permit. Witness my hand and official seal,
Im
ETTEictyro inaa o r�1
SEAL
My commission
Form SWU-101 Version 07July2009 Page 6 of 6
NOV 0 7 2011
I .J`f:_----

Permit No. ✓—' O 110107
uo be provided by DWO)
AA� 9
NCDENR
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.
Pmject name
Contact person
Phone number
Dale
Drainage area number
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design minfall depth
Storage Volume: Non-SAWaters
Minimum volume required
Volume provided
Storage Volume: SAWatem
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr mnoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, predevelopmerd
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr stonn
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SH WT 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 deanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
Fonn SW401-Wet Detention Basin-Rev.8-9117109
89,734 ft'
42,522 ft
47.39 %
1.5 in
5,345 a'
5,595 ft'
It
ft3
ft,
ft'
ft'
Y (Y or N)
3.7 in
Cad Baker, Deputy Public Works Officer
[phone] ext. 3284
2&Nov-11
OK
OK, volume provided is equal to or in excess of volume required.
0.30 (unidess)
0.53 (unifless)
5.93 inthr OK
3.76 ft/sec
6.30 ft'Isec
2.54 h3/sec
20.50 fmsl
20.00 fmsl
19.50 fmsl
20.50 finest
19.50 fmsl
14.00 fmsl
12.00 knsl
2.00 It
N (Y or N)
20.5 fmsl OK
CEIVED
DEC 0 7 2011
BY:_ -------
Pans I. & 11. Design Summary, Page 1 of 2

-� Permit No.
flo be provided by
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, A,,,m.,�
Area, bottom of 10ft vegetated shelf, Aem ma,
Area, sediment deanou6 top elevation (bottom of pond), Awjy m
Volumes
Volume, temporary pool
Volume, permanent pool, Vr,, .
Volume, forebay (sum of forebays if more than one forebay)
Forebay %of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp,,,,_,y
Area provided, permanent pool, A,.,
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 pod, A,,,, c
Area, bottom of 1 Oft vegetated shelf, A._,,,
12,357 fe
4,217 fe
4.70 (unibess)
10,024 IF OK
7,836 f?
1,027 fe
5,595 ft1 OK
25,073 ft'
5,175 it'
20.6% % OK
90
Y (Y or N)
N (Y or N)
4.70 (unidess)
N (Y or N)
25,073 ft'
10,024 ft
ft
Y (Y or N)
10,024 ft
7,836 fl
Need 3 it min.
Area, sediment cleanout, top elevation (bottom of pond), Aa„_,,
1,027 fe
'Depth' (distance b/w bottom of 10ft shelf and top of sediment)
5.50 it
Average depth calculated
3.56 it OK
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
3.5 it OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
1.40 in
Area of orifice (if -non -circular)
in
Coefficient of discharge (Co)
0.60 (unifless)
Driving head (Ha)
0.60ft
Drawdown through weir?
N (Y or N)
Weir type
(unitiess)
Coefficient of discharge (C,)
(unifless)
Length of weir (L)
it
Driving head (H)
it
Pre -development 1-yr, 24-hr peak flow
3.76 ft1/sec
Post -development 1-yr, 24-hr peak flow
6.30 ft'Isec
Storage volume discharge rate (through discharge orifice or weir)
0.02 ft3/sec
Storage volume drawdown time
3.50 days
Additional Information .
Vegetated side slopes
3 :1
Vegetated shelf slope
10 :1
Vegetated shelf width
10 0 it
Length of flowpath to width ratio
3 :1
Length to width ratio
1.8 :1
Trash rack for overflow 8 odfce?
Y
(Y or N)
Freeboard provided
1.0 It
Vegetated filter provided?
Y
(Y or N)
Recorded drainage easement provided?
(Y or NO
Capures all runoff at ultimate build -out?
Y
(Y or N)
Drain mechanism for maintenance or emergencies is:
Pump out
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
Forth SW401-Wet Detention Basin -Rev B-9/1749 Pads I. a II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS 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.
Pagel Plan
/Initials Sheet No.
heet C103 1. Plans (1" - 50' or larger) of the entire site showing:
/v) - 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.
/ heet C105 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
'1\ Jll - 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
- Filter strip.
% Jheet C106 3. Section view of the wet detention basin (1" = 20' or larger) showing:
1` JI - Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
ESC Plan 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.
Report 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
ESC Plan 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
Report 7. The supporting calculations.
Provided B. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
( Report 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
I` Jl soil maps are not an acceptable source of soils information.
RECEIVED
0 7 2111
Form SW401-Wet Detention Basin-Rev.8-9117109 Part III. Required Items Checklist, Page 1 of 1
NOVLBY:

MEMORY TRANSMISSION REPORT
i' TIME :12-08-'11 11:05
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
222
DATE
12.08 11:02
TO
R 919104512976
DOCUMENT PAGES
8
START TIME
12.08 11:02
END TIME
12.08 11:05
PAGES SENT
8
STATUS
OR
*** SUCCESSFUL TX NOTICE
S[nta oL Norab Co.oainn
' DapaRment of Bnv tron mnnt and Nnty rat Rmuu rca+
W it mfogtop Rngio o ntOTce ,
BcvcrryFnv<a PcrOrw, Covaroor FAX G®ViR SIIIEi"H' Dn Frccinon. Sec r-ctrry
Dale; �� � �—�� No. Paget (excl. cover)
Re:
=/ a� ���0
/.� �' ✓ GO �% ii. n f—Q'C/
L -�✓ /i�rY�� I
iw e..ra:nm vr��e e..«..n...,, wu.., u ... Nc za+os � c�iof -rm-r: f s = a.. vv. ai - nv.,�..•�r.r nrm .. o n�.�o.. �o.o oy�.

Beverly Eaves Pevdme, Governor
State of North Carolina
Department of Environment and Natural (Resources
!Wilmington Regional ®[lice
FAX COVER SHEET
Date:
To:
Cc:
Fax:
Re:
DeelFreeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
l27 C.irdinal Drive Extension, Wilmington, NC 28405 0 (910) 79i-7215 -All Equal Opportunity Atlirmaf ive Action Grnpinvc r

J 101Engineers,
Consulting
LLC
December 6, 2011
Ms. Christine Nelson
NCDENR
Stormwater & General Permits Units
127 Cardinal Drive Extension
Wilmington, NC 28405
1365 Tiber Avenue
Jacksonville, FL 32207
904.710.9871
[e-mail]
Subject: Camp LeJeune TLF Addition Permitting 2nd Resubmittal
Express
Dear Ms. Nelson:
In response to the request for additional information dated December 1, 2011, please
accept the following information:
• Updated Wet Detention Basin Supplement
• Revised Drainage Calculations (signed and sealed)
• Plans (Sheets C102, C103A, C105, C106 & C501B)
Additionally, I offer the following response to comments/request for information:
1. Calculations have been corrected.
2. Volume and area calculations have been verified and corrected.
3. Volume and area calculations have been verified and corrected.
4. Routing of the 10 year 24 hour storm has been included.
5. The revised calculations reflect 90% TSS removal.
6. The temporary pool volume is reflected on page 2 of the wet detention pond
supplement.
7. Page 2 of the wet detention O&M Agreement has been updated.
8. We have revised the planting plan sheet C501 B.
RECEIVED
DEC 0 7 2011
BY:

Please let me know if you have any questions or require additional information.
Sincerely,
L
Cc: Adam Wyden
Grayson Avery
RECEIVED
DEC 0 7 Z011
BY:--

Drainage Calculations
2nd Resubmittal
Camp LeJeune Temporary Lodging Facility
Contract NAFBA1-05-D-0036
Delivery NAFBA1-10-F-0840
December 6. 2011
EOConsulting Engineers, LLC
1365 Tiber Avenue
Jacksonville, FL 32207
NC Firm No. P-0986
William J. Byers, P.E.
NC License No. 38287
RECEIVED
DEC 0 7 2011
BY:�_

Camp LoJeune TLF Addition
Total Post -Developed Area POST-1
ost-Developed Impervlo us Areas
1
Proposed Building
2
Concrete Motorcycle area
3
Mechanical yard Stoop/Concrete/ben Pad
4
New Asphalt Pavement)NET)
5
Existing Bldg and Parking Area -North
6
Existing Bldg and Parking Area -South
Total
ost-Develooed Pervious Areas
Check
SF
89,734
10,490
275
3,664
14,732
6,935
47,222
42,522
5F
Total Pre -Developed Area PPE-1
89,734
Pre -Developed Impervious Areas
1
Existing Building, Pvmt and Sidewalk
13,360
2
X
0
3
X
0
4
X
0
5
X
0
6
X
0
Total 13,360
Pre -Developed Pervious Areas 76,374
Back Check 13,3ED
Post -Developed C
0.53
Pre -Developed C
0.30
Ports Areas
Elevation
FOreBay
Main
Main
Total
Total
Elev
SF
AC
Eley
SF
Ac
Elev
SF
Ac
12
12
275
0,006
12
275
C006
13
13
595
0.014
13
595
0.014
14
0
0.000
14
1,027
0.024
14
L027
0.024
15
0
O.ODO
IS
1,573
0.036
15
L573
0,035
16
0
OA00
16
2,232
0.051
16
4232
0.051
17
866
0.020
17
3,OD4
0.069
17
3,B70
0.089
IS
1,412
0.032
18
3,890
0.089
18
5,302
0.12E
19
1,995
0.046
19
4,883
0.112
19
6,B78
CASS
19.5
2.326
0.053
19.5
5,510
0.126
19.5
7,836
0.180
20
2,681
0.062
20
7,343
0.169
20
10,024
0.230
20.5
3,029
0.070
20.5
9,328
0,214
20.5
12.357
0.284
21
0.000
21
0.000
21
23,541
0.313
21.5
21.5
22.5
24,358
0.330
22
22
22
25,089
0.346
12/5/2011

Camp LeJeune TLF Addition
Pond Volume (excluding sediment depth from 12-14)
AREA / VOLUME
AT PROPOSED WET DETENTION POND
Elevation
Area
Area
Inc Storage
Total Storage
(SO
(Ac)
(Ft-3)
(FM3)
14
1027
0.02358
0
1300
15
1573
0.03611
1300
1902.5
16
2232
0.05124
3203
3051
17
3870
0.08884
6254
4586
18
5302
0.12172
10840
6090
19
6878
0.1579
16930
3678.5
19.5
7836
0.17989
20608
4465
20 Normal Water
10024
0.23012
25073
5595.25
20.5
12357
028368
30668
6499.5
21
13641
0.31315
37168
6999.75
21.5
14358
0.32961
44168
7361.75
22 Top of Bank
15089
0.3464
51529
Forebay Only
17
866
0.01988
0
1139
18
1412
0.03242
1139
1703.5
19
1995
0.0458
2843
1080.25
19.5
2326
0.0534
3923
1251.75
20
2681
0.06156
5175
14275
20.5
3029
0.06954
6602
rv`.0 0 WED]
11 12 07 wet detention pond areas.xlsr 12/52011 ! D E C 7 2011 10:59 PM
1,3 Y:_-----

Runoff Volume (3.3.1)
Rv = 0.05 + 0.9*(42,522/89734) = 0.4765
V1.5 = 3630*Rp* R *A = (3630)(1.5)(0.4765)(2.06) = 5346 CF
Treatment Volume Provided
V20.5 — VZo = 30,668-25,073 = 5596 CF
Volume of Permanent Pool
VPP = V20 — V14 = 25,073- 0 = 25,073 CF
Area of the Temporary Pool
A20.5 = 12,367 SF
Orifice Calculation
provided on following page (based upon 84 hour drawdown)
RECEIVED
DEC 0 1 I'll
BY:

Camp LeJeune TLF Addilion
SIZE FOR CIRCULAR ORIFICE
Ho -
.5 divided by 3 = 0.17
Calculate Flow Rate (0)
O = 5345 CF
x i x 1
84 hm 3600 sec
G = 0.018 FtA3/sec
Calculate Area of Drawdown Orifice
A =
0.02 F03/sec
0.6 2 (
32.20 Ftlsec) 0.17 Ft )
A = 0.010 Ft"2
Calculate Diameter of Drawdown Orifice
D = 4 (
0.010 Ft-2 )
3.14
D - 0.113 Ft
= 1.356 Indres
Use Minimum Diameter Orifice:
1.4 Inches
RECEIVED
11 12 07 wet detention pond areas.xisx 12/52011 DEC 0 7 2 011 11:26 PM
BY:

Average Depth (Option 2)
i EIVED
DEC 0 7 2011
I
1.r8_,Y:

d — 0.25 x 1 + Abot _shelf ]+[(Abot _ shelf + Abo,_ po„a x Depth
�—
Aperm _pool 2 Abot _shelf
Jo v
rw2v
/ ooa SF
Aeon 1027
lleF'W = •19 : s -14 =
Got
gno
�A= 2•��
�A egi�-D r- (2. cam) ( C' Oir77)C4W,�u) = -+217 5P
M.
DEC 0 7 2011

Camp LeJeune TLF Addition CN Calculations
WJB Consulting Engineers, PLLC
Pre —Developed Conditions
Total Basin Acreage 2.06 (Total Basin Area)
Impervious 0.31 (Impervious Area)
Pervious 1.75 (Pervious Area)
COMPOSITE "CN" Pre-0eveloped
Acreage
"CN"
Value
Impervious
0.31
98.00 =
30.38
Pervious
1.75
61.00 =
106.75
Total Basin Acreage
2.06
137.13
Composite "CN"
137.13 I
2.06 = 66.57 "CM'
RECEIVED
CL Wet Pond System TV-CN-PPV 11 11 26As DEC 0 7 2011 1126/2011
BY:

Camp LeJeune TLF Addition CN Calculations
WJB Consulting Engineers, PLLC
Post -Developed conditions
Total Basin Acreage 2.06 (Total Basin Area)
Impervious 0.98 (Impervious Area)
Pervious 1.08 (Pervious Area)
COMPOSITE "CN" AT PROPOSED WET POND SYSTEM
Acreage
"CN"
Value
Impervious
0.98
98.00 =
96.04
Pervious
1.08
61.00 =
65.88
Total Basin Acreage
2.06
161.92
Composite "CN"
161.92 I
2.06 r 78.60 "CN"
RECEIVED
DEC 0 7 1111
CL Wet Pond System TV-CN-PPV 11 11 26.x1s 11/26/2011

Routing Calculations
Pre and Post 1 Year — 24 Hours
L
CFIVEDEC072011
_-------

Camp Ledeune TLF Addition Pre -Developed
1 YEAH 24 ROM
1'2/=/-11
---- Basins
N—G: PLO Dev Basin
Nude: N-1
Status: Onsite
Braup: BASE
Type: 9C3 Unit Hydrograph
CM
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Scsii-24
storm Duration(hrs):
24.00
Rainfall Amounl(in):
3.700
Time of Conc(min):
10.00
Aroa(ac):
2.060
Time Shift(hrs):
0.00
Curve Number:
67.00
Max Allocable Q(cfs):
999999.000
DCIA(%):
0.00
---- Hydrology Simulations
Name: N-1
Filename: C:\Documents and Settings\HP Administrator\My Documents\wjb\Consulting\stellar\Camp Lejeune\design\icpr\N-1.R
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.70
Time(hrs) Print Inc(min)
30.000 5.00
z=- -s—_-n=ammo--
-= Routing Simulations---------====ye���_-,.-�__�_--_„==y_--�--�_____„
Name: Hydrology Sim:
Filename:
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 0.00
Min Cale TLne(sec): 0.5000 Max Cale Time(sec): 60.O0oO
Boundary Stages: Boundary Glows:
Time(hrs) Print inchuln)
_______ ____________
999.000 15.000
Group Run
_______________ -----
BASE Yes
a
=E1
Interconnected Channel and Pond Routing Model QCPR) (02002 Streamline Technologies, Inc. Page I of I

Camp LeJeune TL£ Addition Pie -Developed
1 YEAH 24 HUUH
12-7-I1
Simulation 6a3in
M-1 Pre Dev Basin
Group Time Max Flow Max
hrs cfs
RASE 12.04 2.67
Volume Volume
in ft3
0.963 7204
RECEIVED
DEC 0 7 2011
BY:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of I

CA4P LEJMIE TLF ADDTION
POST DEVELOPED ROUTING
1 YLOR 24 HOJR
12-07-11
Nodes
A Stage/Area
V Stage/Volume
T Lime/Stage
M Y.anhole
Baa_ns
0 Ovetlaad FLoa
U SCS Unit CN
S SSUH CN
Y SCS Unit CA
Z SBUH GA
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H BreaCL
E Percolation
F Filter
X Exfil Trench
A: N-1
D:CONTROL STRUCCU
I: BOUNDARY
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.

CAMP LEd4:UNE TLF AUDTION
POST DEVELOPED ROUTING
1 YEAR 24 HOUR
11-VI-li
---- Basins
Name, N-I
Node: N-1
Status: Onsite
Grouo: DHSR
Type: SCS Unit Hydrograph
CN
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Scsii-24
Storm Duration(hrs):
24.00
Rainfall Amount(in):
3.700
Time of Conc(min):
10.00
Area(ac):
2.060
Time Shlft(hrsl:
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(8):
0.00
Nodes
Name: BOUNDARY
Group: BASE
Type: Time/Stage
Time (hrs) Stage(ft)
0.00 19.0DO
12.00 19.500
20.00 19.250
24.00 19.000
Name: N-1
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
20.000 0.2300
20.500 0.2B40
21.000 0.3130
21.500 0.3300
22.000 0.3460
---- Drop Structures
Base Flow(cfs): 0.000
Base Flow(cfs): 0.000
Name: CONTROL STRUCTU From Node: N-1
Group: BASE To Node: BOUNDARY
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 12.00 12.00
Rise(Ln): 12.00 12.00
Invert(ft): 19.200 19.000
Manning's N: 0.013000 0.013000
Tap Clip(in): 0.000 0.000
But Clip(in): 0.000 0.000
Upstream FNWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FNNA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
- Weir 1 of 2 for Drop Structure CONTROL STRUCTU
Init Stage(ft): 19.000
Warn Stage(ft): 20.000
Init Stage(ft): 20.000
Warn Stage(ft): 21.000
Length(ft): 20.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw,
Inlet Ctrl Spec: Use do
Solution Incs: 10
Count:
1
Bottom Clip(in):
0.000
Type:
vertical: Mavis
Top Clip(in):
0.000
Flow:
Both
Weir Disc Cost;
3.200
Geometry:
Rectangular
Orifice Disc Clef;
0.600
Span(in):
120.00
Invert(ft):
20.500
Rise(in):
6.00
Control Rlev(Et):
20.500
••• Wclr 2 of 2 for Drop
Structure CONTROL
STRUCTU *--
TABLE
RECEIVED
DEC 0 7 2011
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page I of 2

CAMP LEJDUNE TLF ADDTION
POST DEVELOPED ROUTING
1 Y6(U1 24 HOUR
12-07-11
count: 1
Type: Horizontal
Plrn z Both
Geometry: Circular
Span(in): 1.40
Risc(in): 1.40
---- hydrology Simulations
Bottom Clip(in): 0.000
Top Cliplin): 0.000
weir Disc Cool: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 19.500
Control Elav(ft): 20.000
TABLE
Name: TLF POST
Filename: C:\Documents and Settings\HP Admi.nistrator\My Documents\wjb\consulting\stellar\Camp Le]euna\design\icpr\TLF P
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall Eile: Scsii-24
Rainfall Amount(in): 3.70
Time(hrs) Print Inc(min)
30.000 5.00
_--- Routing Simulations
Name: 1 YR 24 HR Hydrology Sim: TLF POST
Filename: C:\Documents and Settings\HP_Adminisirator\My Documents\wjb\consulting\stellar\Camp Lejeune\design\icpr\1 YR
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Fa CtOr: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Cale Time(sec): 0.5000 Max Calc Time(sec): 60.0000 _
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
999 000 15.000
Group Run
--------------- -----
BASE Yes
Boundary Conditions
Name: Node: BOUNDARY Type: Stage
Time(hrs) Stage(ft)
0.000 19.000
12.000 19.500
20.000 19.250
24.000 19.000
RECEIVED
DEC 0 7 2011
BY: -
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2

CAMP LEJEUNI ULF A DTION
POST DEVELOPED ROUTING
1 TEAR 21 HOUR
12-C7-11
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Name Group
Simulation Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
£t
ft
ft
ft2
hra
cfs
hrs
cfs
BOUNDARY SASE
1 YR 24 MR 12.00
29.50
20.00
-D.DOlO
0
12.48
0.61
0.00
0.00
N-1 BASE
1 YR 24 HR 12.48
20.57
21.00
0.0050
12543
12.00
4.72
12.4E
0.61
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 1 of 1

Routing Calculations
Pre and Post 10 Year — 24 Hours
iEC]EIVED
, 4EDEC 0 7 I'll
DEC
----

Camp LeOpunp 'I'I,?Amition Pre-Devoloped
10 YEPR 24 HOUR
==== NaainC
Name: Pre rev Hash Node: N-1 Status: Onsite
Group: BASE Typa: SCS Unit Hydrograph CN
Unit Ilydrograph: Uh464 Peaking Factor: 484.0
Rainfall File: Sr.sil-24 Storm Ouration(hre): 24.00
Rainfall Amount(in): 6.860 Time oC Couc(m1 n): 10.00
Area(ac): 2.060 Time Shlft(hrs): 0.00
Curve Number: 61.00 Max Allowable 0(cfs): 999999.000
DCIA18): 0-00
_�= Hydrology Simulations m--��=__-___—_.—__.�— _______
Name: N-1
Filename: C:\Documents and Settings\HP_Administrator\My Documents\wjb\consulting\stellar\Camp Lejeune\design\icpr\N-1.R
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scaii-24
Rainfall Amount(in): 6.86
Time(hrs) Print Inc(min)
_______________ _______________
30.000 5.00
�.= Routing Simulations .......
Nam.: Nam.: Hydrology Sim:
Filename:
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs)e 0.000 End Time(hrs): 0.00
Min Cale Time(sec): 0.5000 Max Cal. Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hra) Print In.(min)
_______________ _______________
999.000 15.000
Group Run
_______________ -----
BASE Yes
RECEIVED
DEC 0 7 2011
B:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1

Camp I.oJauna 'VLF Addition Pre -Developed
10 YFAH 24 H00R
Simulation
Pasin Group Time Max Plow Max
hca cfa
N-1 Pm Dev Dasin DASF 12.02
volume volume
in rt3
9.06 3.191 23065
RECEIVED
DEC U 22011
BY:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1

CANP LEJc JUE TLF AUDTION
POST DEVELOPED ROUTING
10 YEAR 24 HOUR
12-01-11
Nad�s
A Stage/Area
V Stage/Volurze
T 'Came/Stage
M Manhole
Basins
0 Overland Flow
U SCS 'Jnit CK
S SBUH CN
Y SCS Unit CA
2 SEUH GA
Linke
P Pipe
W Weir
C Channel
D Drcp 5-ructure
B Br:dge
R Rating Curve
H Breach
E Perco'ation
F Filter
% Sxfil Trsnch
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.

CAMP LEJEUNE TLF ADDTION
POET DEVELOPED ROUTING
10 ixAR 24 HOUR
12-07-11
__== Baefns
Namt: N-1
NOdg: N-1
Status: Onsite
rrnup: BASK
Type: SCS Unit Rydrograph
CV
Unit Hydrograph:
Uh464
Peaking Factor:
484.0
Rainfall File:
Scsii-24
Storm Duration(hrs):
24.00
Rainfall Amount (in):
6.860
Time of Conc(min):
10.00
Area(ac):
2.060
Time Shift(hrs):
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(H):
0.00
--- Nodes
Name: BOUNDARY Base Flow(cfa): 0.000
Group: BASE
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 19.000
12.00 19.500
20.00 19.250
24.00 19.000
Name: N-1
Group: BASE
Type: Stage/Area
Stage(ft) Aroa(ac)
20.000 0.2300
20.500 0.2840
21.000 0.3130
21.500 0.3300
22.000 0.3460
---- Drop Structures
Base Flowlcfs): 0.000
Name: CONTROL STRucTu From Node: N-1
Group: BASE To Node: BOUNDARY
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 12.00 12.00
Rise(in): 12.00 12.00
Invert(tt): 19.200 19.000
Manning's N: 0.013000 0.013000
'fop Clip(in): 0.000 0.000
But Clip(in): 0.000 0.000
Upstream MA 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 CONTROL STRUCTU
Init Stage(ft): 19.000
Warn Stage(ft): 20.000
Init Stage(ft): 20.000
Warn Stage(ft): 21.000
Length(ft): 20.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Most Restrictive
Flow: Both
Entrance Loss Coef: 0.000
Exit LOSS Coef: 1.000
Outlet Ctrl Spec: Use He or tw
Inlet Ctrl Spec: Use do
Solution Ines: 10
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Ceumetry:
Circular
Orifice Disc Coef:
0.600
Span(in):
1.40
Tnvert(ft):
19.500
Rise(in):
1.40
Control Elev(ft):
2D.000
"• Weir 2 of 2 for Drop
SlrucIIure CONTROL
STRUCTU -
TABLE
ZFCEIVED
DEC 0 7 2011
BY:
Interconnected Channel and Pond Routing Model (ICPR) C)2002 Streamline Technologies, Inc. Page I of 2

CAMP LEJHUNE 'TLF ADDTION
POST DEVELOPED ROUTING
10 YEAR 24 HOUR
12-01-11
Count i
Type: Vertical: Nevis
Flo - Both
Geometry: Rertangular
Span(ln): 120.00
Risc(in): 6.00
==== Hydrology Simulations
Dottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orirlce Disc Coat: U.600
Invert(ft): 20.500
Control Elevlft): 20.500
TA13LE
Name: TLF POST
Filename: C:\Documents and Settings\HP_Administrator\My Documents\wjb\consulting\stellar\Camp Lejeune\design\icpr\TLF P
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 6.86
Time(hrs) Print Inc Hnin)
_______________ _______________
30.000 5.00
--6 Routing Simulations
Name: I YR 24 HE Hydrology Sim: TLF POST
Filename: Ca\Documents and Settings\HP Administrator\My Documents\wjb\consulting\stellar\Camp Lejeune\des1gn\icpr\1 YR
Execute: Yes Restart: No Patch: Re
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 3D.00
Min Cale Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) print In.(.")
____________ __ ______________
999.000 15.000
Group Run
_______________ -----
BASE Yes
ass- Boundary Conditions E—
Name: Node: BOUNDARY Type: Stage
Time(hrs) Stage(ft)
_______________
0.000 19.000
12.000 19.500
20.000 19.250
24.000 19.000
RECEIVED
DEC 072011
BY:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2

CAMP LEJEUNE TLF ADDTION
POST DEVELOPED ROUTING
10 YEAR 24 HOUR
12-07-11
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfS
BOUNDARY EASE 10 YR 24 HR 12.00 19.50 20.00-0.0010 0 12.20 4.27 0.00 0.00
N-1 BASE 10 YR 24 HR 12.20 21.10 21.00 0.0050 13781 12.00 12.04 12.20 4.27
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of I

HC®EHR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H..Sullins
Governor Director
December 1, 2011
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8.tttt0'F l(Jcjo')
Temporary Lodging Facility Addition
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for the Temporary Lodging Facility Addition on November 7, 2011 with additional
information received on November 29, 2011. 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 verify the following calculations:
a. The Rv value — it does not appear to have been multiplied by 0.9, resulting in a
slightly higher Rv value and a slightly higher minimum required storage volume
than is expected.
b. The accumulated permanent pool volume — there appears to be an addition error
starting around elevation 18 (where the volume increases from 10, 262 to 11,786
ft) through an elevation of 20.5. Once these errors are corrected, if the
permanent pool volume increases, please ensure to verify that the forebay is 18
22% of the permanent pool volume.
2. Please ensure the temporary pool elevation and surface area is presented consistently
throughout the documents. For instance, the wet detention pond supplement lists the
temporary pool elevation as 20.78 while the calculations and the plans appear to
indicate the temporary pool elevation is 20.6. Additionally, the temporary pool surface
area presented on the third page of the volume calculations is different than the area
presented in the supplement.
1 Please verify that all of the surface areas of the pond are presented consistently and
accurately in the calculations and supplements. For instance, the surface areas of the
pond presented on the first two pages of the calculations are not consistent.
4. Please provide calculations supporting the 2.8 cfs peak flow discharge for the 10 year
storm event. Additionally, please demonstrate the peak discharge for the 10 year storm,
up to 10 cfs, will not bypass the level spreader.
5. You may wish to re-evaluate the need to design this pond to remove 85% of the TSS.
With the provided permanent pool surface area being well above the surface area
required for an 85% pond, this pond may meet the requirements for 90% TSS removal.
a. If this pond is to remain designed for 85% TSS removal, please provide the
calculations identified in Item 5.
b. If the pond is designed for the 90% TSS removal, then the vegetated filter strip is
no longer required. A level spreader or other energy dissipation device is still
required in order to allow the peak discharge for the 10 year event to flow
through the buffer in a diffuse manner through the buffer (per the definition of a
vegetative buffer in Session Law 2008-211).
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone. [phone] FAX [phone] Customer Service: 1-877-623-6748 NorthCarolina
Internet http.//portal.ncdenr.org a'�ry��Nry //I'
An Equal Opportunity\ Affirmative Action Employer (/ Vet rall//

Carl Baker
December 1, 2011
Stormwater Application No. SW8 110907
6. On the wet detention pond supplement under the Volume Section on page 2, please
ensure to complete the temporary pool volume.
7. Since the elevations of the bottom of the pond have changed, please update page 3 of
the Wet Detention Basin O&M Agreement.
8. Please reconsider the use of Pineland Mallow on the 3:1 side slopes above the
vegetated shelf. The operation and maintenance of the pond requires vegetation around
the perimeter of the pond (above the vegetated shelf) to be maintained at a maximum
height of approx 6 inches. If you wish to include a species of Mallow in the landscape
plan, you could consider planting two different plants on the upper and lower half of the
vegetated shelf.
9. The express additional information fee has been waived for this request for additional
information.
10. Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to December 7, 2011, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
C_1iit�Q ��y„J
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2011 \110907 HD\2011 12 addinfo 110907
cc: Bill Byers, WJB Consulting Engineers
Christine Nelson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From: Nelson, Christine
Sent: Thursday, December 01, 2011 1:48 PM
To: 'Towler CIV David W'; 'Thomas Bradshaw (Thomas. bradshaw@usmc. mil)'; 'William J. Byers,
P.E'
Cc: Russell, Janet
Subject: 2nd request for additional info - TLF addition
Attachments: 2011 12 addinfo 110907.pdf
Gentlemen,
I have atta�ched_a pdf1the 2nd requesTfor additional info for the TLF Addition (SW8.110907 &opies_of ihis.letter will
1�5Iso be sue_ ent inthe mail., Please be aware that I will be out of the office between December 8 and 12. Let me know if
you have any questions.
Christine
Christine Nelson
Environmental Engineer
NC DWQ- Stormwater Program
Wilmington Regional Office
910-796-7323
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

_ n5i
November 28, 2011
Ms. Christine Nelson
NCDENR
Stormwater & General Permits Units
127 Cardinal Drive Extension
Wilmington, NC 28405
1365 Tiber Avenue
Jacksonville, FL 32207
904.710.9871
[e-mail]
Subject: Camp LeJeune TLF Addition Permitting Resubmittal
Express
Dear Ms. Nelson:
In response to the request for additional information dated November 9, 2011, please
accept the following information:
• Updated Stormwater Permit application form
• Updated Wet Detention Basin Supplement
• Revised Drainage Calculations (signed and sealed)
• Plans (Sheets C102, C103A, C105, C106 & C501 B)
Additionally, I offer the following response to comments/request for information:
1. Section IV.3 of the application has been corrected.
2. Section IVA and 7 of the application has been corrected.
3. Updated calculations are provided.
4. The required storage volume has been updated on the wet detention pond
supplement (based upon the 1.5 inch design storm).
5. Volume calculations have been verified.
6. The temporary pool volume is reflected on page 2 of the wet detention pond
supplement.
7. The average depth (using option 2) has been recalculated.
RECEIVED
NOV 2 9 2011
BY:

8. The drawdown rated has been recalculated based upon the required storage
volume.
9. The signed operation & maintenance agreement for the level spreader /filter strip
is being sent directly from Mr. Towler.
10.A vicinity map has been included on Sheet C102.
11.The scale on sheet C103-A has been verified.
12. We have revised the control structure to an outlet box design.
13.The permanent pool elevation has been added to the outfall control structure
cross-section.
14. We have clarified the weir details.
15. Weir details are clarified and sediment clean out elevations have been added on
the cross sections.
16. The planting plan now shows four different species taken from the recommended
plant species (plan to be provided later today).
Please let me know if you have any questions or require additional information.
Sincerely,
William J. Byers, P.E.
Cc: Adam Wyden
Grayson Avery
"1= :CEIVED
NOV 2 9 2011
2

Nelson, Christine
From: William J. Byers, P.E. [[e-mail]
Sent: Friday, November 18, 2011 10:06 AM
To: Nelson, Christine; 'Towler CIV David W'; 'Thomas Bradshaw'
Cc: Russell, Janet, [e-mail], 'Grayson Avery'; [e-mail]
Subject: RE: request for additional information - TLF addition
Christine
It will be there the morning of the 281h. Thank you.
M
From: Nelson, Christine [mailto:[e-mail]]
Sent: Friday, November 18, 2011 9:52 AM
To: William J. Byers, P.E; 'Towler CIV David W'; 'Thomas Bradshaw'
Cc: Russell, Janet; [e-mail]; 'Grayson Avery'; [e-mail]
Subject: RE: request for additional information - TLF addition
Bill,
Please ensure that it is here in the morning on the 28th. I cannot give any more time to respond to this request.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: William J. Byers, RE [mailto:[e-mail]]
Sent: Thursday, November 17, 2011 4:56 PM
To: Nelson, Christine; Towler CIV David W'; Thomas Bradshaw'
Cc: Russell, Janet; [e-mail]; 'Grayson Avery'; [e-mail]
Subject: RE: request for additional information - TLF addition
May I suggest that I provide the resubmittal on the morning of the 28th. That will allow me a little more time
without impacting your review.
ME
Sent from my Motorola ATRIXTm 4G on AT&T
-----Original message -----
From: "Nelson, Christine" <[e-mail]>
To: "William J. Byers, P.E." <[e-mail]>, &apos;Towler CIV David W&apos;
<[e-mail]>, &apos;Thomas Bradshaw&apos; <[e-mail]>
Cc: "Russell, Janet" <[e-mail]>, "&apos;Adam L. Wyden&apos;" <[e-mail]>,
&apos;Grayson Avery&apos; <gavery@stellar. net>, &apos;Terry L Durand&apos; <TerryDurand@WJByers. com>
Sent: Thu, Nov 17, 2011 21:39:14 GMT+00:00
Subject: RE: request for additional information - TLF addition
Bill,
Extending slightly beyond 30 days is acceptable if everyone agrees to it. In these tough economic times, the stormwater
program has been under a lot of scrutiny so I just have to cover my bases.

Assuming that I receive the package on the 22n1, I won't be able to look at it until the 28`h at the very earliest.
Considering the worst case scenario that a second request for additional information is needed, I would suspect the
permit could be issued by 12/8.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: William J. Byers, P.E. [mailto:[e-mail]]
Sent: Thursday, November 17, 2011 3:37 PM
To: Nelson, Christine; Towler CIV David W'; Thomas Bradshaw'
Cc: Russell, Janet; 'Adam L. Wyden'; 'Grayson Avery'; 'Terry L Durand'
Subject: RE: request for additional information - TLF addition
Christine,
It is acceptable for the time frame to extend beyond 30 days. Our target date for receipt of permit is 12/14/11. What
date would be acceptable for the RAI response to be submitted to you in time to review and issue the permit?
Thank you for working with us on this permit.
MR
From: Nelson, Christine [mailto:[e-mail]]
Sent: Wednesday, November 16, 2011 12:07 PM
To: William J. Byers, P.E.; Towler CIV David W'; Thomas Bradshaw'
Cc: Russell, Janet; 'Adam L. Wyden'; Grayson Avery; 'Terry L Durand'
Subject: RE: request for additional information - TLF addition
Bill,
Due to the Thanksgiving holiday, I will not be in the office between 11/23-25. If I receive the package on the 22n1, I will
not be able to review the package prior to the holidays. This will likely result in the timeframe associated with the
express review to be extended beyond the 30 days. If this is acceptable with all parties involved, then I am ok with it.
Otherwise, in an attempt to stay within the express review timeframe, I will need to receive the information in the
morning on the 21" in order to have time to review it prior to the holidays.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: William J. Byers, P.E. [mailto:[e-mail]]
Sent: Tuesday, November 15, 2011 7:07 PM
To: Nelson, Christine; Towler CIV David W'; 'Thomas Bradshaw'
Cc: Russell, Janet; 'Adam L. Wyden'; Grayson Avery; Terry L Durand'
Subject: RE: request for additional information - TLF addition
Ms. Nelson,
As outlined in the NCDENR RAI dated November 9, 2011, 1 am requesting until Tuesday, November 22, 2011 to respond
to comments. As we discussed last week, we are incorporating some minor site revisions related to the base Fire
Marshal comments. We need until the 22nd to sufficiently incorporate these items into the permit plans and
calculations. If you have any questions regarding this request, please contact me.

-M
William J. Byers, P.E.
W03Consulting
Engineers, LLC
1365 Tiber Avenue
Jacksonville, FL 32207
904.710.9871
billbvers(cDwibyers.com
www.wibyers.com
CONFIDENTIALITY NOTICE: The information contained in this email message is confidential information, may be legally privileged,
and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient,
you are hereby notified that any disclosure, dissemination, distribution, or copying of this communication is strictly prohibited. If
you have received this communication in error, please notify us immediately by telephone or by reply email and delete or destroy
this message in its entirety.
From: Nelson, Christine[mailto:[e-mail]]
Sent: Wednesday, November 09, 2011 11:36 AM
To: Towler CIV David W; Thomas Bradshaw (Thomas. [e-mail]); William J. Byers, P.E
Cc: Russell, Janet
Subject: request for additional information - TLF addition
Gentlemen,
I have attached a pdf of the request for additional information for the stormwater permit application for the TLF
Addition (SW8 110907). Copies of this letter will also be sent in the mail. Please be aware that I will be out of the office
between November 10 and 15.
Bill, please give me a call once you had a chance to review the items (anytime between 1:30 and 4 is good for me). I just
want to make sure to address any questions about these items before I leave.
Thanks!
Christine
Christine Nelson
Environmental Engineer
NC DWQ- Stormwater Program
Wilmington Regional Office
910-796-7323
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Q'A
w�
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins Dee Freeman
Governor Director Secretary
November 9, 2011
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
D S-MC B-Carm p-Lejeurle
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8444104- jIOIQ j
Temporary Lodging Facility Addition
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for the Temporary Lodging Facility Addition on November 7, 2011. A preliminary
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
Camp Lejeune is in the White Oak river basin while the receiving stream of the project is
Beaverdam Creek. Please update Section IV.3 of the application accordingly to reflect
the correct river basin.
Please verify that the information presented in Section IVA and 7 of the application is
correct and consistent. If there are no coastal wetlands or surface waters within the
property (permit) area, the two numbers should be the same.
3. Please provide supporting calculations for all items calculated and entered in the wet
detention pond and level spreader/filter strip supplements. For instance, please
demonstrate how the SA/CA ratio, required permanent pool surface area, and the peak
discharge for the 10-yr storm were determined. Based on the site conditions, the SA/DA
ratio is higher than expected.
The calculations appear to indicate that the pond has been designed to treat the
difference in runoff volume from the pre -development and post -development condition
for the 1-yr 24-hr storm. Please note that since this project is not within '/ mile of and
draining to SA waters, the minimum volume required to store and treat is based on the
1.5 inch design storm. Please update the required storage volume on the wet detention
pond supplement.
5. Please verify that all of the surface areas and related volumes of the pond are presented
consistently and accurately in the calculations and supplements. For instance, the
surface areas of the pond presented on the first two pages of the calculations are not
consistent.
6. On the wet detention pond supplement, please ensure to complete the temporary pool
volume on page 2.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] \ Customer service: 1-877-623-6748 NOrthCarolina
Internet: waw.ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer !L`[4l

Carl Baker
November 9, 2011
Stormwater Application No SW8 110907
7. In option 2 of the average depth calculation, the area of the bottom of the pond excludes
the forebay. Please re -calculate the average depth of the pond following the calculation
presented in figure 10-2b of the BMP manual.
8. The drawdown rate for the temporary pool
volume, not the provided storage volume.
on the required storage volume.
should be based on the required storage
Please re-evaluate the drawdown time based
9. Please provide the original signed operation & maintenance agreement for the level
spreader/filter strip.
10.. Please include a vicinity map for the project on the plans. This could be accomplished
either by including a cover sheet for the plans that includes a vicinity map or by adding a
vicinity map to the plans. The vicinity map must include the nearest intersection of two
major roads.
11. Please check that the scale on sheet C103-A is correct.
12. Due to past problems with these types of outlet structures, please demonstrate or
otherwise provide justification that the proposed outlet structure is reinforced such that
the structure will not settle and ultimately affect the elevations of the pond. With a
separate outlet box type design, this concern is minimized.
13. Please add the permanent pool elevation to the outfall control structure cross section.
14. This project appears to utilize weirs in two different capacities — between.the forebay and
the main pond and for excess runoff to bypass the outlet structure. Please include two
weir details or otherwise specify the elevations associated with each in order to
demonstrate how a permanent pool elevation of 20.0 and a temporary pool elevation of
21 will be maintained. The overflow weir set detail on C105 is set at an elevation of
19.5, which is not be acceptable for the overflow weir.
15. The pond cross sections on C106 indicate that the overflow berm between the forebay
and main pool is set at 21. If a weir is provided, please demonstrate this on the cross
sections. Please also include the sediment clean out elevations on the cross sections.
16. The planting plan (C501 B) appears to indicate that the 10:1 vegetated shelf will be
planted in sod in the area toward the outlet. Sod may only be used on the side slopes
above the vegetated shelf. Please propose at least 3 wetland species to plant on the
entire vegetated shelf. Chapter 9 of the BMP manuals provides examples of plants that
work well in wetland conditions.
17. The express additional information fee has been waived for this request for additional
information.
18. Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to November 17, 2011, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
Page 2 of 3

Carl Baker
November 9, 2011
Stormwater Application No. SW8 110907
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The -construction of any impervioussurfaces,er than a construc ion entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
QL; /
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2011 \110907 HD\2011 11 addinfo 110907
cc: Bill Byers, WJB Consulting Engineers
Christine Nelson
Wilmington Regional Office
Page 3 of 3

Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, November 09, 2011 11:36 AM
To: Towler CIV David W; 'Thomas Bradshaw (Thomas. bradshaw@usmc. mil)'; 'William J. Byers,
P.E'
Cc: Russell, Janet
Subject: request for additional information =TLF addition
Attachments: 2011 11 addinfo 110907.pdf
Gentlemen,
I have attached a pdf of the request for additional information for the stormwater permit application for the TLF
Addition,(SW8 110907). Copies of this letter will also be sent in the mail. Please be aware that I will be out of the office
between November 10 and 15.
Bill, please give me a call once you had a chance to review the items (anytime between 1:30 and 4 is good for me). I just
want to make sure to address any questions about these items before I leave.
Thanks!
Christine
Christine Nelson
Environmental Engineer
NC DWQ- Stormwater Program
Wilmington Regional Office
910-796-7323
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Consulting
F109 Engineers, LLC
November 5, 2011
Ms. Janet Russell
NCDENR
Stormwater & General Permits Units
127 Cardinal Drive Extension
Wilmington, NC 28405
Subject: Camp LeJeune TLF Addition
Stormwater Expedited Permitting Submittal
Dear Ms. Russell:
1365 Tiber Avenue
Jacksonville,R 32207
904.710.9871
[e-mail]
Please accept the following submitted information to initiate the Expedited Stormwater
Review. Erosion Control Package will follow in 5 business days.
• Request for Express Permit Review
• Required Items Checklist
• Check from Stellar in the amount of$4000.00 dated 8/31/11 (no. 531210)
• Stormwater Permit application form (signed)
• Wet Detention O & M Agreement (signed)
• Filter Strip O & M Agreement (unsigned)
• Wet Detention Basin Supplement
• Level Spreader- VFS Supplement
• Drainage Calculations (signed and sealed)
• Stormwater Narrative
• Soils Report
• Plans (Sheets C103, C103A, C105, C106 & C501 B)
I will have the LS-VFS signed this week, and will forward directly when completed.
Please let me know if you have any questions or require additional information
Sin ,
Willia J. By E.
Cc: A am Wyden
Grayson Avery
RECEIVED
NOV 0 7 2011
BY: CK re as

STORM WATER NARRATIVE
Stormwater Submittal
November 5, 2011
I. GENERAL INFORMATION
Project Name & Address: Marine Corps Base Camp LeJeune
Temporary Lodging Facility (TLF) Addition
Holcomb Boulevard
Camp LeJeune, NC 28547
Property Ownership: U.S. Government
Acres Disturbed: < 3 acres
Wetlands Disturbed: There are no wetlands within the limits of construction.
Existing Permits: None known for this project site, but will be verified prior to
Application Meeting
It. EXISTING CONDITIONS
The site is located in an urbanized area on the Marine Corps Base Camp
Lejeune along Holcomb Boulevard, approximately 1400 feet southwest of Birch
Street. The project site is currently developed with an existing Temporary
Lodging Facility. This project is to add a single three story structure to the
eastern edge of the existing TLF. Some parking and sidewalks will be
demolished, and the new building footprint will be constructed as shown on the
Grading and Drainage Plans, Drawing No. C103 and C103A.
The Marine Corps Base Camp Lejeune owns, maintains and manages the
wastewater collection and water distribution systems on base. The development
is served by collection and distribution mains along the adjacent roadways.
The existing facility is collected in a storm sewer system that drains to an
unnamed tributary. This tributary runs along the northern perimeter of the TLF,
and ultimately connects to Beaverdam Creek.
NOV 0 7 2011

III. PROPOSED DEVELOPMENT
The proposed project consists of a net increase of impervious surface of
approximately 14,033 SF. The project is a high density commercial design
located within a coastal county. The Coastal Counties Stormwater Law (Session
Law 2008-211) will apply.
This project will be designed, permitted, and constructed in one phase.
There are no off -site roadway improvements required for this project.
We have provided a 30' vegetative buffer along the unnamed tributary.
Stormwater is proposed to be collected for the new building footprint and new
parking area, routed through a wet detention basin pond (85% TSS Removal)
and discharge through a vegetated filter strip to achieve the prescribed
stormwater treatment.
The Infiltration Test Results taken in the area of the proposed dry extended
detention facility/wet detention facility is shown below:
Infiltration Testing Form
Temporary Lodging Facility
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16524
February 15, 2011
Location Denth Soil Description
1 0-8" Gray silty SAND
8"-14" Tan silty SAND
14"-74" Tanlorangeigray sandy CLAY
74"-86" Tanlorangeigray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.003 inches per hour
Test was conducted at 14 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
The following pages provide the Quadrangle, and aerial vicinity map and an
excerpt from the Environmental Sensitivity Map for Onslow County.
f NOVL72011
I

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
TEMPORARY LODGING FACILITY ADDITION - RELOCATION
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MR. TIMONTHY A. FOCHT, PE, LEED AP
STELLAR
2900 HARTLEY ROAD
JACKSONVILLE, FLORIDA 32257
ECS CAROLINAS, LLP PROJECT NO.: 22.16524
FEBRUARY 28, 2011
�CEIVVED
NOV 0 7 Z011
BY:-

ECS CAROLGNAS, LLP Setting the Standard for Service"
�---1. Geotechnical • Construction Materials • Environmental • Facilities NC Poge I md ErGowft RmFA078
February 28, 2011
Mr. Timothy A. Focht, PE, LEED AP
STELLAR
2900 Hartley Road
Jacksonville, Florida 32257
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Temporary Lodging Facility Addition - Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
Dear Mr. Focht:
As authorized by your acceptance of the Professional Services Agreement Modification
(PSA-02A), ECS Carolinas, LLP (ECS) has completed a subsurface exploration for the
subject project. This report presents the results of the field exploration 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
WJ lti�C�
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
i
WaIidUM.Pbh,P. 91
Principal Engineer
North Carolina License No. 022983
NOV 0 7 2011
L:
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 • F: 910-686-9666 • www.eeslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic, LLC • ECS Southeast. LLC • ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
TEMPORARY LODGING FACILITY ADDITION - RELOCATION
MCB CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MR. TIMONTHY A. FOCHT, PE, LEED AP
STELLAR
2900 HARTLEY ROAD
JACKSONVILLE, FLORIDA 32257
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA28411
ECS CAROUNAS, LLP PROJECT NO.: 22.16524
FIRM NO. F-1087
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FEBRUARY 28, 2011
NOV 0 7 2011
BY:-

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY......................................................................................................1
2.0 PROJECT OVERVIEW.........................................................................................................2
2.1 Project Information..........................................................................................................2
2.2 Scope of Work.................................................................................................................2
2.3 Purpose of Exploration....................................................................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Soil Test Boring.......................................................................................................3
3.1.2 Hand Auger Boring and Infiltration Test...................................................................3
3.2 Laboratory Testing Program............................................................................................4
4.0 EXPLORATION RESULTS...................................................................................................5
4.1 Site Conditions................................................................................................................5
4.2 Regional Geology............................................................................................................5
4.3 Soil Conditions.................................................................................................................5
4.4 Groundwater Conditions..................................................................................................6
4.5 Laboratory Test Results...................................................................................................6
5.0 ANALYSIS AND RECOMMENDATIONS
..............................................................................7
5.1
Subgrade Preparation......................................................................................................7
52
Engineered Fill Placement...............................................................................................8
5.3
Foundations Design.........................................................................................................9
5.4
Floor Slab Design...........................................................................................................10
5.5
Lateral Earth Pressures................................................................................................10
5.6
Pavement Design Considerations..................................................................................11
5.7
Site Drainage.................................................................................................................12
5.8
Construction Considerations..........................................................................................12
6.0 CLOSING...........................................................................................................................14
APPENDICES
APPENDIX A-FIGuREs
APPENDIX B-SPT BORING LOGS
APPENDIX C-INFILTRATION TESTING FORM
APPENDIX D-LABoRAToRYTEST REsuLTs
APPENDIX E-GENERAL CONDITIONS
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS, AND SAMPLES
NOV 0 7 2011

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located in MCB Camp Lejeune, North Carolina. The project is
located on Holcomb Boulevard. The site is currently occupied by a two story building, asphalt
paved parking lots and driveways and is relatively level.
The construction will consist of a new 50 room addition on the east side of the property. The
addition will consist of a two story building with masonry walls, structural steel columns and cast -
in -place slabs. The maximum column loads are estimated at 150 kips and the maximum wall
loads are estimated at 8 kips per foot. The proposed building will be constructed one foot above
existing grade. In addition to the proposed building, a storm water facility will be constructed in
the woods 130 feet off of Holcomb Boulevard. Additional project information was not available at
the time of this report.
No appreciable organic topsoil was reported by the drillers at borings locations. Beneath the
surface to a depth of approximately 12 feet, the test borings typically encountered intermittent
layers of loose to medium dense clayey and dean sands (SC, SP) and very soft to soft lean
days (CL). From 12 feet to depths of approximately 25 feet, the test borings typically
encountered intermittent layers of very loose to very dense silty and dean sands (SM, SP).
In summary, the proposed structure can be supported on driven timber piles. For 8 inch round
timber piles installed to a minimum depth of 25 to 30 feet, the allowable axial load is 20 tons.
Speck information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a `Summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.
Prepared By: Reviewed By:
Winslow E. Goins, P.E. Walid M. Sobh, P.E.
Project Engineer Principal Engineer
)�ERCCUIfV) �
NOV 0 7 2011
BY:

Report of Subsurface Exploration and Geotechnicai Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed project is based upon on our discussions with STELLAR
and the site maps provided by STELLAR. The proposed site is located in MCB Camp Lejeune,
North Carolina. The project is located on Holcomb Boulevard. The site is currently occupied by a
two story building, asphalt paved parking lots and driveways and is relatively level.
The construction will consist of a new 50 room addition on the east side of the property. The
addition will consist of a two story building with masonry walls, structural steel columns and cast -
in -place slabs. The maximum column loads are estimated at 150 kips and the maximum wall
loads are estimated at 8 kips per foot. The proposed building will be constructed one foot above
existing grade. In addition to the proposed building, a stone water facility will be constructed in
the woods 130 feet off of Holcomb Boulevard. Additional project information was not available at
the time of this report
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results, of:
• four standard penetration test soil borings (SPT),
• one hand auger boring and infiltration test,
• 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 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 data to develop appropriate geotechnical engineering design and
construction recommendations.
!�ZECLI VE;D
pp 1NOV 0 7 2011
Y:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The four soil test borings drilled on the site were performed using a track -mounted CME 450
drill rig utilizing various cutting bits and mud rotary drilling to advance the bore holes.
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 or 24 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. Spilt -spoon samples were
obtained continuously within the upper 10 feet and at approximately 5-foot intervals thereafter.
The approximate locations of the soil test borings are Indicated on the Boring Location Plan in
Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery,
each sample was removed from the sampler and visually classified. Representative portions of
each soil sample were then sealed in air -tight containers and brought to our laboratory in
Wilmington, North Carolina for visual examination and formal classification by a geotechnical
engineer in general accordance with the Unified Soil Classification System guidelines.
3.1.2 Hand Auger Boring and infiltration Test
On February 15, 2011, ECS advanced one hand auger boring to a depth of approximately 86
inches below the existing subgrade at the site. The approximate boring location is shown on
the Boring Location Diagram in Appendix A of this report.
ECS visually classified the subsurface soils encountered in the hand auger boring. ECS also
recorded the groundwater level and the seasonal high water table (SHWT) observed at the time
of the hand auger boring.
ECS conducted one infiltration test utilizing a compact constant head perrmeameter near the
hand auger boring location to estimate the infiltration rate for the subsurface soils. Infiltration
tests are typically conducted at two feet above the SHWT. If the SHWT is less than three feet,
the tests are conducted at ten inches below the surface elevation.
NOV 0 7 Z011

Report of Subsurface Exploration and Geotachnical Engineering Analysis
Temporary Lodging Facility Addition - Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
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 analysis (ASTM D 4318), and grain size analysis (ASTM D 1140).
All data obtained from the laboratory tests are included on the Laboratory Testing Summary
and in Appendix D of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of
sixty (60) days, after which they will be discarded unless other instructions are received as to
their disposition.
tZCElivT sJ
4 Nov 0 7 2011
RY-- ---

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located in MCB Camp Lejeune, North Carolina. The project is located or
Holcomb Boulevard. The site is currently occupied by a two story building, asphalt paved parking
lots and driveways and relatively level.
4.2 Reoional Geoloay
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
SPT Borings: No appreciable organic topsoil was reported by the drillers at borings locations.
Beneath the surface to a depth of approximately 12 feet, the test borings typically encountered
intermittent layers of loose to medium dense clayey and clean sands (SC, SP) and very soft to
soft lean clays (CL). Standard penetration test resistances (N-values) in these soils generally
ranged from W.O.H (Weight of Hammer) to 12 blows per foot (bpf).
From 12 feet to depths of approximately 25 feet, the test borings typically encountered
intermittent layers of very loose to very dense silty and clean sands (SM, SP). Standard
penetration test resistances (N-values) in these soils generally ranged from 2 to 52 bpf.
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the test borings. The Test Boring Records in Appendix B contain detailed
information recorded at.each of the boring locations and represent the geotechnical engineer's
interpretation of the data based on visual examination of the soil samples obtained during the
field exploration. The stratification lines on the Test Boring Records represent approximate
boundaries between material types and the actual transition between strata is expected to be
gradual. A generalized subsurface profile is also included in Appendix A.
Hand Auger Boring: In the hand auger boring, no appreciable organic topsoil was reported.
Beneath the surface to a depth of approximately 86 inches below current site grades, the test
boring encountered intermittent layers of gray and tan silty sand (SM), tan/orange/gray fine
sand (SP), and tan/orange/gray sandy clay (CL).
NOV 0 7 Z011
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Caroline
ECS Project No.: 22.16524
4.4 Groundwater Conditions
Groundwater observations were made during the drilling operations at all boring locations.
Furthermore, visual observations of the samples retrieved during drilling exploration were also
used in evaluating the groundwater conditions. The groundwater depth was observed to range
approximately 5.8 to 7.8 feet below the existing grade after completion of the boring. The
groundwater depth was observed to range approximately 6.3 to 10.1 feet below the existing
grades 24 hours after completion of the borings.
The groundwater level and the seasonal high water table (SHWT) were estimated at the time of
the hand auger boring. The Infiltration Testing Form, located in Appendix C provides a
summary of the SHWT estimate and infiltration test results.
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 of 20.2 and 46.3 percent.
The grain size analysis of the tested sample indicated that the tested material had 21.6 percent
fines passing the number 200 sieve.
The Atterberg limits analysis of the tested sample indicated a liquid limit of 35, a plastic limit of
18 and a plasticity index of 17.
Specific laboratory test results are provided in the Laboratory Testing Summary and in
Appendix D of this report.
NOV 0 7 2011

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
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 Subarade Preparation
The first step in preparing the site for the proposed construction should be to remove all
vegetation, rootmat, topsoil, deleterious materials, existing pavement, foundations and 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 Gearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
roadway 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 smooth drum vibratory roller, having an axle weight of at least 10
tons. The vibratory proofrolling will also help density the upper exposed subgrade soils. During
this process, it may be necessary to allow groundwater brought to the surface during
densification to recede prior to continued densification or subsequent fill placement. Any soft or
unsuitable materials identified during proofrolling operations should be either repaired in -place
or removed and replaced with an approved backfill placed and compacted in accordance with
recommendations of this report.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber
fire 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 all unsuitable materials
have been removed and that the prepared subgrade is suitable for support of the proposed
construction and/or fills.
Haul roads for the site should be designed to cross areas that will allow equipment to access
the construction areas without crossing proposed building pads or interfere with the operations
of the existing buildings. Areas that haul roads cross existing utilities should be designed to
prevent damage to the utilities.
7 I
NOV 0 7 2011

Report of Subsurface Exploration and Geotachnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
5.2 Enaineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. All fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, and have a Liquid Limit (LL) and Plasticity
Index (PI) less than 40 and 20, respectively. We also recommend that all fills within structural
areas have a modified Proctor (ASTM D 1557) maximum dry density of at least 100 pounds per
cubic foot (pcf).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). All such materials removed during grading operations should be either
stockpiled for later use in landscape fills, or placed in approved on or off -site disposal areas.
Existing soils containing significant amounts of organic matter will not be suitable for reuse 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 Gays or silts (CL, ML) with LL and PI greater than 40 and 20,
respectively, should be evaluated by the geotechnipl 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
geotechnipl engineer. The geotechnipl 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 geotechnipl 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. All filling operations,
should be observed on a full-time basis by a qualified representative of ECS to determine that
the required degrees of compaction are being achieved. We recommend that a minimum of
one compaction test per 2,000-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specked degree of compaction is achieved. Failing test areas may require moisture
adjustments or other suitable remedial activities in order to achieve the required compaction.
NOV 0 7 Z011
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. All wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, ,if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, all frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Foundations Recommendations
The proposed structure can be supported on a deep foundation consisting of driven 8-inch tip
round timber piles. Each pile should be installed to a depth of 25 to 30 feet. Our evaluation
indicates that at this depth the soils are capable of supporting a maximum of 20 tons axially, 7
tons of uplift and 5 tons lateral load. This loading assumes a fixed head pile condition with axial
and shear forces applied to the pile head. The design capacity of the soils includes the down -
drag forces for the clays in the upper zones. The upper strata are soft and in our opinion would
not provide long-term stability for piles supported by skin friction with less capacity at higher
depths.
We recommend that the pile driving hammer used to install each pile have a minimum rated
energy blow of 8,000 foot/pounds. Driving criteria and bearing elevations should be established
prior to driving piles.
It is suggested that several over length piles be driven prior to the start of production pile
driving, to establish the driving criteria, pile lengths to be ordered and to determine if auger
"pilot" holes are justified. Production piles should not be ordered until the pile lengths can be
verified. Three piles are recommended for the structure.
The over length piles could be driven in production pile locations. All pile installation operations
and load test if necessary, should be monitored by a senior soil technician working under the
supervision of a Licensed Engineer. ECS would be pleased to develop driving criteria for the
project, once the method of installation and the contractor has been selected. Construction of
pile caps or grade beams could begin only after all piles have been installed.
We recommend pre -condition and post -condition surveys be performed on the adjacent
buildings (within at least 500 feet) prior to pile installation if a dynamic process is used for the
pile installation. ECS can provide these services, if requested.
i
NOV 0 7 2011

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
5.4 Floor Slab Desion
Provided a suitable subgrade will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade with out surcharging the building pad. Our findings indicate that
a modulus of subgrade reaction (kJ of 150 pci is appropriate for design provided that upper 12
inches of the slab subgrade soils have been uniformly compacted to at least 98 percent of their
modified Proctor maximum dry density.
We also recommend that all slabs -on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If floor covering such as file 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 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 sandy engineered fill or sandy in -situ natural soils, the following soil
parameters can be utilized:
• Internal friction angle of 31"
• Unit weight of 110 pcf for sands
• At -Rest State, earth pressure coefficient (KJ of 0.48 for the sands
• Active State, earth pressure coefficient (Ka) of 0.32 for the sands
• Passive State, earth pressure coefficient (Kp) of 3.12 for the sands
• Friction factor, f = 0.25
• Unit weight of 115 pcf for clays
• Undrained Strength of 400 Ibefor the clays
For wail conditions where wall movement cannot be tolerated or where the wall is restrained at
the top, the "At Resr 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 wail height. Furthermore, the passive contribution within the zone of frost penetration (12
inches) should be neglected.
The type of retaining wall used should be carefully selected considering adjacent areas and
construction. Irrespective of the retaining wall system chosen, we recommend that the design
of the new retaining walls consider their global stability. We recommend that the global factor
of safety should be at least 1.5. Other factors of safety shall be as follows:
Factor of Safety against Sliding > 1.5
Factor of Safety against Overturning > 2.0
Factor of Safety against Bearing Capacity Failure > 2.0
R E CEIV it
10 NOV 0 7 Z011
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
5.6 Pavement Desion 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 flexible pavement section of 2 inches of surface SF9.5 mix overlying 6
inches of compacted crushed stone in the light pedestrian type vehicle areas and 3.0 inches of
surface SF9.5 mix overlying 8 inches of compacted crushed stone in the main heavily traveled
drive areas, in truck delivery and dumpster areas. ECS recommends that the heavy duty
asphalt pavement be placed in two lifts of 1.5 inches.
For light duty rigid pavement, we recommend a pavement section of 5 inches of 650 psi flexural
strength (5,500 psi compressive strength) Portland cement concrete over 4 inches of aggregate
base course. For heavy duty rigid pavement, we recommend a pavement section of 6 inches of
650 psi flexural strength (5,500 psi compressive strength) Portland cement concrete over 5
inches of aggregate base course. These pavement sections will depend on the type and
frequency of traffic and my require adjustments.
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. These pavement sections will depend on the type and frequency of
traffic and my require adjustments.
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.
r,��ECr!
11 NOV 0 7 2011
BY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
5.7 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 subgrede 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.
Please note that the need for construction dewatering should be determined at the time of
construction. If grading operations are performed during the wet seasons (i.e. fall and winter)
the use of gravity flow ditches may be necessary to divert precipitation and surface water away
from the construction areas.
5.8 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.
R-EC: S)(VED
12 NOV 0 7 Z011
IBY:--

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
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, constriction
equipment cannot be permitted to randomly run across the site, especially once the desired
final grades have been established. Construction equipment should be limited to designated
lanes and areas, especially during wet periods to minimize disturbance of the site subgrades. It
will likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
13
f_=IVE
NOV 0 7 2011
THY:

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Temporary Lodging Facility Addition — Relocation
MCB Camp Lejeune, North Carolina
ECS Project No.: 22.16524
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.
] l-. , CEhVT1C..D
14 NOV 0 7 Z011
BY:-1

inn nAZUE &M2 LMM SMFACr W.T a = T FS ewvo �G2TJ➢
®us vxcmo 9'-n._ ®Y-�YYna d M. a® 7—....— pl 1Q� 0..-.,..ro..n U.-�.,.e.. ®.-�..�.®d...... M.... Irm wd. o.. Y...... C C V ®.. nn.wn �Y-e..r.e �a-wwna. o.s nn�v. �Ysam j.®un-Ym vvon O
®•-uM1..YW-� 6-w.Ymrm ®'I.IN �� i1.N LLW -INYRi � ,_
a
B-1 B-2 B-3 B-4
IL
E m 6
0 gg
0 0 FWci
9 ` 7', !1 12
10 7 12sc
:• 12
11 8 _ B _ 5
2 11 '•`. 2 WOH
-10 - -10
:!t SP 0 Z
2 SP 2 WOH 17 m
d al
LU = Wy
3 :: 13 :: 3 SP 2 SP G
-20SP SP -ZO
2 52 E SM 3 M SM
EOB @ 25.0' EOB @ 25.0' EOB @ 25.0' EOB @ 25.0'
-30 r -30
H.Mi d Vvt. Nis
GPOIFRM0.
22-]6521
S EE
2
bAh �u
NOV 0 7 2011
BY:

APPENDIX B
SPT BORING LOGS
UVED
NOV 0 7 Z011

Reference Notes for Boring Logs
Drilling and Sampling Symbols:
SS - Split Spoon Sampler
ST - Shelby Tube Sampler
RC - Rock Core: NX, BX, AX
PM - Pressuremeter
DC - Dutch Cone Penetrometer
RB - Rock Bit Drilling
BS - Bulk Sample of Cuttings
PA - Power Auger (no sample)
HSA - Hollow Stem Auger
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 sampler, as specified in ASTM D-1586. The blow count
is commonly referred to as the N-value.
Correlation of Penetration Resistances to Soil Properties:
Relative Density -Sands, Silts
Consistency of Cohesive Soils
SPT-N
Relative Dens
N-Values
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
51 or more Very Hard
Ill. Unified
Sol] Classification Symbols:
GP -
Poorly Graded Gravel
ML -
Low Plasticity Sifts
GW -
Well Graded Gravel
MH -
High Plasticity Silts
GM -
Silty Gravel
CL -
Low Plasticity Clays
GC -
Clayey Gravels
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
SC -
Clayey Sands
(Typical)
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 augering, without adding fluids, In
a granular soil. In days 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. C EIVED
BY:

Unified Soil Classification System
(ASTM Designation D-2487)
. Maim Division Group Symbol Typical Names _ Classification Criteria
R
. r
8`
r,
z
PI
elm
GW
Well -graded gravels and gravel_
sand mixtures, little or no fines
CP
Poorly graded gavels and gravel -
sand mixtures, little or no fines
GM
Silty gravels, gravel -sand -silt
mixtures
GC
Clayey gavels, gavel -sand -clay
mixtures
SW
Well -graded sands and gravelly
sands, little or no fines
SP
Poorly graded sands and gravelly
sends, little or no fines
SM
Silty sands, sand -silt
SC
Clayey sands, sand -day mixtures
ML
Inorganic silts, very fine sands,
rock fiota, silty or clayey fine
sands
CL
Inorganic days of low to medium
plasticity, gravelly clays. sandy
Clays, Silty Clays, Iran Clays
OL
Organic silts and organic silty
clays of low plasticity
MH
Inorganic Silts, mienCeams or
diatomaceams fine sands or silts,
elastic silts
CH
Inorganic clays of high plasdcitiy,
tat elm
OH
Organic elm of medium to higb
plasticity
C, = De/Dio Greater than 4
C,— (Dso)z/(DraxDso) Between 1 and 3 ;
6
. �
Not meating bolt criteria for GW
B
a o
"A"
Atlerbcg limits plot below line or
O
plasticity index less than 4
c
Att9glierberg limits plot above "A" line
and plasticity index greater tban 7
Ce — Dac/Drs Greater than 6
$
C,=(Dw)z/(DexDeo) Between 1 and
3 z
Not meeting both criteria for SW
Altedwg Limits plot below "A" line or
plasticity index less then 4
g ge
Atterberg limits plot above "A" line
and plasticity index greater than 7
N=134 ae}�nr�e RP®m°appQtima ofrLaaeraaohmsam+
aamn,a.a.
(afarl ,xsysman.
...■E.,..�E
■■.F®ROME
I■
..M:.■■■■..
N■■...
0930MO
o " a a a m m n m m ,.nil
mw cram. u
Plasticity chart for the classlficetiou of £novamad soils.
Testa made on fiaction finer than No. 40 sieve
Ffrghly organic Soils Pt Peat, muck and other biglily Fibrous organic matter, will
organic soils elan, Imol, or glow
NOV 0 7 2011
MAY 2006
UNIFIED SOIL
CLASSIFICATION
SYSTEM
acsCAFLUXAW

CLIENT
Group16524
JOB j
BORING #
B-1
sumStellar
1 1
7M-1
PROJECT NAME
Temporary lodging faddy Add'dion - ReW do
ARCHITECT -ENGINEER
SITE LOCATION
Holcomb Boulevard, Camp Le'eune, NC
-a- rnma�ran p@iBTepygrER
r1)NS/FP.
1 B S a 6+
PIASIE WATER LIQUID
mar X CONTENT X IJTSr %
% 0 G
2
F
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W- LOSS OF CIRCULATION 10
m
?�
®
ROCK QUALITY DESIGNATION k RECOVERY
ROD%— — — REC.X
20%40%6O%—BO% —100
® STANDARD PENETRATION
HI.OWS/FP.
Io BD So 40 So+
SURFACE ELEVATION
0
5
1
1
20
25
1
SS
24
24
Loose to Medium Dense, Moist to Wet. Tan
and Orange, Clayey Fine to Medium SAND,
(SC)
MINE
. 8 (Z-� 5-6)
10 (4-5-8) :
20.2
2
2 (1-1-1)
3 (1-2-1)
2 (1-1-1)
2
SS
24
24
3
SS
24
24
4
SS
24
24
5
SS
24
24
Very Soft, Wet, Gray, CLAY, With Trace
Fine Sand, (CL)
Very Loose, Saturated, Dark Brown, Fine
to Medium SAND, Trace Organics, (SP)
6
SS
18
18
Very Loose, Saturated, Light Grar to
Gray, Fine to Medium SAND, (SP)
7
SS
18
18
e
SS
18
18
END OF BORING ® 25.0'
ATE✓
INOV 0 7 201E
BY:—
THE STRATIFICATIDn LDES REfRESErY THE APPROX MATE BM ARY LINES BETWEEN SOIL TYPES IM-SITU THE TRAMSMON MAY BE GRAODAL
7WL 6.2' OR ED
BORING STARED 02/17/11
DKLM Mid-Allaniic Drilling, Ina
TWL(SCR) T1I.(ACK)
DORWO COMPLETED 02 1 7 1 1
CAVE EN DEPTH O
;AWL 6.3'
RIG 45C Tk. FOHMN JS
DFMJNG METHOD Mud Rotary

CLIENT
Stellar Group
JOB #
16524
BORING
B-2
SHEET
1 1
—
PROJECT NAME
Tempomry Lodging FacUdt+ Addition — Relocatlo
ARCHITECT -ENGINEER
SITE LOCATION
Holcomb Boulevard, Camp Le'eune, NC
'� 01�
1 2 s 4 a+
PLURM WATER LIQUID
IBM % CONTENT % LUnT z
g 0 a
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 1
�—
�
pap
► ry
6id
ROCK QUALM DESIGNATION h RECOVERY
O%---4 % 6 —8
2076-40X-60X-80%-100
® STANDARESPENENETRATION
10 20 s0 40 50+
SURFACE ELEVATION
0
5
1
1
20
25
3
I
SS
24
24
Loose to Medium Dense, MoLst to
Saturated, Tannish Brown to Tan and
Orange, Clayey Fine to Medium SAND, (SC)
9 (2 3 6 4)
:7 (2-3+5)
:7 (3-&"�5)
8 (s 5)
2 (3-1-1)
2 (1-1-1)
2
SS
24
24
3
SS
24
24
4
SS
24
24
5
SS
24
24
Very Loose and Medium Dense, Saturated.
LightGray to Gray, Fine to Medium SAND,
6
SS
18
18
7
SS
18
18
B
SS
1B
18
_
_
END OF BORING ® 25.0'
.-EC:
NOV 0 7 2011
THE STRATUrMATION LIMES REPRESENT THE APPIaMMATE 8MMARY L01E5 SETVEEn San, TYPES IN -SITU THE TRAMSIT= MOU Y EE SRAAL
pWL 7.8' ®OR WD
BORING STARTED 02/17/11
(IRRIM lad-Afimlic Dreiim Ina.
WL(BCR) TWL(ACR)
BORING CONFLETED 02 1 7 1 1
CAVE IN DEPTE O
TWL 7.0'
RIG 45C Tk. Yo=LAN JS
DMLUNG RIMGD Mud Rotary

CLIENT
70B $
HORiNG $
SHEET
ac
Stellar Group16524
B-3
1OF1
PROTECT NAME
ARCffiTECf-ENGINEER
Tempomry Lodging Facility MOW - Relocatio
SrrE LOCATION
Holcomb Boulevard, Camp Le'eune, NC
-o- CALIBRATED P G4M
1 a S 4 G+
PLASM EATER uQUID
LOW X CONTENT X LOIT R
A
�g
3
DESCRIPTION OF MATERIAL ENGLIM UNITS
BOTTOM OF CASING W— LOSS OF CIRCULATION 10
z
P
6�ii
% 0
ROCK QUALITY DESIGNATION & RECOVERY
ROD%— — — REC.X
20X—40X-60%--•808-100
® 64AtAND PPENETRATION
10 20 so 40 50+
SURFACE ELEVATION
0
I
SS
24
24
Loose and Medium Dense, Moist to Wet,
Tannish Brown to Tan and Orange, Clayey
Fine to Medium SAND, (SC)
10 14 e- T)
2
SS
24
24
11 (4 6 s s}
5
12 (+4-6-7)
3
SS
24
24
.8 (4 ! 4 5
4
SS
24
24
2 (1 t-t-ta
5
SS
24
24
Very Loose, Saturated, Brown to Dark
Brown, Fine to Madlum SAND, (SP)
1
OtCwol�xoH hat)
6
SS
18
18
1
Ve Loose, Saturated, Gray, Fine SAND,
(SPA
7
SS
18
18
20
Very Dense. Saturated, Silty Fine to
Medium SAND, With Weathered Limestone,
(SM)
8
SS
18
18
(4 ?v 52
25
END OF BORING ® 25.0'
F Ccl-1'OTE
NOV 0 7�a':-----
LB
pE STRATIFICATIDM LM REPRESEM TW APPRG)nnATE BOUMARY LUTES eETVEEH SGIL TYPES UYSITU THE TRAMSITUIH HAY BE GRADUAL
SL 5.9' ®OR TO
HOWG STARTED 02/17/11
DIdUM lad—Aamd)c Drift Inc.
TVI(BCR) TVL(ACR)
BOE NG COMPLETED 02 17 1 1
CAVE IN DEPTH s
TWL 9.7'
NBG 45C Tk. POR L&N JS
DIBLUNG METHOD Mud Rotary

CLIENT
Stellar Group
JOB #
16524
BORING #
1 B-4
9FD?.ET
1 DB 1
PROJECT NAME
ARCHITECT-E NGRWR
Temporary Lodging Facility Addition — RelocaBo
SITE LOCATION
-o- CAIJIMAYan PENIM Efffit
Trn>s3
Holcomb Boulevard, Cam Lejeune, NC
1 2 4 5+
PLASM WATER UQUID
law % OCUMNT X IJIRT X
A
Z
DESCI WTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W— LOSS OF CIRCULATION 10
R
ROM aDA1dTT DESIGNATION k RECOVERY
20%-40%-60% EC80X--1
® STANDARD PENSTRATIDN
BIOWS/@T.
SURFACE ELEVATION
10 20 s0 40 5D+
0
1
SS
24
24
Loose and Medium Dense, Moist to Wet,
Tannish Brown to Tan and Orange, Clayey
fineKq-
to Medium SAND, (SC)
:7 (}5)
2
SS
24
24
12 (lie-e-a)
5
12 (5-4-6-1)
3
SS
24
24
S (+-3-2-1)
4
SS
24
24
0Ri-0 HxaH-�"WCH)
5
SS
24
Very Soft, Saturated, Dark Gray, CLAY,
Trace Fine Sand, (CL)
L
IB 35 46.6
[24
Medium Dense to Very Loose, Saturated,
Tannish Brown to Light Gray, Fine to
Medium SAND, (SP)
6
SS
IB
18
17 (s-e a)
15
2 (I-I-1)
7
SS
18
18
20
Very Loose, Saturated, Slity Fine to
Medium SAND, With Weathered Limestone,
(SM)
B
SS
18
18
3:(1-I-2)
25
END OF BORING ® 25.0'
3
_
—
NOV 0 7 2011
BY:
THE STRATwmAmm LDOS S REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SWL TYPES IN -SITU THE TRANSITM MAY BE GRADUAL
pp
9WL 6.2' ®OR WD
BOEING STAMM 02/17/1 1
DMLLIIC Mld-Atlonik Drilling, hm
TWL(BCR)
BORING COMPLY= 02 1 7 1 1
CAVE IN DEPTR •
TWL 10.1'
LOG 45C Tk. FOMIAN JS
DEMING NMNOD Mud Rotary

APPENDIX C
INFILTRATION TESTING FORM
NOV 0 7 2011

Infiltration Testing Form
Temporary Lodging Facility
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16524
February 15, 2011
Location Depth
1 0-8"
8"-14"
14"-74"
74"-86"
Soil Description
Gray silty SAND
Tan silty SAND
Tan/orange/gray sandy CLAY
Tan/orange/gray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.003 inches per hour
Test was conducted at 14 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
NOV 0 7 2011

APPENDIX D
LABORATORY TEST RESULTS
NOV 0 7 2011
BY:

ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Number: 22 - 16524 Project Engineer: WEG
Project Name: Temporary Lodging Facility AddWon- Reiocetlon Principal Engineer: wMs
Date: February 25, 2011
Summary By: WEG
WN
a =
lama.
Summary Key:
SA = See Attached
S = Standard Proctor
M= Modt led Proctor
OC = Organic Content
7NII0 1 1111
BY:___�
Hyd = Hydrometer
Con = Consolidation
DS = Direct Shear
GS = Specific Gravity
UCS = Unconfined Compression Soil Su = Undrained Shear Strength
UCR = Unconfined Compression Rock
LS = Lime Stabilization
CS = Cement Staibilizatlon

Particle Size Distribution Report
6
e r
o 8 S
tao
w
80
70
s0
e0
40
30
20
10
0
wo
10
1 0.1 o.m o.00f
%♦3'
0.0
SEW
SIZE
PERCENT
FINER
SPEC.`
PERCENT
PASS?
(X=NO)
#4
100.0
#10
100.0
#20
100.0
#40
99.9
#60
98.8
#100
55.8
#200
21.6
(nc epecification p—de0)
Source of Sample: B-1 Depth: 4.6
Sample Number. S-3
ECS CAROUNAS, LLP
Tin ogd erdavee Perk
srm 201
WNB�wt NC 20411
PW.. (910)ee6e114
Feu: (910) BWOM
Tested By:
Material Des-;dPtlon
Yellowish Brown and Gray, Clayey Send
ptmrberg Limits
PL=
LL=
P1=
Coefficients
DSO= 02182
D85= 0.2055
060= 0.1574
D50' 0.1392
D30= 0.0957
Cu=
D15=
Cc=
Dt0'
Classification
USCS=
AA,9HTU--
Remarks
F.h&=OA5
Dam: 2/23/11
Client: Stellar Group
Project: Temporary Ludgmg Facility Addison -Relocation
Nov 0 7 2011

LIQUID AND PLASTIC LIMITS TEST REPORT
60
50
40
CI
CI
Z
30
r
5
a
20
LIQUID LIMIT
oEcscaaoUNAe,ur
Client: Stevercroup
rztt our eveew. r.a
Sm act
Project. Temporary Lodging Faclity Addition - Relocation
LLP wad 2eat
Fe 19'100 e8 94
Pro e(:t No.: 16574
Dashed line indicates the approximate
upper limit boundary for natural soils
v
o�
� G�
SOIL DATA
NATURAL
SAMPLE
DEPTH
WATER
PLASM
LIQUID
PLASTICITY
USCS
SYMBOL
SOURCE
NO.
CONTENT
LIMIT
LIMB
INDEX
X
�
B-0
S-5
8-10
463
18
35
17
Tested By:
NOV 0 7 2011

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be neces"ry to muse a of the ns and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prapared in accordance wittl generally arxepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied; as to the
professional .advice, under t:`:8 terms of olur agnzn'C-Ment and.inn -Ided in this report. The
recommendations contained hcrain are made witil the uncle landing that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and tll6' ._. ^.��'v:�� grit U. foatcf'eafi , c-ctava inn ind-yrt-ork subcontractors, if any,
shall require iilat th.e con's for certify tf?8t all +Y.-ork in conl:e iio;c _Kith fou,-r at?on% piles,
caissons, compacted fills and other elements of the foundation or other support components
•li.as scoare in piar cdjn the plans and
sped icaiions or the project.
Further, S iY
4h a r_^ r: Tf.-:jt wjll s; ecif` that the Contra^tor will, upon
Further,' i�• na - Ga '1
beioni:j![. Hir-y. (- C-i '=,i ,.u. _iS: or la. cn' o�.}`�'.at i..}3ifh'". f f.:: -i..! :t.j f::s.:: u^Jv� f�._...�_-.vd by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the ch ng5, and i^ +Yrtlns, as to the nabire and extent of the differing conditions
_
anl, tl'iai no �a'Eiti :c3;' 6i _G" �a3ae:.. -Cxr Y.v G�...j 2 :_'._i:_._ �1..`_a �.� - ::3 t ,_o 6ri 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,
such unanticipated conditions and will au iort a sucl-, as may be required
to properly evaluate these conditions.
Further, it is understood that any specific re coiiinnen ---. ions rriad-- in .ails 2ro'ft as is cn-Site
construction review by this firm will be authorized and funds and facilities for such review will be
proMna: 8: 4Yl car.: t,�_,: ._._+. � _ .. s .� %�::, 1i: Yu! ; rc. ,..,Sign
recommendations.
NOV 0 7 Z011

APPENDIX F
REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
NOV 07 2011

Procedures Renardina Field Loos 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 Infora-ion ;:-as cbfainad to thc ext. rit the c^.niractor or subcontrector wishes.
Results of the laboratory tesis are generail,y silU.1 —i „$ 'U7e' f`;Ir¢y i0y5 o'r esciiload! ? ttl8 fient
of the report, as appropriate.
The desci3,.v ve i 3f775 $l:.f Sji7 -�O:^> isjrl log Z; 0,
entitled General Notes.
RE, ~ T .
NOV 0 7 2011
BY:

Russell, Janet
From: William J. Byers, RE [[e-mail]]
Sent: Friday, September 09, 2011 10:27 AM
To: Russell, Janet
Subject: Re: Temporary Lodging Facility
Meeting is confirmed.
Sent from my Motorola ATRIXTm 4G on AT&T
-----Original message -----
From: "Russell, Janet" <Ianet.russellCancdenr.gov>
To: "William J. Byers, P.E." <billbyers(@wibyers.com>
Sent: Fri, Sep 9, 2011 14:08:34 GMT+00:00
Subject: Temporary Lodging Facility
BE
Christine Nelson and Rhonda Hall are available to meet with you on Wednesday, September 21 at 10:00 AM here in the
Wilmington Regional Office, 127 Cardinal Drive Ext. Wilmington, 28405. Please let me know if you need directions to the
office or a ride from the airport.
Please respond to this email to confirm and reserve the meeting time (10 AM) and date.
Thank you,
Janet
Janet M. Russell, NC DENR
Environmental Assistance
910 796-7302
Emails to and from this address are subject to the public records law and may be disclosed to a third party.

Nelson, Christine
From:
Nelson, Christine
Sent:
Wednesday, September 07, 2011 8:48 AM
To:
'[e-mail] ; Towler CIV David W
Cc:
Russell, Janet
Subject:
TLF addition - buffer
Bill,
I am cleaning off my desk and realized I have not gotten back to you regarding the BMP outlet through the buffer
question. After looking into this a bit more, the definition of a vegetated buffer per Section 2(a) of Session Law 2008-
211 requires runoff flow through the buffer to be in a diffuse manner.
Hopefully this will help.
Christine
Christine Nelson
Environmental Engineer
NC DWQ- Stormwater Program
Wilmington Regional Office
910-796-7323
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Russell, Janet C'AAA-0—' 5 VJ
From: William J. Byers, P.E. [[e-mail]]
Sent: Tuesday, September 06, 2011 11:45 PM
To: Russell, Janet
Cc: Grayson Avery; [e-mail]; Adam L. Wyden RX�4 CI s V E D
Subject: Camp LeJeune TLF Addition
SEP 0 7 2011
Ms. Russell,
BY:
We are requesting our application meeting to be Thursday morning, Sept. 15, 2011. We discussed providing
optional dates, however, this is the only day we can make that week. The time during the morning is at you
and the other staff's convenience.
Please let us know if this is acceptable.
Thanks,
Ilj
William J. Byers, P.E.
WJB Consulting Engineers, LLC
1365 Tiber Avenue
Jacksonville, FL 32207
904.710.9871
bill bversCa)wibvers.com
www.wobvers.com
CONFIDENTIALITY NOTICE: The information contained in this email message is confidential information, may
be legally privileged, and is intended only for the use of the individual or entity named above. If the reader of
this message is not the intended recipient, you are hereby notified that any disclosure, dissemination,
distribution, or copying of this communication is strictly prohibited. If you have received this communication
in error, please notify us immediately by telephone or by reply email and delete or destroy this message in its
entirety.

u 4\ &+ 't 5 44s �
82' CONVENTIONAL _ — - 0—
CONSTRUCTION STANDOFF � "
i
/
/
/
►\
VEGETATIVE BUFFER
1,-
21
4:1 SLOPE
\ (TYPICAL)
y 7n1— -
'IT
INLET
G
CONJ
AREA x
a
r,
--4�
BIO- ENTION E
i
PROP S BIO-RETENTION �
S E AREA —
TOP OF BANK5-.3a.00— — —
_,aOTTOM = 17.00
PROPOSED CONTROL/
STRUCTURE BRS-1
24 CURB
8 GUTTER
4:1 SLOPE
(TYPICAL)
PROPOSED
MES
10' MIN
(TYPICAL) PROPOSED
\ / � MES1
. �-T401
14
, .0.
20' MINIMUM
(TYP)
PROPOSED CONTROL
STRUCTURE S-1
\ 4--
1O' MINIMUM
(TYPICAL)
22" OAK
i
HEDGY ' 'ERQ!z
0
DRY DETENTION POND - 1
PROPOSED STORM WATER
MANAGEMENT FACILITY - 1
TOP OF BANK = 22.00
BOTTOM = 17.00
15" PECANS
LPQ
I

III. PROPOSED DEVELOPMENT
The proposed project consists of a net increase of impervious surface of
approximately 13,984 SF. The project is a high density commercial design
located within a coastal county. The Coastal Counties Stormwater Law (Session
Law 2008-211) will apply.
This project will be designed, permitted, and constructed in one phase.
There are no off -site roadway improvements required for this project.
We have provided a 50' vegetative buffer along the unnamed tributary.
Stormwater is proposed to be collected for the new building footprint and new
parking area, routed through a bio-retention swale and a dry extended detention
facility (or wet detention basin), in series, to achieve the prescribed stormwater
treatment.
The Infiltration Test Results taken in the area of the proposed dry extended
detention facility/wet detention facility is shown below:
Infiltration Testing Form
Temporary Lodging Facility
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16524
February 15, 2011
Location Depth Soil Description
1 0-8" Gray silty SAND
8"-14" Tan silly SAND
14"-74" Tanlorange?gray sandy CLAY
74"-86" Tanlorangeigray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.003 inches per hour
Test was conducted at 14 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
The following pages provide the Quadrangle, and aerial vicinity map and an
excerpt from the Environmental Sensitivity Map for Onslow County.
t ;IVEB
AUG 2 2 2011

82' CONVENTIONAL _ - -zo-
�\ CONSTRUCTION STANDOFF
i
/ \LIFT STF�TION_
'a OrA ET WELL "C CONCRETE
/ TOP EL 21.50 / \ � 20 1 \
L�QNTROL PERVIOUS
p){NpL I / IMPERVIOUS \� _ _ —
7 RI TYP-.}�'P \ / AREA- 1 \ 50' VEGETATIVE BUFFER
Q/ Q Q \- , •1 (4,956 SF)
ASPHALT OAK
GATE SI EIWALKF. \ 21 /
p 41 SLOPE
p DOG WALK IMPERVIOUS TO PERVIOUS (TYPICAL)
\ AREA AREA
y-7 (129SF) ( 17
\/ BENCH (TYP.) D YY+ ROOF DRAIN \ 6' WIDE
\ 13" OAK HEADER PIPE WALK
\ IMPERVIOUS TO PERVIOUS
\� AREA-2 (2,927SF) \I�
tpss,(l
E AREA
FBANK=2�aA0-M = 17.00
PROPOSED CONTROL
\ STRUCTURE BARS-1

e
40 IL
PARN G DATA
PROPOGEI
RES
MOl
HAN
TOT
NOTE: TO BE VEf
SURFACE OAT{
IMPERVIOI
ARE
ARE
ARE
TOT
nARE

Russell, Janet
From: William J. Byers, P.E. [[e-mail]]
Sent: Sunday, August 21, 2011 7:38 PM
To: Russell, Janet
Cc: [e-mail]; 'Bradshaw CIV Thomas C'; 'Adam L. Wyden'; Grayson Avery; 'Steven
D. Black'; Terry L. Durand
Subject: Express Permitting Request - Scope Meeting Only - MC Base Camp LeJeune Temporary
Lodging Faciilty (TLF) Addition
Attachments: 03844 TLF ADD Site Plan C102B (8-21-11).pdf; 11 08 20 Camp LeJeune TLF Addition
REQUEST FOR EXPRESS (2010 form).pdf; 11 08 20 TLF Addition Project Narrative.pdf
Ms. Russell,
As discussed last week, please accept the attached Request for Express Permitting package for the subject project,
including a Site Plan and Narrative that contains the quadrangle map and location map.
Specific questions we would like to cover in our Scope Meeting:
1. The amount of permit fee so the check request can be processed. If this fee amount could be provided with the
notice of meeting time, it would be appreciated.
2. Specific design considerations of the treatment processes proposed (2 BMP's - Bio-Retention and Dry Extended
Detention/Wet Detention Facility - in series)
3. A discussion of the Express Permitting process, and scheduling of the Submittal Meeting.
4. Any other issues you believe would help facilitate the Express Review process.
I appreciate your guidance in preparing this request. If there are any questions or additional information necessary to
initiate the Scope Meeting, please let me know.
We look forward to working with you throughout this process.
Sincerely,
Bill Byers
William J. Byers, P.E.
Consulting
Engineers. LLC
1365 Tiber Avenue
Jacksonville, FL 32207
904.710.9871
[e-mail]
www.wibyers.com
CONFIDENTIALITY NOTICE: The information contained in this email message is confidential information, may be legally privileged,
and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient,
you are hereby notified that any disclosure, dissemination, distribution, or copying of this communication is strictly prohibited. If
you have received this communication in error, please notify us immediately by telephone or by reply email and delete or destroy
this message in its entirety.

Russell, Janet
From: William J. Byers, P.E. ([e-mail]]
Sent: Tuesday, August 16, 2011 11:09 PM
To: Russell, Janet
Cc: [e-mail]; 'Bradshaw CIV Thomas C; 'Adam L. Wyden'; Grayson Avery; Terry
L. Durand
Subject: RE: Express - Temporary Lodging Facility (TLF) Addition
Attachments: 0000_NC DWQ Policy_USMC Lejeune Projects.doc
Ms. Russell,
thank you speaking to me today. As discussed, we intend to submit the Express Request on Monday, 8/22/11 with the
narrative, site plan, vicinity map, and quad map. The attached USMC Lejeune Project Policy outline is the other item we
talked about today. I believe this document was current as of 5/29/09. Please verify that it is still current.
We would like to schedule the Scope Meeting by phone. I will coordinate the availability of Mr. Towler and/or Mr
Bradshaw during the week of 8/22/11 to join the teleconference if you can in fact schedule the Scope Meeting for that
week. We will have our list of questions to you either with the request on 8/22/11, or at least 48 hours prior to the
Scope Meeting.
I don't know if there is an existing permit, but will determine with Mr. Towler.
It is our intent to use the Express Erosion Control review process concurrently with the Stormwater Permit review. I did
not exactly understand he explanation of fees for this ESC review, so I would like to get a clarification when we have our
Scope Meeting.
Our telephone call confirmed and clarified most of my process questions, but I will contact you if I have any more. I look
forward to working with you through this process.
Sincerely,
Bill Byers
From: Russell, Janet[mailto:ianet.russell(@ncdenr.govl
Sent: Tuesday, August 16, 2011 1:34 PM
To: William J. Byers, P.E.
Cc: david.towlerCalusmc.mil; Bradshaw CIV Thomas C
Subject: Express - Temporary Lodging Facility (TLF) Addition
an
I am attaching an Express Request Form and SW Narrative outline for your use. In order to set up a meeting, please
provide an Express Request, project narrative, pdf site plan (one sheet site plan if possible), vicinity map with road
names, USGS quad with the project located on it. Please email this info to me in order to schedule a meeting. We do
not need any of the application materials or the fee until the in -person submittal meeting. It is my understanding from
our telephone call that you would like to have a Scope meeting by telephone. Please provide your questions or topics so
that we can be prepared on our end.
Does the facility you're proposing the addition to have an existing stormwater permit? If it does, we will need the SW8
permit number.

Quadrangle & Location Mapc
NEW RIVER, NC QUAD
34077-El-TM-100
Google Earth Map of Proposed TLF Addition
NOV 0 7 2011

Excerpt from Onslow
Environmental Sensitivity
Map
NOV 0 7 ZO11

NOV 0 7 2011
d�o CIO
B 4`
v
t B4�' f `�_
'
G
t1�14' 4
Yam..
111,•J.
•'
r
iltW rr�'tT'�,
oEiaciTES &cr;,cAa
`
LOCATION OF SQS-
- :«
BORING a i -�
+'
,.
DENOTES APPROATE , •'
LOCATION OF HAND
Alf 6ER BORING AND, i 4
Iy TRAT'Ift `%Ir' -
Im

Quadrangle & Location Maps
YY! /1.Ytt /.• 'N XI �.�_' '+mot

For DENRUM—ONL-Y I
A -LA Gad e 5 3lot,'l I a 2 3 z Rw ewe J
North Carolina Department of Environment and sw.Nt 4j -3 O
/�JQ Natural Resources
D n_�l jv/o7 Request for Express Permit Review Tim: l0.- o_
NC NR 2
tA�m �
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (POF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package
• Asheville Region -Alison Davidson 818-296-4698;alison.davidson(ancdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee0,ncdenr.gov
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.arogan(dncdenroov
• Washington Region -Lyn Hardison 252-946.9215 Or Iyn.hardison(ODncdenr.goy
• Wilmington Region -Janet Russell 910-350-2004 orianet.russell(dncdenrgov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Project Name: County: ONSL W
Applicant: USMC Company: CAMP LEJEUNE L "C MCL 1--oi
Address: PUBLIC WORKS DIVISION, BLDG 1005 City: CAMP LEJEUNE, State: NC Zip: 28547-_ _1
Phone:910-ALl-I2 Q, Fax:= Email: DAVID.TOWLERcDUSMC.MIL
Physical Location:HOLCOMB BLVD, 1400 LF SW OF BIRCH STREET
Project Drains into SURFACE waters — Water classification UNCLASSIFIED (for classification see-httn://h2o.enr.state.nc.us/bims/reoorts/reoodsWB html)
Project Located in BEAVERDAM CREEK River Basin. Is project draining to class ORIN waters? N , within A mile and draining to class SA waters YIN. or
within 1 mile and draining to class HOW waters? N
Engineer/Consultant: WILLIAM J. BYERS. P.E. Company: WJB CONSULTING ENGINEERS LLC
Address: 1365 TIBER AVE. City: JACKSONVILLE, State: FL Zip: 32207-_ ,I•+ F (~ FIVED
Phone: -710- 71 Fax: ==Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY AUG 2 $ 2011
® Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: M ii Y.
SECTION T--
WO: CHECK ONLY THE PROGRAM IS) YOU ARE ONLY THE PROGRAM YOU ARE REQUESTING FOR EXPRESS PER
EXPRESS PER
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentiPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear If or _acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)j
❑ High Density -Detention Pond _# Treatment Systems ❑ High Density -Infiltration _#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provde wrnit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 3_ acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooing and express meeting express meetin request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
For DENR use only
Fee SDIk for mulliole conks: (Cheek a 1
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
SUBMrTTALDATES
Fee
1 SUBMITTAL DATES
Fee
LAMA
$
Valens (0 Mal; ❑Min)
I$
SIN r HD, El LD, U Gen)
1
$
401:
$
ig
LQS
1
$
Strom Do%r,_
$
NCDENR EXPRESS March 2009

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STORM WATER NARRATIVE
Scope Meeting Request Submittal
August 22, 2011
GENERAL INFORMATION
Proiect Name & Address: Marine Corps Base Camp LeJeune
Temporary Lodging Facility (TLF) Addition
Holcomb Boulevard
Camp LeJeune, NC 28547
Property Ownership: U.S. Government
Acres Disturbed: < 3 acres
Wetlands Disturbed: There are no wetlands within the limits of construction
Existing Permits: None known for this project site, but will be verified p for to
Application Meeting
It. EXISTING CONDITIONS
The site is located in an urbanized area on the Marine Corps Base Camp
Lejeune along Holcomb Boulevard, approximately 1400 feet southwest of Birch
Street. The project site is currently developed with an existing Temporary
Lodging Facility. This project is to add a single three story structure to the
eastern edge of the existing TLF. Some parking and sidewalks will be
demolished, and the new building footprint will be constructed as shown on the
Site Geometry Plan, Drawing No. C102.
The Marine Corps Base Camp Lejeune owns, maintains and manages the
wastewater collection and water distribution systems on base. The development
is served by collection and distribution mains along the adjacent roadways.
The existing facility is collected in a storm sewer system that drains to an
unnamed tributary. This tributary runs along the northern perimeter of the TLF,
and ultimately connects to Beaverdam Creek.
<, < VED
AUG 2 2 Z011