SW8121205_HISTORICAL FILE_20130321

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \21205
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
201'5 0 3 21
YYYYMMDD

�T
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor Director
March 21, 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8121205
Louis Road Parking Lot, MCB Camp Lejeune, NC
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Commanding Officer:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete, Stormwater Management Permit Application for Louis Road
Parking Lot, MCB Camp Lejeune, NC on March 20, 2013. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC
2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8121205 dated March 21, 2013, for the
construction, operation and maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until March 21, 2021, and shall be subject to the conditions
and limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the
Operation and Maintenance of the BMP(s), recordation of deed restrictions, procedures for changes of ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the permit, or to renew
the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The written petition
must conform to Chapter 150B of the North Carolina General Statutes, and must be fled 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 Kelly Johnson, at
[phone].
Since ely,
For Charles W�kild, P.E., Director
Division of Water Quality
GDS/ kpj: S:IWQ&StormwaterlPermits & Projects120121121205 HD12013 03 permit 121205
cc: William Swaney, PE, NAVFAC
Inspector, Onslow County Building Inspections
Division of Coastal Management
Wilmington Regional Office Stormwater File
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Ralegh, North Carolina 27604
One
Phone: 91M07-63001 FAX: 9IM07-64921 DENR Assistance: 1-877-623-6748
NorthiCaroltna.
Internet: vrxw.ncwatemualiN.om
a anus it

State Stormwater Management Systems
Permit No. SW8121205
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
Louis Road Parking Lot MCB Camp Lejeune, NC
Louis Rd & Mulberry St, 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 March 21, 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.
2. This stormwater system has been approved for the management of stormwater runoff as described in Section 1.8
of this permit. The stormwater control has been designed to handle the runoff from 13,600 square feet of
impervious area.
3. A 50' wide vegetative buffer must be provided and maintained adjacent surface waters, measured horizontally from
and perpendicular to the normal pool of impounded structures, the top of bank of both sides of streams and rivers
and the mean high water line of tidal waters.
4. The tract will be limited to the amount of built -upon area indicated in this permit, and per approved plans. The built -
upon area for the future development is limited to 0 square feet.
5. All stormwater collection and treatment systems must be located in either dedicated common areas or recorded
easements. The final plats for the project will be recorded showing all such required easements, in accordance
with the approved plans.
6. The runoff from all built -upon area within the permitted drainage area(s) of this project must be directed into the
permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8121205
The following design criteria have been provided in the wet detention pond and must be maintained at design
condition:
a. Drainage Area, acres:
0.88
Onsite, ftz:
38,490
Offsite, ftz:
0
b. Total Impervious Surfaces, ftz:
13,600
Onsite, ftz:
13,600
Offsite, ftz:
0
C. Design Storm, inches:
1.5
d. Average Pond Design Depth, feet:
4.0
e. TSS removal efficiency:
90%
f. Permanent Pool Elevation, FMSL:
26.0
g. Permanent Pool Surface Area, ftz:
2,607
h. Permitted Storage Volume, ft3:
1,811
i. Temporary Storage Elevation, FMSL:
26.55
j. Pre-dev.1 yr-24 hr. discharge rate, cfs:
0.41
k. Controlling Orifice:
.75"0 pipe
I. Orifice flowrate, cfs:
0.01
M. Permitted Forebay Volume, ft3:
1,336
n. Fountain Horsepower
N/A (PPV <30,000 cf)
o. Receiving Stream/River Basin:
Cogdels Creek / White Oak
P. Stream Index Number:
19.23
q. Classification of Water Body:
"SC; NSW"
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated and operational for its intended
use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The signed and approved Operation and Maintenance
Agreement must be followed in its entirety and maintenance must occur at the scheduled intervals.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ.
The records will indicate the date, activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall become void unless the
facilities are constructed in accordance with the conditions of this permit, the approved plans and specifications,
and other supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of this
permitted facility, a certification must be received from an appropriate designer for the system installed certifying
that the permitted facility has been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and specifications must be noted on
the Certification. A modification may be required for those deviations.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8121205
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.
Ill. GENERAL CONDITIONS
1. 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.
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. Any individual or entity found to be in noncompliance with the provisions of this storrmwater management permit or
the requirements of the Stormwater rules is subject to enforcement procedures as set forth in G.S.143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances, which may be imposed by other government agencies (local, state, and federal) having
jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal business hours for the purpose of
inspecting all components of the permitted stormwater management facility.
The permit remains in force and effect until modified, revoked, terminated or renewed. The permit may be
modified, revoked and reissued or terminated for cause. The filing of a request for a permit modification,
revocation and re -issuance or termination does not stay any permit condition.
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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8121205
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 2111 day of March 2013.
NO TH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
rCharles Wdkild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
\ Page 5 of 7

State Stormwater Management Systems
Permit No. SW8121205
Louis Road Parking Lot, MCB Camp Lejeune, NC
Stormwater Permit No. SW8121205
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,
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. SW8121205
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.
_9.1 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
Inspector, Onslow County Building Inspections
Page 7 of 7

-
DWQUSE ONLY
Date Received
Fee Paid
Pe it Number
305.5
06 Z42' 3
ApplicableRules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph 1I - Post Construction
(select all that apply) ❑ Non-CoastalSW- 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 pliotocopied for use as an original
I. GENERAL INFORMATION
1.. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Louis Road Parking Lot MCB Camp Leieune, NC
2. Location of Project (street address):
Intersection of Louis Road and Mulberry Street
City:Camp Leieune County:Onslow Zip:28457
3. Directions to project (from nearest major intersection):
After entering the main gate at Camp Leieune, head southeast on Sneads Ferry Road. Make a right on Louis
Raod Project will be on the left just before Mulberry Street.
4. Latitude:34° 35' 46" N Longitude:77° 16' 56" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: El Not Started ®Partially Completed* ❑ Completed* *provide a designer's
certification
2. SlIecify the type of proj t (check one):
ow Density Lgnigh Density Drains to an Offsite Stormwater System ❑Other
ltv�xr� o 3
3. If this application is being' ubmitted 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 permit's can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 0.88 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the ro' s%edtwl 5 miles of a public airport? ®No ❑Yes
�r� Ijes, s.L. 2012-200, Part VI: htq2://12ortal.ncdenr.org/web/wq/ws/su/statesv�/rules laws.
DEC 14 2012
Form U-101 Version 06Au 1 - Page I of

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:MCB Camp Leieune
Signing Official & Title:Carl Baker, PE
b. Contact information for person listed in item ],a 4bove:
Street Address:1005 Michael Road
City:Camp Leieune State:NC Zip:28457
Mailing Address (if
City:
Phone: ( )
Fax:
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if
Phone:
State:
State:
Fax: ( 1
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #: a
�9
DEC 14 2012
Form SWU-101 Version 06Aug2012 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The stormwater on site will sheet flow off of a 40 space parking lot and into a ditch. Once in the ditch, the
stormwater will enter a forebay and spill over into a wet pond where the required water quality volume will
draw down a little over 2 days
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction \1-,, 740 1t3
3. Stormwater runoff from this project drains to the (A) N'<£ Op , River basin.
4. Total Property Area: 0.88 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:0.88 acres
Total project area shall be calculated to exclude the following the normal pool of imypounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward ffrrom the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (orMHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 35 %
9. How many drainage areas does the project have?1 (For high densihj, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole properhj area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information �
, Drainage Area 1-
Drainage Area _
Drainage Area,
Drainage Area _
ReceivingStream Name
Co dels Creek
Stream Class *
SC,NSW
Stream Index Number *
4'9=(3�5-5)
tq-a 1
Total Drainage Area (so
38,490
On -site Drainage Area (sf)
38,490
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (sff
13,600
Impervious Area** total
35
Impervious** Surface. Area
Drainage Area _
Drainage Area _
Drainage Area
Drainage Area
On -site Buildings/Lots (sf)
0
On -site Streets (so
0
On -site Parkin (sf)
12,992
On -site Sidewalks (so
608
Other on -site (sf)
0
Future (sf)
0
Off -site (so
0
Existing BUA*** (so
0
Total (so:
1 13,600
Stream Class and Index Number can be determined at: httn://tiortal.ncderrr.orghweb/auq(ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to,-bui r ltar 'ng
sidewalks, gravel areas, etc. t "
Form SWU-101 Version 06Aug2012 Page 3 of 6 DEC 14 2012
BY:

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Proieets in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per I5A 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 subm tted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttD://oortal.ncdenr.oriz/web/wa/ws/su/bmo-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. 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://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdeni.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. uil
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N A
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M WAS
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to WAS
http://www.envhelp.org/pages/onestopexpress.htn-d 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 for �S
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the vJAJ
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the rh
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). LJ'-
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: �1J/is
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances. Q� `
j. Site Layout with� all BUA identified and dimensioned. E
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control m uresFC 14 .203+0
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated b.
qualified person. Provide documentation of qualifications and identify the perso ' ho
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version 06Aug2012 Page 4 of 6

p. Vegetated buffers (where required).
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:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hqp://www.secretary.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
hhtt ://portal.ncdenr.org/web/wg/ws/su/statesw/forms does. 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 Swaney, PE
Consulting Firm: NAVFAC
Mailing Address:9742 Maryland Ave
City:Norfolk State:VA Zip:23511
Phone: (757 ) 322-8360 Fax: (757 ) 322-5280
Ernail:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, iteni 2 has been filled out, rornplete this
section)
1, (print or hjpe name of person listed in Contact In formation, item 2a) certify that 1
own the property identified in this permit application, and thus give permission to (print or hype name of person
listed in Contact Infornation, item la) with (print or hjpe name of organization listed in
Contact Inforniation, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided w' s b dicates the
party responsible for the. operation and maintenance of the stormwater syst
DEC 14 2012
BY:
Form SWU-101 Version 06Aug2012 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or 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 County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
1, (print or hjpe name of person listed in Contact Information, item ]a) Carl Baker
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 coven will be recorded, and that the proposed project complies with the requirements of the
applicable stormwate ru es under 1A�KCAq 21-1.1000 and any other applicable state stormwater requirements.
Signatu
Date: / 0 —/ 7 —/2'
, a Notaarjrr% Public for the State of 41 _/G . Countyof
do hereby/certify that '7' d personally appeared
before me this�day of and ackn dge e�duuee executio of the application for
a stormwater permit. Witness my hand and official seal, �--
ALICE A. BONNETTE
Notary public
Onalow County
M Commieslan Ezh CB rolina , _
Form SWU-101 Version 06Aug2012
SEAL
My commission expires C:2702 /
rEIVE,
DEC 14 2012
Page 6 of 6 BY:

q-14t;
Johnson, Kelly
From: Swaney, William A CIV NAVFAC MIDLANT, Cl [[e-mail]]
Sent: Wednesday, March 20, 2013 4:30 PM
To: Johnson, Kelly
Subject: RE: State Stormwater Permit, SW8 121205, Louis Rd Parking Lot
Attachments: P1265_C-301_Louis Road Parking .pdf; P1265_L100_Louis Road Parking .pdf; P1265_C-502
_Louis Road Parking .pdf
Kelly
Here are the revised plans showing your requested additional information. There are three PDF
files attached:
P1265_C-301_Louis Road Parking.pdf
P1265_C-502_Louis Road Parking.pdf
P1265_1-100_Louis Road Parking.pdf
C-301 shows the new cross section of the pond, C-502 shows the outlet structure which is
modified to alter the inverts of the 15" RCP outlet pipe, and L-100 is the revised landscape
plan.
Since this submittal was originally sent to you on half -sized plans, I believe the attached
PDFs can be printed in your office. If you need us to print our hard copies and send them to
you please let me know.
If you have any questions, please feel free to call me.
V/r,
Bill Swaney, P.E.
757-322-8360
-----Original Message -----
From: Johnson, Kelly[mailto:kelly.o.johnson()ancdenr.gov]
Sent: Wednesday, March 20, 2013 10:02 AM
To: Swaney, William A CIV NAVFAC MIDLANT, CI
Subject: FW: State Stormwater Permit, SW8 121205, Louis Rd Parking Lot
From: Johnson, Kelly
Sent: Wednesday, February 20, 2013 12:44 PM
To: william.swanev(@navv.mil
Subject: State Stormwater Permit, SW8 121205, Louis Rd Parking Lot
Please see the attached letter which will be mailed today.
1

Thanks,
Kelly
*** My email has changed to kellv.p.iohnson(@ncdenr.eov
Kelly Johnson
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
e

A& M
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
February 20. 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Division of Water Quality
Charles Wakild, P. E.
Director
Subject: Request for Additional Information
Stormwater Project No. SW8121205
Louis Road Parking Lot, MCB Camp Lejeune, NC
Onslow County
Dear Commanding Officer:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Permit Application for Louis Road
Parking Lot, MCB Camp Lejeune, NC on December 14, 2012. A request for additional information was mailed on
January 11, 2013 and a response was received on February 14, 2013. A preliminary in-depth review of that
information has determined that the application is not complete. The following information is needed to continue the
stormwater review:
1. Pond Cross Section: The pond cross section has been revised to include more information, but the temporary
pool elevation, the top of the 1 Oft shelf, and the bottom of the 1 Oft shelf elevations are still needed on this
diagram.
2. Vegetation: Trees are not recommended for the pond shelf. Please seepages 10:16-17 for further information
as well as the plant lists for shallow water and shallow land on pages 9:19-20.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received in this Office prior to March 20, 2013, or the application will be returned as
incomplete. The return of a project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed application
to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-
215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Ralegh, North Carolina 27604 One
Phone: [phone] FAX: 919-807&1921 DENR Assistance: 1-877-623-6748 NorthCarolina
Internet: vmv.nmateroualiN.oro Naturn l

Commanding Officer
February 20, 2013
Page 2 of 2
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at
[phone] or email me at [e-mail].
Sincerely,
ell son
Y
Environmental Engineer
GDS/kpj: S:\WQS\Stormwater\Permits & Projects\2012\121205 HD\2013 02 addinfo 121205
cc: William Swaney, PE, NAVFAC
Wilmington Regional Office Stormwater File

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: SW8
121205
Reviewer:
K Johnson
DRAINAGE BASIN:
White Oak
Current Date
20-Feb-13
Original Run Date:
11-Jan-13
DA Number
1
2
3
4
S
6
7
8
9
10
BMP Type
Wet Pond
No BMP In
OA
No BMP In
DA
No BMP In
DA
No BMP In
DA
No BMP In
OA
No BMP In
DA
No BMP In
DA
No BMP In
DA
No BMP In
DA
Receiving Stream
Cogdels
Creek
Stream Index
19-(15.5)
Class
Impervious Area
Proposed Impervious ALL IMPERVIOUS Total ft2:
SC, NSW
13,600
0
0
0
0
0
0
0
0
0
Onsite Buildings
0
Onsite Streets
0
Onsite Parkinq
12 992
Onsite Sidewalks
608
Onsite Other
Future
Offsite
Existing
-rBrevi`o `I` -Pe itt d Im egg • Id R—MeeCK
0
0
0
0
0
0
0
0
0
0
Onsite Buildin s
Onsite Streets
Onsite Parkin
Onsite Sidewalks
Onsite Other
Future
Offsite
Existm
P.ro ose—OMEMd Im eru cus Sub ect o 2008/Phil RUIe fi'.
Drainage Area
Drainage Area Total tt':
13,600
38,490
0
0
0
0
0
0
0
0
0
Onsite 8':
38,490
Offsite ft':
0
Previous,` -Pe mitted,Draiha e�Area Old -Rule; *
0
0
0
0
0
0
0
0
0
0
Onsite ft':
Offsite ft':
Proposed DA (Being Added By Mod) , f12:
38,490
Oraina a Area Subject to Old Rule fl':
0
0
0
0
0
0
0
0
0
0
Drainage Area Sub act to New Rule f :
38,490
Percent Impervious Overall, per DA:
Volume Required
Volume Required, Old Rule ft':
35.33%
RVPo,I Du.J,e .M, Old Rule:
Design Storm Old Rule in:
Volume Required, New Rule ft3:
1,771
RVP„ D..I.me,1, New Rule:
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
RvPo,m,.,i,w„m, New Rule:
0.37
Design Storm, s., in:
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
Design Storm„ 24h,, in:
Subject to SA? Y or N
N
Volume Required,,, tt :
1,771
Volume Required,,,241„ ft :
0
Volume Required, Total Old +New) Rule W:
1 1,771

Wet Ponds
PROJECT NUMBER: SW8
121205
Reviewer:
K Johnson
DRAINAGE BASIN:
White Oak
Current Date
20-Feb-13
Original Run Date:
11-Jan-13
DA Number
1
2
3
4
5
6
7
a
9
10
BMP Type
Minimum Surface Area
%impervious
Wet Pond
35.3%
No BMP In
DA
No BMP In
DA
No BMP In
DA
No BMP In
DA
No BMP In
DA
No BMP in
DA
No BMP in
DA
No BMP In
DA
No BMP In
DA
Lower Impervious
30.0%
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUEI
#VALUE!
#VALUE!
#VALUE!
Upper Impervious
40.0%
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
TSS 85 or 90:
90
Lower SA/DA
2.7
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUEI
#VALUE!
#VALUE!
#VALUE!
Upper SA/DA
3.5
#VALUEI
#VALUE!
#VALUE!
#VALUEI
#VALUEt
#VALUE!
#VALUE!
#VALUE!
#VALUE!
SA/DA ratio
3.1
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
PP Surface Area req, ff :
Storage Calculations
Elevation Top of Sediment bottom and ,fmsl:
1,203
21.00
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
Elevation Bottom of shelf, fmsl:
25.50
Elevation Permanent Pool, fmsl:
26.00
Elevation Top of Shelf, fmsl:
26.50
Elevation Temp. Pool, fmsl:
26.55
Area, Top of Sediment bottom pond), it':
906
Area, Bottom of Shelf, ft':
1,594
Area, Perm Pool, F
2,607
Area, Top of Shelf, 11:
3,796
Area, Tem .Pool, :
4,625
Volume Provided(Temp Pool), DWQ Calculated, ft':
1,811
0
0
0
0
0
0
0
0
0
Volume Provided(Temp Pool , Prodded per Conawlant, it':
1,811
Volume Required(Temp Pool), DWQ cal.WW, ft':
1,771
Consultant Provided Enough Volume?
Y
Average Depth Option 1 or Option 2 Enter 1 or 2?
2
Average Depth Provided, a:
4.0
Average Depth - OPTION 1 - DWQ Calculated, ft:
1 2.561
#DIV/01
#DIV/01
#DIV/0!
#DIV/0!
I #DIV/01
#DIV/O!
#DIV/O!
#DIV/01
#DIV/0!
Average Depth - OPTION 2 -, DWQ Calculated, ft:
Forebay Volume
Permanent Pool Volume, 11:
1 4.01
6,675
#DIV/0!
0
#DIV/0!
0
#DIV/01
0
#DIV/0!
0
#DIV/01
0
#DIV/0!
0
#DIV/0!
0
#DIV/0!
0
#DIV/0!
0
Forebay Volume, Required, tt:
1,335
0
0
0
0
0
0
0
0
0
Forebay Volume, Provided, ff :
1,336
Percent of Permanent Pool (18-22% is Target):
Drawdown
Av era a Head, 0:
20%1
0.17
#DIV/01
0.00
#DIVIOII
0.00
#DIV/0!
0.00
#DIV/01
0.00
#DIV/0!
0,00
#DIV/O!
0.00
#DIV/0!
0.00
#DIV/0!
0.00
#DIV/O!
0.00
Average Flow',tt /sec:
0.010
#VALUEI
#VALUEI
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUEI
#VALUE!
Average Flow 05, h /sec:
0.004
#VALUEI
#VALUEI
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
Qz Area, in :
0.737
#VALUEI
#VALUEI
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUEI
#VALUE!
Q5 Area, in :
0.295
#VALUEI
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUE!
#VALUEI
#VALUE!
No. of Orifices
1
Orifice Diameter, in:
0.75
Orifice Area, in :
0.442
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Weir Height, in:
Weir Length, in:
Weir C:
#DIV/01
#DIV/0!
#DIV/01
#DIV/0!
#DIV/01
#DIV/O!
#DIV/01
#DIV/O!I
#DIV/0!
#DIV/O!
Weir L, Effective Length, ft:
-0.035
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, DWO Calc (QpwQ) ff /sec:
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, Reported (QPe�uee) a /sec:
0.010
Average Orifice Flowrate is Adequate? set Ranee in cak
lose Enough?
Runoff Coefficient Cc:
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
1 yr 24 hr rainfall depth, in:
1 yr 24 hr Intensity (I) in/hr:
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1 yr 24 hr Pre -Development (0), fl /sec:
0.000
Avg. Orifice fiow<Pre Q?
N
Drawdown, days:
Soils Report Data
Ground Elevation at Boring in Soils Report, fmsl:
3.34
Distance Ground to SHWT per Soils Report, in:
Distance Ground to SHWT per Soils Report, it:
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation, DWQ Calculated fmsl:
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SHWT Elevation, Reported by Consultant, fmsl:
26.00
Distance SHWT to PP, ft:
Design OK if.. O<_ Value <_ 0.5
-26.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Permanent Pool Elevation, fmsl:
Pump
Max HP:
1 26.001
N/A
0.001
I N/A
0.001
I N/A
0.001
N/A
0.001
INIA
0.001
I N/A
0.001
INIA
0.00
I N/A
0.001
N/A
0.00
INIA

Pond Bottom
Bot Shelf
PP
Top Shelf
TP
Wet Pond
Basin
Forebay
Total
Contour
El
(ft)
SA
(5f)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
Ift)
SA
(5f)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(d)
Cum Vol
(d)
21.00
879
0
0
21.00
27
0
0
21.00
906
0
0
22.00
879
879
879
22.00
89
58
58
22.00
968
937
937
23.00
879
879
1,758
23.00
185
137
195
23.00
1,064
1,016
1,953
24.00
879
879
2,637
24.00
313
249
444
24.00
1,192
1,128
3,081
25,00
879
879
3,516
25.00
476
395
839
25.00
1,355
1,274
4,3S5
25.50
1,026
476
3,992
25.S0
568
261
1,100
25.S0
1,S94
737
5,092
26.00
1,940
742
4,734
26.00
667
309
1,408
26.00
2,607
1,0S0
6,142
26.50
3,024
1,241
5,975
26.50
772
360
1,768
26.50
3,796
1,661
7,743
26.55
3,831
171
6,146
26.55
794
39
1,807
26.55
4,625
211
7,953
27.00
4,385
1,849
7,995
27.00
4,38S
1,849
7,995
27.50
4,800
2,296
10,291
27.50
4,800
2,296
10,291
28.50
5,787
5,294
1S,584
28.50
5,787
5,294
15,584
Volume Provided: 1,811
(TP-PP Cumulative)

Transmittal
Date: 14 February 2013
To: NC-DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps North Carolina IPT
6506 Hampton Blvd., Bldg. C
Norfolk, VA 23508
Attn: William A. Swaney, P.E.
RE: P-1264 Louis Road Parking Lot
Storm Water Review - RESUBMITTAL
copies
Date
Description
3
Half Size Plan Set
Remarks:
For review and approval. Please call if you have any questions, 757-322-8360.
Respectfully,
Distribution:
NAVFAC Files
LAU_
William A. S ney, P.E.
FEB 14 2013

FKWA
MC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
January 11, 2013
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Division of Water Quality
Charles Wakild, P. E.
Director
Subject: Request for Additional Information
Stormwater Project No. SW8121205
Louis Road Parking Lot, MCB Camp Lejeune, NC
Onslow County
Dear Commanding Officer:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Permit Application for Louis Road
Parking Lot, MCB Camp Lejeune, NC on December 14, 2012. A preliminary in-depth review of that information has
determined that the application is not complete. The following information is needed to continue the stormwater
review:
Plans:
a. Pond Cross Section: Please show the pond cross section on the plans showing all of the side slopes
as required by the manual and the regulations as well as all of the applicable design elevations. Please
also show the bottom of the pond at the sediment cleanout elevation (20msl), and the 4ft wall from
elevation 21 msl to 25msl below the permanent pool of the pond on the plans.
,K Trash Grate: Please show the outlet structure's trash grate on the plans with holes < 6".
Project Area: Please show the project area on the plans with bearing and distance lines, and ensure
that all of the impervious area for the project is included in the project area.
Si! Stream Buffers: Page 2 references a stream buffer north of the property. If there are any streams or
stream buffers inside the project area please label them on the plan measured 50ft from the top of
bank. twO%tw —1 (.Acam -
e. Vegetation: Please show vegetation on the vegetated shelf.
/07,i- Please provide stamped, signed and dated plans. NIa-G�
Calculations:
ta% Table of Elevation, Area, and Volume: Please review these calculations and make revisions if
s$ necessary.
Please provide stamped, signed and dated calculations.
3. Permittee: I understand that Neal Paul has taken the place of Cad Baker, who had signed the application.
Please note that the permit will be addressed as is listed above.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Ralegh, North Carolina 27604 One
Phone. [phone] FAX: [phone] DENR Assistance: 1877-623-6748 NorthCarci ina
Internet:w .ncwatemualitv.oro
JVaturallu

Commanding Officer
January 11, 2013
Page 2 of 2
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 February 11, 2013, or the application will be returned as
incomplete. The return of a project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed application
to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-
215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at
[phone] or email me at [e-mail].
Sinc rely,
elly J hn on
Environ on'
Engineer
GDS/kpj: S:1WQS1StormwatehPermits & Projects120121121205 HD12013 01 addinfo 121205
cc: William Swaney, PE, NAVFAC
Wilmington Regional Office Stormwater File

) ompleteness Review Checklist
Project Name: Lm�'J Q t 6 LO-7 Received Date: )IDI�C-�
Project Location: U15 Accepted Date: i\
Rule(s) 0"08 Coastal 1-11995 Coastal Phase II (WiRO) Universal 1-11988 Coastal
Type of Permit New or Mod or PR Existing Permit # (Mod or PR): nPE Cert on File?
or Type: Co rr
(%00) Stream Class:
Map
Paperwork Emailed Engineer on:
Dupplement(s) (1 original per BMP) BMP Type(s): colo
JJO&M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
on with correct/original signatures
or LLC: Sig. Auth. per SoS or letter
rk--J$s05 (within 6mo)
;7MSoils Report with SHWT
Calculations (signed/sealed) Nkt 15hW SLC1—
F1No obvious errors
nsity includes common areas, etc
Restrictions, if subdivided:
to SW8
Note to Reviewer: n
"Signed & Notarized
Correct Template (Comm/Res & HD/LD) or Dec. Covenants & Rest.
Plans
E]Z Sets
Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading
Wetlands: Delineated or No Wetlands
Vicinity Map
Layout (proposed BUA dimensions)
Legend
ElDA Maps 1-1 Project Boundaries
Infiltration
Wet Pond 5i
Offsite
Soils Report
Xr
Soils Report -
F—JPE Cert for Master Lot #:
SHWT:
El Deed Rest for Master Lot # Matches Master
Bottom:
�SHWT:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
' Permitted
Proposed: Proposed: Proposed:_
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

DIARINE CORPS NORI'11 CAROLINA 119'
CIVII. RRANCII: CODE. 0PQCI2
9742 MARYLAND AVENUE
NORFOLK, VIRGINIA 23511
PAX: [phone]
TO NCDENR, Wilmington Regional Office
Surface Water Protection Section
LETTER OF TRANSMITTAL
DATE JOB ORDERNUMBER
December 13, 2012 7X5080
ATTENTION
Ms. Jan Davis Water/Land Quality)
REF:
Louis road parking Lot, P1265, 7X5080
Storm Water and E&SC Permit Application and Associated
Materials
127 Cardinal Drive Extension WE ARE SENDING YOU E Attached ❑ Under separate
Wilminaton. NC. 28405-3845 cover via the following items:
❑ Shop drawings
E Copy of letter
❑ Prints
❑ Change order
E Plans ❑ Samples E Specifications
E Sanitary Sewer Permit Application
COPIES
DATE
NO,
DESCRIPTION
1
9/21/12
Application Fee - Check #8522-17679850; $505.00
1
12/13/12
Strom water permit application package
1 .
9/27/12
Application Fee - Check #8522-17680387; $65.00
1
12/13/12
E&SC permit application package
THESE ARE TRANSMITTED as checked below:
E For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑For your use []Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
E For review and comment ❑
❑ FOR BIDS DUE 20 ❑ PRINT RETURNED AFTER LOAN TO US
REMARKS:
SEC EUV E `
DEC 14 2012
av:
COPY'TO
SIGNED: William Swaney-/��S`�
PHONE NUMBER: 757-322-8360

APPLICATION FOR APPROVAL
OF STORMWATER MANAGEMENT PERMIT
Ken
Louis Road Parking Lot
MCB CAMP LEJEUNE
JACKSONVILLE, NC
COMMANDING OFFICER
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NC
PREPARED BY:
-ina Command
NAVFAC MID -ATLANTIC
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC
MARINE CORPS NORTH CAROLINA IPT
6506 HAMPTON BLVD
LRC-BLDG C
NORFOLK, VIRGINIA 23508-1278
December 13, 2012
EC;FQv'F
DEC 14 2012
dY:--

Louis Road Parking Lot
Table of Contents
Section A: Application
Section B: Wet Detention Basin Supplement
Section C: Wet Detention Basin Maintenance
Section D: Narrative
Section E: USGS Map
Section F: Calculations
1-year Pre -Development
10-year Pre -Development
Water Quality Volume
Pond Sizing
1, 2, 10, 100 Post -Development
Drawdown Time
Section G: North Carolina P. E. Exemption Letter
Section H: Project Construction Plans
Section I: Geotechnical Report
ECE���
DEC 14 2012
13Y:----,

LOUIS ROAD PARKING LOT
PROJECT CONSTRUCTION PLANS
(SEE ATTACHED)

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NORTH CAROUNA
STATC BOARD OF RCOt8TRATtON
roa
PROICa81pNAl CNOINCCRn AND LAND BURYLYORa
March 30, 1993
Mr. James E. Butler, PE
Department of the Navy - Atlantic Division
Naval Facilities Engineering Command
1510 Gilbert Street
Norfolk, W&La 23511.26"
Dear Mr. Butler:
MSo bit IORaa aOAa
IWOGKRL SIaea
anna� Naa
R1161"e9s47
In accordance with your written request of March 25, 1993, I am enclosing
for your information a copy of The North Carolina Engineering and Land
Surveying Act, G. S. 89C.
i will refer your attention to G. S. 89C-25 which provides limitations on the
application of the Statute. Paragraph 6 specifically exempts 'Practice by
members of the amid forces or employees of the government of the
United States while engaged in the practice of engineering or land
surveying solely for said government on government -owned works and
projeow
This exemption should not be construed as to allow engineering services to
be provided to the Department of the Navy by Iron -registered contract
employees. For any such circumstance, a North Carolina registrant would
need be in responsible charge of any engineering services to be provided for
a North Carolina projecL
I trust this information will be of some service and ask that you contact me
if this office can be of further assistance.
Sincerely. .
7
Itry T. Carter
Executive Secretary
JTC/jss
Enclosures

NPfFAC
Naval Facilities Engineering Command
Subject: Geotechnical Services
Louis Road Parking Lot
Marine Corps Base Camp Lejeune, North Carolina
Distribution: All Applicable Team Members
Background Information:
On May 13, 2012, the NAVFAC MIDLANT Geotechnical Department received email
correspondence from the project civil engineer requesting geotechnical support services for
the subject project. It was requested that geotechnical data be obtained to facilitate design of
the stormwater management system and pavement section.
Site and Project Information:
The proposed project consists of the construction of a 40 space automobile parking lot. The
parking lot will be surfaced with asphalt concrete and will use perimeter concrete curb and
gutter. The finished pavement grades are anticipated to be at or slightly below (i.e.
approximately one foot) the existing site grades. A stormwater management system, possibly
consisting of an infiltration trench, will be located along the east side of the site.
The majority of the proposed project site is currently a naturally vegetated field. The eastern
side of the site is moderately wooded with a stand of young coniferous trees. The existing
ground surface is relatively flat with an approximate elevation of 27 feet based on Google
Earth.
Field Exploration Activities:
On June 5, 2012, members of the MIDLANT Geotechnical Department were present at the
above referenced project site to perform the hand auger boring and dynamic cone
penetrometer testing. The test locations were established in the field from measurements with
a 100 ft. tape off of prominent existing site features.
Hand auger borings were drilled at the approximate locations illustrated on the enclosed Field
Exploration Location Plan. Two hand auger borings, identified as HA-1 and HA-2, were
conducted to a depth of 7 feet on this date. The boreholes were backfilled with auger cuttings
for safety considerations upon completion. The soils encountered in the hand auger borings
were visually classified in general accordance with ASTM D 2488.
Dynamic cone penetrometer (DCP) testing was performed adjacent to boring locations HA-1
and HA-2. A Kessler DCP was used to conduct the tests. The device consisted of an upper
assembly, drive rod, adapter and disposable cone. The Kessler DCP testing device was driven
into the soil by dropping a single -mass 17.6 lb hammer from a height of 22.6 inches. The
NAVFAC Mid-At/antic Geotechnica/ Department•9742 Mary/and Avenue•6LDG Z•140 Suite 126•Nortoik, VA 23511

Geotechnical services
Louis Road Parking Lot
Marine Corps Base, Camp Leleune, North Carolina
June 28, 2012 fi2/FAC
Revised July 2, 2012
depth of cone penetration was recorded for every hammer drop. The Kessler DCP can be
used to estimate in -situ soil strengths and characteristics. A chart correlating DCP data to
California Bearing Ratio (CBR) value is included in the enclosed information.
On June 25, 2012, a member of the MIDLANT Geotechnical Department was present at the
project site to perform infiltration testing.
Hand auger borings were drilled at the approximate locations illustrated on the enclosed Field
Exploration Location Plan. Two hand auger borings, identified as HA-3 and HA-4, were
conducted on this date to a depth of 5 feet each below the existing ground surface. The soils
encountered in the hand auger borings were visually classified in general accordance with
ASTM D 2488. Both borings were advanced to a depth of 4 feet and a 4 inch diameter well
screen was installed. Then the interior of the well screen was then cleaned of loose material
and the boring was advanced within the screen to the termination depth noted above. The
boring was then backfilled to a depth of 4 feet with No. 2 well sand.
Hydraulic conductivity testing was performed at boring locations HA-3 and HA-4 using a
calibrated reservoir and a water control unit (Johnson Permeameter) capable of maintaining a
constant water head within the borehole during testing. The size of the calibrated reservoir
was selected based on the anticipated hydraulic conductivity rate. A 3250 ml and 1760 ml
reservoir was selected for HA-4 and HA-3, respectively. The water control unit was attached
to the calibrated reservoir using a braided PVC hose and suspended above the bottom of the
borehole with a metal cable. The suspended height of the water control unit is a function of the
borehole diameter and ranges between five to ten times the borehole radius depending on the
published literature referenced.
Upon completing the test apparatus set up, the shut-off valve was opened which allowed water
to fill the borehole to the desired constant water head elevation. The calibrated reservoir was
continuously refilled to maintain water flow as the wetting bulb developed around the borehole
and the water flow rate stabilized. Measurements of both flow and time were then recorded
until a relatively steady flow was observed. In addition to recording both flow and time, all
accessible connections and valve assemblies were monitored for leakage during testing.
Upon the completion of infiltration testing, the well screen was removed and the boreholes
were backfilled with auger cuttings for safety considerations.
Subsurface Conditions:
The Hand Auger Boring records, which depict specific information regarding the soil materials
encountered at the individual boring locations, have been included as an attachment. The
hand auger boring at location HA-1 revealed the presence of an approximate 1 foot thick layer
of Silty Fine SAND (SURFICIAL SOIL) containing trace organics. Underlying the surficial layer
was Silty Fine SAND (SM) with trace clay to a depth of approximately 4 feet thick. The SM soil
layer was underlain by Fine SAND (SP-SM) with trace silt and clay nodules to the boring
termination depth of 7 feet. At boring location HA-2, the SURFICIAL SOIL layer was
approximately'/z foot thick and characterized as a Silty Fine SAND with gravel and organics.
NA VFAC Mid -Atlantic Geotechnical Department P a g e 12 of 4

Geotechnical services k,`
Louis Road Parking Lot low
Marine Corps Base, Camp Lejeune, North Carolina
June 28, 2012 N2JFflC
Revised July 2 2012
Underlying the surficial soil layer was a 2 foot thick layer of Silty Fine SAND (SM) with trace
clay. The SM soil layer was underlain by Fine SAND (SP-SM) with trace silt and clay lenses to
the boring termination depth of 7 feet.
The ground water level was encountered at a depth of approximately 6 feet at the boring
locations based on the wetness of the recovered soil. Seasonal groundwater fluctuations on
the order of 2 feet are not uncommon within the area of the project. Traditionally, the lowest
groundwater levels occur in late summer and early fall while the highest levels tend to occur in
late winter to early spring. The seasonal high water table (SHWT) is judged to be on the order of
4 feet below the existing ground surface based on indicators (i.e. redoxomorphic soil modeling,
etc.) observed within the borings.
It should be noted that groundwater levels may be impacted by pumping from nearby wells,
seasonal factors, and extreme weather events. Features such as trenches, swales, ponds,
and areas of impermeable surfaces can also influence groundwater levels.
Pavement Section Design Recommendations:
Based on the field DCP test results, a design CBR value of 15 was used in the pavement
section analysis. The design pavement section was determined utilizing PCASE software and
traffic information noted on the enclosed Design Analysis summary sheet. The following
pavement section is recommended:
• 2-inch NCDOT Type SF-9.5A Asphalt Concrete Surface
• 8-inch NCDOT Type ABC Aggregate Base Course
• 8-inch Approved Compacted Subgrade 95% ASTM D 1557
Stormwater Management System:
The field saturated hydraulic conductivity value (Ksat) was calculated based on the unmodified
Glover Solution. The following tabulation contains a summary of the saturated hydraulic
conductivity test results. Specific information regarding the tests is presented in the attached
Hydraulic Conductivity Work Sheets.
Saturated Hydraulic Conductivity Test Results
Test Location
Test Depth feet
Ksat Value inches/hour
HA-3
3.3 to 5
0.318
HA-4
3.3 to 5
1.769
It should be noted that the Ksat values referenced in the table above have not been factored to
account for variations in the soil horizon (i.e. water table restrictions, partially restrictive soil
layers, temperature affects, etc.). As such, it is recommended that Ksat values utilized in the
design of stormwater management facilities be factored accordingly.
NAVFAc Mid-At/antic Geotechnical Department - P a g e 13 of 4

Geotechnical services
Louis Road Parking Lot;;
Marine Corps Base, Camp Leisure, North Carolina
June 28, 2012
Revised July 2, 2012
Soils encountered above the SHWT. are judged to be Hydrologic Soil Group B soils per the
Natural Resources Conservation Service (NRCS); Ref. Part 630 National Engineering
Handbook Chapter 7 Hydrologic Groups, May 2007. Based on Table 7-2 in the noted
reference, the infiltration test data, and previous experience, an infiltration rate of 1 inch/hour is
recommended for design of onsite infiltration system. To facilitate infiltration, it is
recommended that a minimum 6-inch thick layer of ASTM C33 sand be placed over the base
of the infiltration trench. The side slopes of the infiltration trench should be stabilized with
vegetation or similar (i.e. Bermuda sod, etc.).
Site preparation, grading and installation for the onsite Best Management Practices (BMP)
facilities should be.specified to comply with Part 6.6 of the North Carolina Division of Water
Quality Stormwater Best Management Practices Manual July 2007.
Earthwork Construction:
The existing surficial soil materials should be completely stripped in the planned pavement
area. Stripping should be perfomed to a horizontal distance of at least three feet past the
pavement limits. An average stripping depth of 9 inches is anticipated. After completion of
rough grading, the exposed subgrade soils should be densified using a smooth drum roller (8
ton minimum) using static compaction to improve bearing strength. Positive surface drainage
to divert water away from the prepared subgrade should be maintained at all times.
The exposed subgrade in the pavement area should be proofrolled to detect pockets of soft or
otherwise unsuitable material. Proofrolling should be conducted after a suitable period of dry
weather to avoid degrading an otherwise acceptable subgrade. A loading dump truck or
similar rubber tired construction equipment should be used for proofrolling.
Closure:
Should you have any questions concerning this brief report, please do not hesitate to contact the
MIDLANT Geotechnical Department at your earliest convenience.
Respectfully,
NAVFAC MIDLANT
Erin K. Murphy, E.I.T. Frank A. DeMascio, M.S.P.E.
Geotechnical Engineer Supervisory Geotechnical Engineer
Enclosures: Site Vicinity Map Dated June 13, 2012
Field Exploration Location Plan Dated June 28, 2012
Hand Auger Boring Records HA-1, HA-2, HA-3, HA-4,
Hydraulic Conductivity Worksheet for Locations HA-3 and HA-4
Dynamic Cone Penetrometer (DCP) Worksheets for HA-1 and HA-2
PCASE Pavement Design Report
NA VFAC Mid -Atlantic Gootechnica/ Department Page 14 of 4

e

Louis Road Parking Lot, Camp Lejeune, North Carolina
Field Exploration Location Plan
1
NAVFAC MIDLANT Legend
Geotechnical Engineering Department e- Approximate Location of Hand Auger Boring
Prepared By:
Erin Murphy
6/28/12

NAVFAC
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Project: Louis Road Parking Lot Boring Number:
Location: Camp Lejeune NC Date Drilled:
JON Number: 7X5080 Driller:
Depth (ft.) 7.0 f Elevation ft):
HA-1(3)
06/05/2012
Singer/ DeMascio
27 Feet
Approx.
De th ft I'I
Material Description
USCS
Class,
Test Results / Comments
Top
Bot.
0.0 -
1.0
Brown, Silty Fine SAND with trace
Surficial Soil
organics, moist
1.0
4.0
Brown to Tan Mottled Orange, Silty Fine
SM
Dense to Medium Dense
SAND with trace to little clay, moist
4.0
7.0(2)
Tan, Fine SAND with trace silt and clay
SP-SM
SHWT judged to be at
nodules, very moist to wet at 6 feet
approx. 4 foot depth
Notes: (1) Depth referenced from current ground surface
(2) Boring terminated at 7 feet
(3) Boring Location: Shown on attached Field Exploration Location Plan
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095

NAVFAC
Naval Facilities Engineering Command
HAND AUGER BORING RECORD
Project:
Louis Road Parking Lot
Boring Number:
HA-2(3)
Location:
Camp Lejeune NC
Date Drilled:
06/05/2012
JON Number:
7X5080
Driller:
Singer/ DeMascio
Depth (ft.)
7 t
Elevation (ft.):
27 Feet
Approx.
•
De th ft (')
Material Description
usCs
Class,
Test Results / Comments
Top
Bot.
0.0
0.5
Brown, Silty Fine SAND with trace gravel
Surficial Soil,
and organics, moist
0.5
2.5
Brown to Tan, Silty Fine SAND with trace
SM
clay, moist
Dense to Medium Dense
Tan to Tan Mottled Orange, Fine SAND
SHWT judged to be at
2.5
(2)
7
with trace silt and clay lenses, moist to
SP-SM
approx.4 foot depth
wet at 6 feet
Notes: (1) Depth referenced from current ground surface
(2) Boring terminated at 7 feet
(3) Boring Location: Shown on attached Field Exploration Location Plan
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095

Project:
Location:
JON Number:
Depth (ft.)
HAND
Louis Road
Camp Lejeune NC
7X5080
6f
NPfFAC
Naval Facilities Engineering Command
GER BORING RECORD
Lot
Boring Number:
HA-V)
Date Drilled: 6-25-12
Driller: J. Sinoer
Elevation ft):
27
Dept ft)('I
USCS
Top I
Bot.
Material
Description
Class.
Test Results / Comments
0
1
Dark Brown, Silty Fline SAND with traces
Surflcial Soil
of organics
Tan Mottled Orange
, Silty Fine SAND
1
3.75
with trace clay, moii,st
SM
3.75
5 (3)
Light Tan, Fine SAND
with some silt and
SM-SC
Estimated Field Ksat at
clay nodules, moist
to very wet
3.3 to 5 ft. = 0.318 in/hr t4I
Notes: (1)
Depth referenced from cu
(2)
Refer to Field Exploration
(3)
Boring advanced to 4 ft.
advanced within the casir
(4)
Unfactored test result.
ant ground surface.
)cation for boring location.
nd well screen installed. Casing interior was then cleaned and boring
to a depth of 5 ft. and backfilled to 4 ft. with No.2 well sand.
NAVFAC Mid-Atlantic•9742 Maryland Avenue-

MR05 mmand
HAND AUGER BORING RECORD
Project:
Louis Road Parking Lot
Location:
Camp Lejeune, NC
JON Number:
7X5080
Depth (ft.)
5 t
Boring Number:
Date Drilled:
HA-4(z)
6/25/12
Driller: J. Singer
Elevation (ft.): 27
Depth (ft.)(')
USCS
Top
I Bot.
Material Description
Class
Test Results / Comments
0
0.5
Brown, Silty Fine SAND with trace
Surficial Soil
organics, moist
0.5
2.5
Brown to Tan, Silty Fine SAND with
SM
traces of clay, Moist
Tan to Light Gray Mottled Orange, Fine
Estimated Field Ksat at
2.5
5(3)
SAND with traces of silt and clay
SP-SM
(4)
3.3 to 5 ft. = 1.769 in/hr
nodules, moist to very moist
Notes: (1) Depth referenced from current ground surface.
(2) Refer to Field Exploration Location for boring location.
(3) Boring advanced to 4 ft, and well screen installed. Casing interior was then cleaned and boring
advanced within the casing to a depth of 5 ft. and backfilled to 4 ft. with No.2 well sand.
(4) Unfactored test result.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095

SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
Sheet No.: 1 of 1
Project Name.: Louis Road POV Parking
Location......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: HA-3
I Date ............: 6/25/12
Ksat : Saturated hydraulic conductivity
Investigators.: J. Singer
IFile Name........
Q: Steady-state rate of water flow into the soil
Boring Depth.: - 122 cm
WCU Base. Ht. 5.4 cm
H: Constant height of water in borehole
Boring Dia..... : 10.2 cm _
WCU Susp. Ht. 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 5.08 cm
I Const. Wtr. Ht. 20.6 cm
Ksat = Q[sinh-1(H/r) - (r2/H2+1),5 +, r/H] / (2piH2) [Glover, R. E.]
VOLUME
(ml)
Volume Out
(ml) (a)
TIME
(hr:min:sec alp)
Elapsed Time
Flow Rate Q
(ml/min) [alb]
-------- ---------- Ksat Equivalent Values ---- ------- ---
(hr:min:sec)
(min) [b]
(cm/min)
(cm/sec)
(cm/day)
(inlhr)
(ft/day)
1700
5:16:30 PM
1600
-100-
-5:22:15-PM-
-0:05:45-
-5.75-
-1.7.39_
_0.009
1.44E-04
12.4
0.204
0.41
1500
100
5:25:45 PM
0:03:30
3.50
28.57
0.014
2.36E-04
20.4
0.334
0.67
1360
140
53005 PM
0:04:20
4.33
32.31
0.016
2.67E-04
23.0
0.378
0.76
1300
60
5:32:45 PM
0*02:40
2.67
22.50
0.011
1.86E-04
16.1
0.263
0.53
1150
150
5:36:10 PM
0:03:25
3.42
43.90
0.022
3.63E-04
31.3
1 0.514
1.03
1100
50
5:39:05 PM
0:02:55
2.92
17.14
0.008
1.42E-04
12.2
0.201
0A0
1000
100
5:43:30 PM
00425
4.42
22.64
0.011
1.87E-04
16.2
0.265
0.53
900
100
5:46:50 PM
0,0320
3.33
30.00
0.015
2.48E-04
21.4
0.351
0.70
800
100
5:50:30 PM
0:03:40
3.67
27.27
0.014
2.25E-04
19.5
0.319
0.64
690
110
5:54:20 PM
0:03:50
3.83
28.70
0.014
2.37E-04
20.5
0.336
0.67
560
130
5:58:50 PM
0:04:30
4.50
28.89
0.014
2.39E-04
20.6
0.338
0.68
490
70
6:01:30 PM
0:02:40
2.67
26.25
0.013
2.17E-04
18.7
0.307
0.61
350
140
6:06:30PM
0:05:00
5.00
28.00
0.014
2.31E-04
20.0
0.328
0.66
Natural Moisture: --
ESTIMATED FIELD Ksat..:1
0.013
0.000
1 19.372
0.318
0.64
Texture/Classif: SM-SC
Notes:
File: KsatWKS.xls (Unmodified Glover Solution) Johnson Permeameter '"'

End
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET
Sheet No.:
1 of 1
Project Name.:
Louis Road POV Parking
Location......:
MCB Camp Lejeune, NC
Terminology and Solution
Boring No......:
HA-4
Date ............:
6/25/12
Ksat : Saturated
hydraulic conductivity
Investigators.:
J. Singer
File Name........
Q: Steady-state rate of water flow into the soil
Boring Depth.:
122 cm
WCU Base. Ht.
5.4 cm
H: Constant height of water in borehole
Boring Dia..... :
10.2 cm
JWCU Susp. Ht.
15.2 cm
r: Radius of cylindrical
borehole
Boring Rad. (r):
5.08 cm
lConst. Wtr. Ht.
20.6 cm
Ksat = Q[sinh-1(H/r) - (r2/H2+1) s + r/H] / (2piH2) [Glover, R. E.]
VOLUME
(ml)
Volume Out
(ml) [a]
TIME
(hr:min:sec alp)
Elapsed
Time
Flow Rate Q
(mllmin) [alb]
---- Ksat Equivalent Values-------
(hr:min :see)
(min) [b]
(cm/min)
(cm/sec)
(cm/day)
(in/hr)
(ft/day)
3200
4:50+30 PM
3100
100
4:50:45 PM
0:00:15
0.25
400.00
0.198
3.30E-03
285.4
4.681
9.36
3000
100
4:51:15 PM
0:00:30
0.50
200.00
0.099
1.65E-03
142.7
2.341
4.68
2900
100
4:51:50 PM
00035
0.58
171.43
0.085
1.42E-03
122.3
2.006
4.01
2800
100
4:52:30 PM
00040
0.67
150.00
0.074
1.24E-03
107.0
1.756
3.51
2700
100
4:53:00 PM
0:00:30
0.50
200.00
0.099
1.65E-03
142.7
2.341
4.68
2600
100
4:53:45 PM
0:00:451
0.75
133.33
0.066
1.10E-03
95A
1.560
3.12
2500
100
4:54:15 PM
00030
0.50
200.00
0.099
1.65E-03
142.7
2.341
4.68
2400
100
4:54+55 PM
00040
0.67
150.00
0.074
1.24E-03
107.0
1.756
3.51
2300
100
4:55:30 PM
0:00:35
0.58
171.43
0.085
1.42E-03
122.3
2.006
4.01
2200
100
4:56:10 PM
0:00:40
0.67
150.00
0.074
1.24E-03
107.0
1.756
3.51
2100
100
4:56:45 PM
00035
0.58
171.43
0.0851
1.42E-03
122.31
2.006
4.01
2000
100
4:57:30 PM
0:00:45
0.75
133.33
0.066
1.10E-03
95.1
1.560
3.12
1900
100
4:58:10 PM
0:00:401
0.67
150.00
0.074
1.24E-03
107.0
1.756
3.51
1800
100
4:58:45 PM
00035
0.58
171.43
0.085
1.42E-03
122.3
2.006
4.01
1700
100
4:59+20 PM
00035
0.58
171.43
0.085
1.42E-03
122.3
2.0061
4.01
16001
100
5:00:00 PM
00040
0.671
150.00
0.074
1.24E-03
107.0
1.7561
3.51
1500
• 100
5:00:45 PM
0:00:45
0.751
133.33
0.066
1.10E-03
95.1
1.5601
3.12
14001
100
5:01:25 PM
0:00:40
0.671
150.001
0.0741
1.24E-031
107.0
1.7561
3.51
Natural Moisture:
---
ESTIMATED FIELD
Ksat..:l
0.075
0.001
107+865
1.769
3.54
Texture/Classif: SP-SM
Notes:
File: KsatWKS.xls (Unmodified Glover Solution)
Johnson Permeameter ""

DCP TEST DATA
File Name: HA-1
Project: Louis Road Parking Lot Date: 5-Jun-12
Location: Camp Lejeune, NC Soil Type(s): SM
Hammer Sal TY
O 10.1 ms: O a
V.b las. Oa
O Bah hammers uieG o'All O er B 11
No. of
Accumulative Type of
CBR
Blows
Penetration Hammer
7 10 100
(mm)
p 0
1
3 1
8 1
50
20
2
_ 25 _
—.._._..29
_._
_ .._� _- .
-
3
—
—
—
1
37_ 1
—�
1_-.
42 1
a
100
E
1
a7
E
— _
____�____
_ 52 1
5
2
1
-- --
60_... 1.
_.1
0.
w
a.
150
1
65 1
6
O
7
1
76
_ _.__ _-..___________—___—_
200
_ 1
1 93
9
_...... 1.......
.. 6 1
250
10
1
11 6 1
1 10 100
_
1
__—. _
1211--
,
-127 i, _ 1
Notes: Test was performed at a starting depth of 6 inches below existing grade
_ _
1
133 i _
See Field Exploration Location Plan.
_
1
149 I 1
ij
154
__
_-__-159—_� 1
164
168
--1
.....__................._.___...._...._t.__--___
.
1
181 1
1
I ,91 1
T-- 196
---_' --
202 ,
1
214
---_-226
1
1
1
236

DCP TEST DATA
File Name: HA-2
Project: Louis Road Parking Lot Date: 5-Jun-12
Location: Camp Lejenue, NC Soil Type(s): SM
Hammer S IType
0101 O CH
ll.60 CL
L'.
O Bah e- All Omer sots
No. of
Accumulative Type of
CHR
Blows
Penetration Hammer
(mm)
1 10 100
0 0
1
20 1
1
35
--__
45 __ 1 _
___-60— 1
2
60
1
65 1
-__
100
4
1
85 1
`
_
E
150 M
i
—1
1
._.. _'._...
—___-
_
so -----------
— 100 - 1 _
105._. I. _....
_. _.. ..
—123 ---1 ---
a 6
0.
1
8
200
_
1
129 _— 1
�
1
1. ____137.__ ___1
1
144 1
_.____.______________-
I I
250
10
154 1
160
1
1 166 1
12
300
90
1
177 1
1
164 1
Notes: Test started at existing ground surface. See Field Exploration Location Plan
1
189 1
1
__.._..-..... ......
194 �-- 1 _
.... ......._.____._.:_...___._._._
1
----- _-----
200 1
-------- __.._-_. ----------
1
._._.._.--- ._...__..._.._.._...._.._.._...
206 1
_L. .. ..............
1
212
_
�
1
223 1
1
..... ... ... ..._..._....__._.._.
231
1
236 1 1
1
240 1
_— 1 _
-- 246
_-_250 _ 1
1
259
265
1
276

DESIGN❑
PRELMINARY
SHEET NO: OF: 1
Novnl PncStgs Ergnoervip Corrvrbntl
ANALYSIS
❑
❑
FINAL
OTHER
J03NO 7X5080
PROJECT NAME: Louis Road Parking Lot, Camp Lejeune, NC
DEPARTMENT GEO
SHEET NO OF:
PROJECT PART:
COMPUTED BY:
DATE:
Light Duty Flexible Pavement Design
Erin Murphy
6/18/2012
SPEC. DIVISION'.
CHECKED BY:
DATE:
1
Frank DeMascio
6/18/2012
Design Parameters and Assumptions:
PCASE Soil Parameters
Subgrade Design CBR Value = 15
Natural subgrade soils are cohesionless cut
PCASE Concrete Flexible Pavement Parameters
Surface Asphalt Dry Unit Weight = 145 pcf; Base Equivalency Factor of 1.15
ABC Stone Aggregate Base Material Dry Unit Weight = 135 PCF; Base Equivalency Factor of 1.0
PCASE Traffic Information (Conservative Estimate):
No. Cars
Trips/day
Days/week
Weeks/yr
Deign Life (yrs)
Total Passes
20
2
7
52
20
291200
No.Trucks
Trips/day
Days/week
Weeks/yr
Deign Life (yrs)
Total Passes
20
2
7
52
20
291200
Light Duty Flexible Pavement Design Recommendations:
Light Duty Flexible Pavement Section
2" NCDOT Type SF-9.5A Hot Mix Asphalt
8" of ABC Aggregate Base Material
Stable Subgrade

Design Name:
LOUIS RD POV
Design Type:
Roads
Pavement Type:
Flexible
Traffic Area :
N/A
Road Type:
Parking
Terrain Type :
Flat
Analysis Type:
CBR
Depth of Frost (in) :
4
SCI:
0
Wander Width (in) : 33.35
% Load Transfer: 0
Effective K (pci)
Reduced Sub Effective K (pci)
Layers Count
Seasons Count
Joint Spacing
Dowel Spacing
Dowel Length
Dowel Diameter: 0
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09
Date: 6/19112
Dry
Flexural
Minimum
Layer Type
Material Type
Frost Code
Moisture Content
Weight
Density
Strength
CrCb
% Steel
Analysis
Thickness
(Iblcu ft)
(lb/cu ft)
(psi)
(in)
Asphalt
Asphalt
N/A
0
145
0
0
0
0
Compute
2
Base
Unbound Crushed
N/A
5
135
0
0
0
0
Manual
4
Stone
Natural Sub rade
Cohesionless Cut
F3/F4
18
110
0
0
0
0
N/A
0
Pattern Name:
AnalysisType :
Pavement Type
Subgrade Category
Traffic Area
Traffic Count
AUTOMOBILE PARKING LOT
Mixed
Flexible
CAT D
Area A
Vehicles
Wei ht (lb)
Passes per Life Span
Equivalent Passes
CAR-PASSENGERI
30001
2912001
17
TRUCK, LG. PICKUP OR SUVI
75001
2912001
291200
Equivalent Single Wheel Loads
1 209

_ Pavement Design Report
U.S. Army Corps of Engineers _
PCASE Version 2.09
Date: 6/19/12
Required
Non frost
Equivalent
Reduced
Limited
Base
Subbase
Thickness
Design
Thickness
Subgrade
Subgrade
Calculate at
Equivalency
Equivalency
CBR
Modulus
Pr
Slip
(in) Above
Thickness
(in)
Strength
Penetration
this Depth
factor
Factor
Strength
(psi)
0
2
2
2
2
No
1.15
2.3
0
'
0
8
10
8
8
NW
1
1
50
7.58
0
0
0
0
No
1
1
15

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name Louis Road Parking Lot, MCB Camp Leieune. NC
(Previous Project: Hadnot Point Road Improvements, ONSLO-2011-123)
2. Location of land -disturbing activity: County Onslow City or Township Jacksonville
Highway/Street Louis Road Latitude 34.5962 Longitude 77.2825
3. Approximate date land -disturbing activity will commence: October 2012
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Parking Lot, Military
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 0.88
6. Amount of fee enclosed: $ 65.00 The application fee of $65.00 per acre (rounded up
to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Carl Baker
Telephone [phone] ext 264 Cell #
E-mail Address carl.h.bakero)usmc.mil
Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
MCB Camp Leieune
Name
1005 Michael Rd
Current Mailing Address
relephone
Current Street Address
Fax Number
Camp Leieune NC 28457
City State Zip City State Zip
10. Deed Book No. Page No. Provide a copy of the most current deed.
Part B.
Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Carl Baker
Name
1005 Michael Rd
Current Mailing Address
Camp Leieune NC 28457
City State Zip
Telephone [phone] ext 264
E-mail Address
Current Street Address
City
Fax Number
State
Zip

Hydrograph Return Period Rep
y ra ow Hydrograph, Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
OA08
-------
-------
-------
2.347
-------
-------
-------
0.88 Ac Pre-Dev -
2
Reservoir
1
0.000
-------
-------
-------
0.000
-------
-------
- -----
<no description>
SC
0 �Y
DEC
14 2012
By:
_
Proj. file: D:\Documents and Settings\michael.insetta\Desktop\Louis Road -Pon
11W4dtk,0 gpv✓2012

Hydrograph Summary Report Hydraflow, Hydrographs Extension for AutoCAD®Civil 3D®2010 by Aulodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.408
2
726
1,722
------
------
------
0.88 Ac Pre-Dev
2
Reservoir
0,000
2
n/a
0
1
0.00
0.000
<no description>
DADocuments and Settings\nnichael.insetta\
d ktc0Ubai®@oEtYgxrnd_10.11.121Wre4(ay,
Oct 11, 2012

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 1
0.88 Ac Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.408 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 1,722 cult
Drainage area
= 0.880 ac
Curve number
= 60`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = t (0.880 x 60)J 10.880
0.88 Ac Pre-Dev
Hyd. No. 1 -- 1 Year Q (Cfs)
0 2 4
Hyd No. 1

Hydrograph Summary Report Hydraflow, Hydrograp hs Extension for AutoCAD® Civil 3D® 2010 by Aulodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2,347
2
724
7,251
------
------
------
0.88 Ac Pre-Dev
2
Reservoir
0.000
2
nla
0
1
0.00
0.000
<no description>
D:\Documents and Settings\michael.insetta\rEWRtD0LftirbE1DW)JEmd_10.11.121Rfesj#iy,
Oct 11, 2012

5
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 1
0.88 Ac Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 2.347 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 7,251 tuft
Drainage area
= 0.880 ac
Curve number
= 60'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.74 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = + (0.880 x 60)) / 0.880
Q (Cfs)
3.00
elm
0.00 '
0 2 4
— Hyd No. 1
6 8
0.88 Ac Pre-Dev
Hyd. No. 1 -- 10 Year
Q (Cfs)
3.00
2.00
1.00
I J I I I I I -�- 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

0
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25 Thursday, Oct 11, 2012
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
74.7826
12.6000
0.8872
--------
2
82.2689
12,4000
0.8657
--------
3
0.0000
0.0000
0.0000
--------
5
90.7374
12.9000
0.8393
--------
10
88.6617
12.3000
0.8014
--------
25
80.0794
11.1000
0.7416
--------
50
75.8521
10.4000
0.7031
--------
100
68.8855
9.3000
0.6572
--------
File name: Jacksonville.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
a
1
5.87
4.70
3.94
3.40
2.99
2.68
2.43
2.22
2.05
1.90
1.78
1.67
2
6.94
5.58
4.68
4.05
3.58
3.21
2.91
2.67
2,47
2.30
2.15
2.02
3
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.06
6.55
5.55
4.84
4.29
3.87
3.53
3.25
3.01
2.81
2.63
2.48
10
9.03
7.37
6.26
5.47
4.88
4.41
4.03
3.72
3.46
3.23
3,04
2.87
25
10.20
8.35
7.13
6.26
5.60
5.09
4.67
4.33
4.04
3.79
3.58
3.39
50
11,09
9.10
7.80
6.88
6.18
5,63
5.19
4.82
4.51
4.24
4.01
3.81
100
11.99
9.85
8.46
7.48
6.75
6.17
5.70
5.32
4.99
4.71
4A6
4.25
Tc = time in minutes. Values may exceed 60,
Precip. file name: O:\NC IPT NUCLEUS\!Civil\Hvdraflow\IDF\Havelock24hprecipdepth.pcp
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.60
4.36
0.00
0.00
6.74
0.00
9.71
11.20
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 sl
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

P-1265 Drainage
BMP sizing
Determine if proposed BMP is adequate
10,11.12
Forebays
Forebays to be 20%of total volume of permanent pool
current forebav
A 1335.50 cf
Allowable increase in forebay
Drain area =
PP Vol E
6069 22.00
AS Mr
38490 s.f. 0.88
For 90% removal of TSS
To find 5A of PP
SA/DA MUST BE BE A MINIMUM OF
2.7%
(Note: Sa/DA shown in Table 10-4 to be based on 3 avg depth and 34.35%imp.)
Depth Avg =
4.02 ft
Drain Area =
38490 sf
IA =
34.35 %
SA MIN. OF
1732.1
Required Storage Volume:(For Water quality -Using Treated Area)
Area= 0.883609
Simple Rv=0.05.0.9(imp) Imp= 0.312213
Rv= 0.368
V1.5= 3630'1.5'Rv'A
V3.5 = 1771 c.f.
0
x
0.35

FOaesav
36C
99
POND
Combined Storage Temp Storage
oP
1951
lo,I
1155
Silo
61160
1601
1811

POND AVERAGE DEPTH CALCULATOR
_r r „r_,r�,rj 11 r frR_,.trry.nw_r.,,,,.r Depllr
Option011 Cl 0._2-�x I+AAre + +A)X(
A
1", Pool l _ hog sholf
Depth 4.5
A(bot_shelf) 1594
A(perm_pool) 2607
A(bot_pond) 968
d(avg) 4.02

Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Aulodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow lets)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
1.202
1.767
-------
-------
3.720
-------
-------
7.619
0.88 Ac Post-Dev
2
Reservoir
1
0.067
0.159
-------
-------
1.369
-------
-------
4.851
<no description>
1
Pro. file: Louis Road_pond_9.19.12.gpvv
Thursday, Oct 11, 2012

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Aulodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.202
2
724
3,735
------
------
------
0.88 Ac Post-Dev
2
Reservoir
0.067
2
912
3,546
1
26.65
2,278
<no description>
Louis Road_pond_9.19.12.gpw
Return Period: 1 Year
Thursday, Oct 11, 2012

3
Hydrograph Report
Hydraflow Hydrographs Extension for AUloCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 1
0.88 Ac Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 1.202 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 3,735 cuft
Drainage area
= 0.880 ac
Curve number
= 73*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.310 x 98) + (0.570 x 60)] / 0.880
Q (cfs)
2.00
Div
0.00
0 120 240
— Hyd No. 1
0.88 Ac Post-Dev
Hyd..No. 1 -- 1 Year
360 480 600 720 840
Q (Cfs)
2.00
1.00
a
T — 0.00
960 1080 1200 1320 1440 1560
Time (min)

n
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Aulodesk, Inc. v9.25 Thursday, Oct 11, 2012
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.067 cfs
Storm frequency
= 1 yrs
Time to peak
= 912 min
Time interval
= 2 min
Hyd. volume
= 3,546 cuft
Inflow hyd. No.
= 1 - 0.88 Ac Post-Dev
Max. Elevation
= 26.65 ft
Reservoir name
= LOUIS ROAD POND
Max. Storage
= 2,278 cuft
Storage Indication method used.
Q (cfs)
2.00
1.00
0.00 1 "'W
0 600
— Hyd No. 2
<no description>
Hyd. No. 2 -- 1 Year
1200 1800 2400
— Hyd No. 1
3000 3600 4200 4800 5400
FM Total storage used = 2,278 cult
Q (cfs)
2.00
1.00
1 0.00
6000
Time (min)

Pond
Report
5
Hydrafiow Hydrographs Extension for AutoCAD® Civil
3DO 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Pond No. 1 - LOUIS ROAD
POND
Pond Data
Contours -User-defined contour areas. Average end area method used
for volume calculation. Begining Elevation = 26.00 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area
(sqft) Incr.
Storage (cuft)
Total storage (cuft)
0.00
26.00
2,607
0
0 .
0.50
26.50
3.796
1,601
1,601
0.55
26.55
4,625
211
1,811
1.00
27.00
4,385
2,027
3,839
1.50
27.50
4,800
2.296
6,135
2.50
28.50
5,787
5,294
11,428
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 15.00
0.75 Inactive Inactive
Crest Len (ft)
= 0.50 8.00
Inactive Inactive
Span (in)
= 15.00
0.75 0.00
0.00
Crest El. (ft)
= 26.55 27.05
0.00
0.00
No. Barrels
= 10
10 0
0
Weir Coeff.
= 3.330.00 3.33
3.33
3.33
Invert El. (ft)
= 26.00
26.00 0.00
0.00
Weir Type
= Rect Rect
---
Length (ft)
= 30.00
0.50 0.00
0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 1.00
0.00 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff.
= 0.60
0.60 0.60
• 0.60
Exfil.(in/hr)
= 0 (by Wet area)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note'. CulveNOnfice outflows are analyzed
under inlet gc) and outlet (cc) control. Weir nears checked for orifice conditions (ic) and submergence (a).
Stage I Storage I Discharge Table
Stage Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
It cuft it
cfs
cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00
0 26.00
0.00
0.00 ---
--- 0.00
0.00 ---
---
--- --- 0.000
0.05
160 26.05
0.00 is
0.00 is ---
--- 0.00
0.00 ---
---
--- --- 0.002
0.10
320 26.10
0.00 is
0.00 is ---
--- 0,00
0.00 ---
---
--- --- 0.004
0.15
480 26.15
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.005
0.20
640 26.20
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.006
0.25
800 26.25
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.007
0.30
960 26.30
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.008
0.35
1,121 26.35
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0,008
0.40
1,281 26.40
0.01 is
0.01 is ---
0.00
0.00 ---
---
--- 0.009
0.45
1,441 26.45
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.009
0.50
1,601 26.50
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0,010
0.50
1,622 26.51
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0,51
1,643 26.51
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.51
1,664 26.52
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- -0.010
0.52
1,685 26.52
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.52
1,706 26.53
0.01 is
0.01 is ---
--- 0.00
0.00 ---
--- .
--- --- 0.010
0.53
1.727 26.53
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.53
1,748 26.53
0,01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.54
1,769 26.54
0.01 is
0.01 io ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.54
1,790 26.54
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.010
0.55
1,811 26.55
0.01 is
0.01 is ---
--- 0.00
0.00 ---
---
--- --- 0.011
0.59
2,014 26.60
0.03 is
0.01 is ---
--- 0.02
0.00 ---
---
--- --- 0.027
0.64
2,217 26.64
0.06 is
0.01 is ---
--- 0.04
0.00 ---
---
--- --- 0.056
0.68
2,419 26.69
0.10 is
0.01 is ---
--- 0.08
0.00 ---
---
--- --- 0.094
0.73
2,622 26.73
0.14 is
0.01 is ---
--- 0.13
0.00 ---
---
--- --- 0.138
0.77
2,825 26.78
0.20 is
0.01 is ---
--- 0.18
0.00 ---
---
--- --- 0.189
0.82
3,028 26.82
0.25 is
0.01 is
--- 0.23
0.00 ---
---
--- --- 0.245
0.86
3,230 26.87
0.31 is
0.01 is ---
--- 0.29
0.00 ---
---
--- --- 0.306
0.91
3.433 26.91
0.37 is
0.01 is
--- 0.36
0.00 ---
---
--- --- 0.371
0.95
3,636 26.96
0.46 is
0.01 is ---
--- 0.43
0.00 ---
---
--- --- 0.441
1.00
3.839 27.00
0.53 is
0.01 iC ---
--- 0.50
0,00 ---
---
--- --- 0.515
1.05
4.068 2T05
0.61 is
0.01 is ---
--- 0.59
0.00 ---
---
--- --- 0.601
1.10
4,298 27.10
1.01 is
0.01 is ---
--- 0.68
0.30 ---
---
--- --- 0.989
1.15
4,527 27.15
1.64 is
0.01 is ---
--- 0.76 s
0.84 ---
---
--- --- 1.616
1.20
4.757 27.20
2.36 is
0.01 io ---
--- 0.81 s
1.55 ---
---
--- --- 2.363
1.25
4,987 27.25
3.17 oc
0.01 is ---
--- 0.77 s
2.38 ---
---
--- --- 3.159
1.30
5.216 27.30
3.63 cc
0.01 is ---
--- 0.66 s
2.96 s ---
---
--- --- 3.628
Continues on next page...
3

LOUIS ROAD POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
Cuft
ft
Cfs
1.35
5,446
27.35
3.71 oc
1.40
5,676
27.40
-'4.08 oc
1.45
5,905
27A5
4.40 oc
1.50
6,135
27.50
4.69 oc
1,60
6,664
27.60
5.20 oc
1.70
7,193
27.70
5.64 oc
1.80
7,723
27.80
6.04 oc
1.90
8,252
27.90
6.41 oc
2.00
8,782
28.00
6.76 oc
2.10
9,311
28.10
7.09 oc
2.20
9,840
28.20
7.38 is
2.30
10,370
28.30
7.62 is
2.40
10,899
28.40
T85 iC
2.50
11.428
28.50
8.07 is
...End
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr c
MID
Exfil
User
Total
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
cis
Cfs
0.00 is
---
---
0.59 s
3.11 s
---
---
---
---
3.707
0.00 is
---
---
0.59 s
3.48 s
---
---
---
---
4.075
0.00 iC
---
---
0.59 s
3.80 s
---
---
---
---
4.397
0.00 is
---
---
0.59 s
4.09 s
---
---
---
---
4.687
0.00 is
---
---
0.59 s
4.60 s
---
---
---
---
5,193
0.00 is
---
---
0.60 s
5.04 s
---
---
---
---
5.638
0.00 is
---
---
0.60 s
5.43 s
---
---
---
---
6.037
0.00 is
---
---
0.61 s
5.80 s
---
---
---
---
6.412
0.00 is
---
---
0.62 s
6.14 s
---
---
---
---
6.760
0.00 is
---
---
0.62 s
6.45 s
---
---
---
---
7,075
0.00 is
---
---
0.63 s
6.75 s
---
---
---
---
7,379
0.00 is
---
---
0.63 s
6.98 s
---
--- .
---
---
7.615
0.00 is
---
---
0.64 s
7A 8 s
---
---
---
---
7.819
0.00 is
---
---
0.64 s
7.41 s
---
---
---
---
8.052

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.767
2
724
5,363
------
------
------
0.88 Ac Post-Dev
2
Reservoir
0.159
2
798
5.169
1
26.75
2,706
<no description>
Louis Road_pond_9.19.12.gpw
Return Period: 2 Year
Thursday, Oct 11, 2012

r]
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 1
0.88 Ac Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 1.767 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 5,363 cuft
Drainage area
= 0.880 ac
Curve number
= 73'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conic. (Tc)
= 5.00 min
Total precip.
= 4.36 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.310 x 98) + (0.570 x 60)[ 10.880
Q (Cfs)
2.00
1.00
0.88 Ac Post-Dev
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Q (Cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.159 cfs
Storm frequency
= 2 yrs
Time to peak
= 798 min
Time interval
= 2 min
Hyd. volume
= 5,169 cuft
Inflow hyd. No.
= 1 - 0.88 Ac Post-Dev
Max. Elevation
= 26.75 ft
Reservoir name
= LOUIS ROAD POND
Max. Storage
= 2,706 cuft
Storage Indication method used
Q (Cfs)
2.00
0.00 x.
0 600
— Hyd No. 2
<no description>
Hyd. No. 2 -- 2 Year
1200 1800 2400
— Hyd No. 1
3000 3600 4200 4800 5400
II_TTT-M Total storage used = 2,706 Cuft
Q (cfs)
2.00
1.00
1 0.00
6000
Time (min)

10
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3,720
2
724
11,117
------
------
------
0.88 Ac Post-Dev
2
Reservoir
1.369
2
740
10,914
1
27.13
4,437
<no description>
Louis Road_pond_9.19.12.gpw
Return Period: 10 Year
Thursday, Oct 11, 2012

Hydrograph
Report
11
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 1
0.88 Ac Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 3.720 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 11,117 cuft
Drainage area
= 0.880 ac
Curve number
= 73"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.74 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = I(0.310 x 98) + (0.570 x 60)) / 0.880
Q (Cfs)
4.00
3.00
r M
1.00
0.00
0 120 240
— Hyd No. 1
0.88 Ac Post-Dev
Hyd. No. 1 -- 10 Year
360 480 600 720 840
Q (Cfs)
4.00
3.00
2.00
1.00
�__' ' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
12
Hydra flow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 - 0.88 Ac Post-Dev
Max. Elevation
Reservoir name
= LOUIS ROAD POND
Max. Storage
Storage Indication method used.
Q (cfs)
4.00
3.00
1.00
<no description>
Hyd. No. 2 -- 10 Year
Thursday, Oct 11, 2012
= 1.369 cfs
= 740 min
= 10,914 cult
= 27.13 ft
= 4,437 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00 I I I I I --// J I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 2 —Hyd No. 1 f�-� Total storage used = 4,437 cuff

13
Hydrograph Summary Report Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
7.619
2
724
23,143
------
------
------
0.88 Ac Post-Dev
2
Reservoir
4.851
2
728
22,932
1
27.54
6,306
<no description>
Louis Road_pond_9.19.12.gpw
Return Period: 100 Year
Thursday, Oct 11, 2012

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
0.88 Ac Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.880 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 11.20 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = i(0.310 x 98) + (0.570 x 60)] / 0.880
Q (cfs)
8.00
. M
4.00
PAKII
0.00 '
0 120 240
— Hyd No. 1
0.88 Ac Post-Dev
Hyd. No. 1 -- 100 Year
360 480 600 720 840
Thursday, Oct 11, 2012
= 7.619 cfs
= 724 min
= 23,143 cuft
= 73"
= Oft
= 5.00 min
= Type III
= 484
Q (Cfs)
8.00
4.00
WMIX
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2010 by Autodesk, Inc. v9.25
Thursday, Oct 11, 2012
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 4.851 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 22,932 cuft
Inflow hyd. No.
= 1 - 0.88 Ac Post-Dev
Max. Elevation
= 27.54 ft
Reservoir name
= LOUIS ROAD POND
Max. Storage
= 6,306 cuft
Storage Indication method used
Q (cfs)
8.00
Am
4.00
VA1111l
'm
<no description>
Hyd. No. 2 -- 100 Year
Q (cfs)
8.00
WE
Ill
2.00
Ill
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 •1560
Time (min)
— Hyd No. 2 — Hyd No. 1 ALL Total storage used = 6,306 cult

W
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Thursday, Oct 11, 2012
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
74.7826
12.6000
0.8872
--------
2
82.2689
12.4000
0.8657
--------
3
0.0000
0.0000
0,0000
--------
5
90,7374
12.9000
0.8393
--------
10
88,6617
12.3000
0.8014
--------
25
80.0794
11.1000
0.7416
--------
50
75.8521
10.4000
0.7031
--------
100
68.8855
9.3000
0.6572
--------
File name: Jacksonville.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.87
4.70
3.94
3.40
2.99
2.68
2.43
2.22
2.05
1.90
1.78
1.67
2
6.94
5.58
4.68
4.05
3.58
3.21
2.91
2.67
2.47
2.30
2.15
2.02
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
5
8.06
6.55
5.55
4.84
4.29
3.87
3.53
3.25
3.01
2.81
2.63
2.48
10
9.03
7.37
6.26
5.47
.4.88
4.41
4.03
3.72
3.46
3.23
3.04
2.87
25
10.20
8.35
7.13
6,26
5.60
5,09
4.67
4.33
4,04
3.79
3,58
3.39
50
11.09
9.10
7.80
6.88
6.18
5.63
5.19
4.82
4.51
4.24
4.01
3.81
100
11.99
9.85
8.46
7.48
6.75
6.17
5.70
5.32
4.99
4.71
4.46
4.25
Tc = time in minutes. Values may exceed 60.
Preci . file name: O:\NC IPT NUCLEUS\!Civil\Hydraflow\IDF\Havelock24hpreci depth.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
S-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.60
4.36
0.00
0.00
6.74
0.00
9.71
11.20
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
i Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
a00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Orifice Flow
for circle
stage = 26.55
Q = Ca (2gh)Al/2
c is variable area\diam head0.75 g32\ 0.52
0.6 0.0
Q = 0.0106
head is height above centerline of orifice
elevation of water surface is
inv 26
plus 1/2 of pipe = 0.03
plus head = 0.52
Max Flow = 0.0106 cfs
Avg Flow = 0.0053 cf
Volume= 1771.00
Drawdown Time= 3.86 days OK

Louis Road Parking Lot Narrative
The Louis Road Parking Lot is being constructed because of the Sneads Ferry Road Expansion
project which will eliminate parking from a nearby building. The proposed Louis Road Parking
Lot will provide 40 new spaces. The site is currently undisturbed with a majority of the site
being located on a grassy field. About a quarter of the site is an existing wooded area. There
are no known wetlands in the vicinity of the site.
The project proposes to minimize runoff by using a wet pond. Water will sheet flow off of the
parking lot into a shallow drainage swale where it will continue through a pipe under proposed
sidewalk and into the Wet Pond forebay.
A wet pond was selected because other options were not viable. As seen the Geotechnical
Report (attached) infiltration on site is not adequate for an infiltration basin. Bioretention was
not used because of the shallow depth of the SHWT.
The site drainage is designed to meet the stormwater requirements of NCDENR. In addition to
meeting NCDENR requirements, additional improvements have been incorporated to satisfy
NAVFAC's requirements for LID (Low Impact Development) by provided no net increase in
water quality and water volume.
The wet pond is designed to store and slowly release the 1.5" rainfall event through a''Y." orifice
on the outlet structure. Following a rain event, the temporary pool will draw down in
approximately 4 days to its permanent pool level. The 10-year flows (and larger storm events)
will exit the pond through a rectangular weir in the outlet structure and eventually the rim of
the outlet structure (if the pond reaches higher elevations). The outlet structure is designed to
reduce discharge for the 10-year storm below pre -developed rates. The pond was designed to
have approximately 1 foot of freeboard between the 100-yr storm elevation and the top of the
pond's banks.
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