SW8100201_HISTORICAL FILE_20110204

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 { ooZa I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
En HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2y 1 l D-z-c4
YYYYM M DD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
February 4, 2011
Carl Baker, Deputy Public Works Officer
USMCB Camp Lejeune
Building 1005 Michael Road
USMCB Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 100201
French Creek BEQ P-1017 & P-1047
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
French Creek BEQ P-1017 & P-1047 on January 24, 2011. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding
Permit No. SW8 100201- dated February 4, 2011, for the construction of the subject project.
This permit shall be effective from the date of issuance until June 11, 2020, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right
to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and .
binding.
If you have any questions, or need additional information concerning this matter, please contact Chris
Baker, or me at [phone].
Sincerely,
d2t
Stormwater Supervisor
Division of Water Quality
GDSlcsb: S:IWQSISTORMWATERIPERMITS&PROJECTS120101100201 HD12011 02 PERMIT 100201
CC'. Howard Resnick, P. E., Coastal Site Design
Wilmington Regional Office
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NorthC arol i na
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
4nternel: www wwaterquality.org ,;Vntirrn//1i

State Stormwater Management Systems
Permit No. SW8 100201
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
I
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
USMCB Camp Lejeune
French Creek BEQ P-1017 & P-1047
Sneads Ferry Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 3 wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules") the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 11, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The stormwater
control, ponds A, B, and C hve been designed to handle the runoff from 305,377,
126,808, and 100,202 square feet of impervious area respectively.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area'for the future
development.is limited to 30,000 sf (pond B) and 38,000 Isf (pond C).
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. SW8 100201
7. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
Pond A
Pond B
Pond C
a.
Drainage Area, acres:
Onsite, W.
Offsite, ft2
12.52
545,294
None
8.55
372,305
None
15.38
670,143
None
b.
Total Impervious Surfaces, ft :
Offsite, ft2:
Offsite, ft2
305,377
305,377
None
126,808
126,808
None
100,202
100,202
None
c.
Design Storm, inches:
1.5
1.5
1.5
d.
Average Pond Design Depth, feet:
5
4
4
e.
TSS removal efficiency:
90
90
90
f.
Permanent Pool Elevation, FMSL:
15.2
10.65
12.5
Permanent Pool Surface Area, ft :
27,880
13,976
8,821
h.
Permitted Storage Volume, ft :
39,423
18,613
16,189
i.
Tern orary Storage Elevation, FMSL:
16.2
11.7
13.6
j.
Pre-dev. 1 r-24 hr. discharge rate, cfs:
15.67
0.41
15.4
k.
Controlling Orifice, in:
3.5
2
1.75
I.
Orifice flowrate, cfs:
0.18
0.06
0.05
m.
Permitted Forebay Volume, f# :
25,224
10,120
5,440
n.
Fountain Horsepower
112
116
118
o.
Receiving Stream/River Basin:
Co dels Creek 1 White Oak
Stream index Number:
19 - 23
q.
Classification of Water Body:
SC -,NSW
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
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. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 100201
6. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in these ponds see section 1.7.n
on page 3 of this permit.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 100201
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change Form
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies {local, state, and federal} having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 4th day of February, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
f• t;oieegy H. sunins, uir
ivision of Water Quality
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 100201
By Authority of the Environmental Management Commission
French Creek BEQ P-1070 & P-1047
Stormwater Permit No. SW8 100201
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 100201
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3.1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
.13. All required design depths are provided.
.14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 7 of 7

DWQ USE ONLY
Dite Received
Fee Paid Permit Number
D20—C'
Ap icab Rules: ❑ Coastal SW —1 95 ❑ Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Tian
❑ 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 pliolocopied 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.):
FY09 FRENCH CREEK BEO P-1017 P-1047 off Sneads Ferry Road
2. Location of Project (street address):
Sneads Ferry Road
City:Carnp Lejeune County:Onlsow Zip:28547-2539
3. Directions to project (from nearest major intersection):
Intersection of US 17 and NC_24. Take NC 24 East to Holcomb Blvd. Turn right onto Holcomb Blvd. Travel
approximately 3.3 miles to Sneads Ferry Road. Turn Left on Sneads Ferry Road. Travel approximately
1.3 miles entrace to site is on the right.
4. Latitude:34° 39' 56" N Longitude:77' 19' 40""W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 100201 , its issue date (if known)6-11-10 , and the status of
construction: ❑Not Started ®Partially Completed* ❑ Completed* *provide a designer's certification
Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 27 ac of Disturbed Area
❑NPDES Industrial Stormwater Z404/401 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: Erosion Control # ONSLO-2010-117. 404 Action ID = 2010-00596
Form SWU-101 Version 073uly2009 Page 1 of 6
7BY
F "rVED
JAN 2 4 2011
:

r
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 theg_r_joiect):
Applicant/ Organization: MARINE CORPS BASE, CAMP LEIEUNE
Signing Official & Title:Carl Baker,Deputy Public Works Officer
b. Contact information for person listed in item 1a above:
Street Address:BLDG 1005 MICHAEL ROAD
City:MCB CAMP LEIEUNE State: Zip:28547
Mailing Address (if applicable):
City:
State:
Zip:
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
Sta
Zip:
State: Zip:
Fax: { )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) _.. Fax: { )
Email:
4. Local jurisdiction for building permits: MCAS Camp Lejeune
Point of Contact:Doris Hardin -Langley Phone #: (910 } 451-5694
.BAN 2 4 2011
Form SWU-101 Version 07July2009 Page 2 of 6 lY:

I
.IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize homer the stormwater runoff will be treated.
Runoff will be directed to wet basins, via catch basins, grassed swales and stormwater conduit
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 PUDApproval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 30.07 acres 5. Total Coastal Wetlands Area: n a acres
6. Total Surface Water Area: 0.17 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project Area-:
29.90 acres
Total project area shall be calculated to exclude the followin the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Nigh Water (NHW) line or Mean High Water
(MHiti') line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent buuilt upon area (BUA). Non -coastal Wetlands landward of the NHW (or MHW) line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 40.9 %
9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. if there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin.Information .,
Drainage Area A
Drainage Area B
Drainage Area C
Drainage Area
Receiving Stream Name
Cogdels Creek
Cogdels Creek
Cogdels Creek
Stream Class *
SC -NSW
SC -NSW
SC -NSW
Stream Index Number *
19-23
19-23
19-23
Total Drainage Area (sf)
545,294 (12.52 a)
372,305 sf(8.55a)
670,143 sf(15.38a)
On -site Drainage Area (sf)
545,294 (12.52 a)
372,305 sf(8.55a)
670,143 sf(15.38a)
.Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
305,377 sf (7.01a)
126,808sf(2.91a)
100,202sf(2.30a)
`%, Impervious Area** (total)
0.559
34.1
15.0
Impervious** Surface Area
Drainage Area
Drainage Area
Drainage Area
Draina e Area _
On -site Buildings/Lots (sf)
50,938 sf (1.17a)
On -site Streets (sf)
49,495 sf (1.14a
73,219 sf(1.68a)
58,449 sf(1.34a)
On -site Parking (sf)
184,475 sf (4.23a)
'
On -site Sidewalks (sf)
10,128 sf (0.23a)
23,589 sf(0.54a)
3,753 sf(0.09a)
Other on -site (sf)
10,341 sf (0.24a)
Future (sf)
30,000 sf(0.69a)
38,000 sf(0.87a)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
305,377 sf (7.01a)
126,808sf(2.91a)
100,202sf(2.30a)
* Strcani Class and Index Nunubercan be deterniined at: http://ir2o.enr.state.nc.urs/lunzs/reports/rcportsWB. Illml
** hn ierviars area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidtewalks, gravel areas, etc.
*** Report only that amount of existing BUA that 717ill remain after development. Do not r. r atp -UxIstQ B Etizzaat-i's
to be removed acid which will be replaced by new BUA. L; V
Form SWU-101 Version 07July2009 Page 3 of'6 JAB 2 4 2011

`11, How was the off -site impervious area listed above determined? Provide documentation.
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stornu,ater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from httpLlh2o.enr,state.nc.us/su/bmp_forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2c).enr.state.nc.us/su/bmp forms.htm. The complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project
on the interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm_
Initi is
1. Original and one copy of the Stormwater Management Permit Application Form. r K.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants 9101,
Form. (if required as per Part VII belo7o)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M 9117,
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envheli2.org/12ages/onestol2exl2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the tie, _
receiving stream drains to class SA eaters within'h mile of the site boundary, include the'h
mile radius on the map.
Sealed, signed and dated calculations.
Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
A, le,
14 (it
JAN 2 4 ZO11
Form SWU-101 Version 071uly2009 Paye 4 of 6

'9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit far DWQ to verifij the SHWT prior
to subinillal, (9I0) 796-7378.)
10. A copy of the most current property deed. Deed book: Page No
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http:/ ZwxA,",.secretary,state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bml2 forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
Vlll. 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:Howard Resnik, PE
Consulting Firm: Coastal Site Design, PC
Mailing Address:Po BOX 4041
City:Wilmington State:NC Zip:28406
Phone: (910 ) 791-4441
Email:hov%,[e-mail]
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, itein 2 has been filled out, coniplete this
section)
1, (print or type naive of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1 a) with (print or type name of organization listed in
Contact Information, item I b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
rF?-'F-, _CIFF�, _J'V1
I
JAN 2 4 2011
Form SWU-101 Version 07July2009 Page 5 of 6

rl
,As the legal property owner I acknowledge, understand, and agree by my signature below, that if my
desigfiated 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 1 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.
Signature:
Im
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item 2) 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 c nants will be ecorded, and that the proposed project complies with the requirements of the
applicable to w ler rules uConstruction)
7 15 CAC 2H .1000, SL 2006-246 (Ph. 11- Post Constructionl)Ior SL 2008-211.
Signature:�9 Date: _ — /6
I, a�? / /1
/� �/J�� , a Notitry Public for the State of ���/�= .County of
do hereby certify that _� _ personally appeared
before me this T day of f� `v and ac wle uee execution of the application for
a stormwater permit. Witness my hand and official seal,-�77.eth��
AR JOE A. BONNETTE
Notary Public
Onelow County
$taco of North Carolina
Comtnisalon free 1 arf,4uA
SEAL
My commission expires � (OV - J0, 'If
JAN 2 4 Z011

"" =3"-lk
Fn7�
I;!, IzI

Permit Numbe : O
(to be p� vided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- if the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the problem -
The entire BMP
Trash/debris is presenL.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer a hcation.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
Form SW40 t-Wet Detention Basin O&M-Rev.4
7�D
JAN 2 4 2011
lay.
Page l of 4

Permit Number W p t.b V)aok
(to be provided by DWO
Drainage Area Number:
BMP element':
Potential roblem:
How I will remediate the problem.
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
Will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra in .
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth,
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
c1f�IVED
Form SW401-Wet Detention Basin O&M-Rev.4 BAN 2 4 2011 Page 2 of 4
7:

r
Permit Number: &,)R- m V
(to be provided by Dl4 Q)
Drainage Area Number:
BMP element:
Potential proble=
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.65 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 4.65 (both forebays) _ feet in the forebay,
the sediment shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fiIl in the blanks)
6 7�_
en\
--------------- me
5 n.
ment
Storage
POREBAY
Form SW401-Wet Detention Basin O&M-Rev.4
Permanent Pool Elevation 10.65
Pool
Sediment Removal Elevation 5 i_V_0_­11_lue
Bottom Elevation 4
MAIN POND
FRECEIVED
JAN 2 4 2011 Page 3 of 4
BY'
1-ft n.
Sediment
Storage

A Y
Permit Number: S W P � t&t
(to he provided 6y Dlt' )
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:FY09FRENCH CREEK Birch Street and Qonzalez Blvd Extension W
BMP drainage area number:
Print name:Carl Baker
Title-DeputyTitle-Deputy Public Works Officer
Address:Bldg. 1005 Michael Rd. Camp Lejeune, NC 28547
Phone:_910) 451-� 13 d 4
Signature:
Date: /1 ._ — ID
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
Z'7a,,'� �, a Notary Public for the State of
County of _ (O/lflo , do hereby certify that
Gi personally appeared before me this
day of �Z��� and acknowledge the due execution of the
forgoing wet detention basin maintenance re uirements. Witness my hand and official
seal,
/W7Ntary
ONNETTE
Publlc
CountyStatrth Carolina
CommEx ires?�'i'
SEAL
My commission expires V,' �zf
!T'7CT�-"TV7EI]
Form SW401-Wet Detention Basin O&M-Rev.4 J A N 2 4 2011
BY:
Page 4 of 4

It
r�,j\�V ...ti 4twc,.•asiVu sp,s�.,.MlV4J'.AP,n.y�
- .7«

.�. -
Permit No.S W g L O O
u
(fa be provided by DWQ)
�� aflF w a 7-�,4w
r=
NCDENR a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be fiffed out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, fiffed out and submitted aiong with ail of the required information.
1. PROJECT INFORMATION
Project name FY09 FRENCH CREEK 9EO P-1017 P-1047
Contact person Howard Resnik
Phone number 910-791.441
Dale 11119/2011
Drainage area number B
IL DESIGN INFORMATION
Site Characteristics
Drainage area
372,305 ftz
Impervious area, post -development
126,808 ft2
% impervious
34.06 %
Design rainfall depth
1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pro/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: t -yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the stale -required temp. pool?
Elevation of the top of the additional volume
16,593 ft3 OK
18,613 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
3.8 in
0.00 (unitless)
0.00 (unitless)
0.16 irVhr OK
0.00 ft3lsec
0.00 ft3lsec
0,00 ft3lsec
11.70 fmsl
10.65 imsl
15.20 imsl
11.15 tmsl
10.15 tmsl
5.00 imsl
4.00 tmsl
11-00 ft
(Y or N)' �`--EU VED
1%7 imsl OK I J A N 2 4 2011
3Y:
Form SW401-Wet Detention Basin-Rev.8-91171e9 Parts I, & 0. Design Summary, Page 1 of 2

Permit NS "T D I V 0 �1
(robe provided by DWQ)
Ill. DESIGN INFORMATION
S
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pocl
SAIDA ratio
Area PROVIDED, permanent pool, A,,_pd
Area, bottom of 1 Oft vegetated shelf, A, snam
Area, sediment cleanout, top elevation (bottom of pond), AW_,nd
Volumes
Volume, temporary pod
Volume, permanont pool, V�m_,6
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA1DA Table Data
Design TSS removal
Coastal SAIDA Tabie Used?
Mountain/Piedmonl SA/DA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpem and
Area provided, permanent pool, A,. aDd
Average depth calculated
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A, ,_p,
Area, bottom of 10ft vegetated shelf, AILIV
Area, sediment cleanout, top elevation (bottom of pond), A,,,_,,,
'Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d.., (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pro -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Froeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimale build -out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
23,424 f?
11,244 ft2
3.02 (unitless)
13,976 OK
11,573
5,141 ft2
18,613 ft' OK
48,807 If
10,120 0
20,7% % OK
90 %
y (Y or N)
n (Y or N)
3.02 (unitless)
N (Y or N)
48,807 ft3
13,976 ft'
If OK
If
Y (Y or N)
13,976 ft2
11,573 ft2
5,141 It'
5.15 It
4.18 ft OK
4.0 ft OK
y (Y or N)
2.00 in
in'
0.60 (unitless)
0.35 It
n (Y or N)
(unitless)
(unitless)
It
ft
0.41 ft3/sec
4.03 ft3lsec
0.06 ft3isec
3.47 days OK, draws down in 2-5 days,
#VALUE!
3 :1 OK
10 :1 OK
Y
10.OK
3:1 OK IRFCEx E
3 :
y_30 (YorN) OK JAN 2 4 2011
1.0 ft OK
n (Y or N) OK
n (Y or N) Insufficient- Recorded drainage easement required.
Y (Y or N) OK
portable pump
Parts I. & II. Design Summary, Page 2 of 2

Permit No. v" D
(to be provided by DW4)
Jill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
91L C-1D"t 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
If f ll. L-Sb 2. Partial plan (t" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
.I(. C -10LA 4. if the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
G(ALc 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
11 fd C -1011 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
#.n. e m6A 8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
AftA91 N i k 9. A copy of the deed restrictions (if required).
t&VAA 10, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
7-�',IVED
JAN 2 4 2011
BY'. ---
Form SW401-Wet Detention Basin -Rev. B-9117/09 Part III. Required Items Checklist, Page 1 of 1

Permit Number SW8100201
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
chris.baker
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Central Files: APS SWP
02/04/11
Permit Tracking Slip
Status
Project Type
Active
Major modification
Version
Permit Classification
1.10
Individual
Permit Contact Affiliation
Facility
Facility Name Major/Minor Region
French Creek BEQ P1017 and P1047 Minor Wilmington
Location Address County
Sneads Ferry Rd Onslow
Camp Lejeune NC 28547 Facility Contact Affiliation
Owner
Owner Name Owner Type
Commanding Officer US Marine Corps - Camp Lejeune Government - Federal
Owner Affiliation
Carl H. Baker
P S C 20004
Camp Lejeune NC 285420004
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
06/11/10 01/24/11 02/03/11 02/03/11 06/10/20
Regulated Activities Reauested/Received Events
State Stormwater - HD - Detention Pond Deed restriction requested
Deed restriction received
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 2010-00596 County: Onslow USGS Quad: Camp Lejeune
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner: US Marine Corps A_ir_Station,N_ew River
Address: Attn: Carl Baker
Deputy Public Work_ s Officer
1005 Michael Road
Camp Lejeune, NC 28542
Telephone No.: [phone]
Size and location of property (water body, road name/number, town, etc.): The Birch Street Extension, USMC Camp
Le*eune, Cogdels Creek, Onslow County, North Carolina, Hydrologic Cataloging Unit 03030001.
Description of projects area and activity: Extend _the _existing Birch Street to provide access to the newly constructed
Bachelor Enlisted Ouarters and associated parking area. The vroiect will involve two crossinEs of streams and
associated wetlands impacting 0.48 acres of jurisdictional wetlands and 250 linear feet of stream, channel. Twin 48-
inch RCPs and twin 54-inch RCPs, with an 18-inch RCP equalizer nine will be placed at crossing "A" and "B".
respectively.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 14
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification is valid until the nationwide permit is modified, reissued or revoked. All of the existing nationwide permits are
scheduled to be modified, reissued, or revoked prior to March 18, 2012. It is incumbent upon you to remain informed of the changes
to the nationwide permits. We will issue a public notice when the nationwide permits are reissued. Furthermore, if you commence
(i.e., are under construction) or are under contract to commence before the date that the relevant nationwide permit is modified or
revoked, you will have twelve (12) months from the date of the modification or revocation of the nationwide permit to complete the
activity under the present terms and conditions of this nationwide permit.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management .
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Mr. Richard K. Spencer at (910) 251-41_7;.
Corps Regulatory Official Date: 10 June 2010
Expiration Date of Verification: 18 March 2012
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the Customer Satisfaction Survey located at our website at http://regulatory.usacesurvey.coirt/ to complete the survey
online.
Copy Furnished: Ms, Joanne Steenhuis, DWQ
Mr. Stephen Rynas, DCM
jAN 2 4 2011
BY

Action 1D. 2010-00596 County: Onslow USGS Quad: CampLeieune
GENERAL PERMIT SPECIAL CONDITIONS
l . Failure to institute and carry out the details of the following special conditions below and the
General Conditions attached will result in a directive to cease all ongoing and permitted work within
waters of the United States, including wetlands, associated with the permitted project, or such other
remedies and/or fines as the U.S. Army Corps of Engineers District Commander or his authorized
representatives may seek.
2. Sediment and erosion control measures shall be in place prior to any land disturbance activities.
3. Dewatering of the construction site, if required, shall be accomplished by pumping to a maintained
silt bag or approved silting basin. All connections and hose lines shall be inspected for proper coupling fit .
and leaks before the commencement of the daily work. Used silt bags shall be changed out in accordance
with manufacture's specifications and not allowed to overcharge and release sediment to the surface
waters and/or wetlands. Silt bags will not be located within any wetland or surface water.
4. All wetland areas within the project area that are not to be disturbed shall be identified by use of
barrier fence to prevent unauthorized impacts to these areas.
Staging areas or the stockpiling of construction material shall not be located in any wetlands.
6. Compensatory mitigation for the unavoidable impacts to 0.48 acres of riparian wetlands and 250
linear feet of warm water stream channel associated with the proposed project shall be mitigated by Camp
Lejeune by payment to the North Carolina Ecosystem Enhancement Program (NCEEP) in the amount
determined by the NCEEP, sufficient to perform the restoration of 500 linear feet of warm water stream
and 0.96 acres of riparian wetlands in the White Oak Basin, Cataloging Unit 03030001. Construction
within jurisdictional areas on the property shall begin only after the permittee has made full payment to
the NCEEP and provided a copy of the payment documentation to the Corps of Engineers, and the
NCEEP has provided written confirmation to the Corps of Engineers that it agrees to accept responsibility
for the mitigation work required.
RECEIVED
JAN 2 4 2011
BY--

L 0CA RON MAP
D 125 250 5D0
1 inch 250 St, Horizontal
r � y
WE' LANDS IMPACT AREAS �— za
IMPACT AREA A = 5,579 SF = 0.13 AC�
IMPACT AREA 8 15.312 SF = 0.35 AC
TOTAL = 20.691 = 0.48 AC X.
twor TO sc4c, ,
STREAM IMPACTS o
I.APACT AREA A - 148 LF _ 11 MPAC �ADREA 1 IMPACT AREA p = 102 LF ---�� -
TOM. = 250 LF I:::'
1 ,', WETLANDS LEI
....
p WETLANDS BOUNDARY -
TOTAL AREA WITHIN PROJECT LIMITS = i,248.924 SF = 28.67 AC
TOTAL ON -SITE WETLANDS = 37.026 SF = 0.8.9 AC .: :::[[[i.[::1 O p ", r 55 FORCE MAIN ..-.�I
TOTAL ONSITESTREAM = 379 LINEAR FEET O
�0 1 SIDEWALK
ROADWAY
W[:[:: - _ STORM DRAIN ►vl
j IMPACT AREA A,::::-- -.r.
`� M1 IMPACT AREA EI " I WETLANDS
:BOUNDARY
A a SIDEWALK
WETLANDS
BOUNDARY�G.
452
r _
0 11 _
1 : ROADWAY
/ YW >aE _ �Avv
i / f //!1l1711IV17111515
/ LLB O ----- - ................ ...... + .�
9 She t 1
,,Calibre FRENCH CREEK �
Job Num°er
C>J6.. F.np�rrnn9 Inr,
6pt s�rpa.� �a�ra l.vti 200 3
u�eMn.Cc A0120 430317� OVERALL IMPACT MAP
w��.^aYGse^4^erm9 m'1 Oale
ALOE cym KH RN/L �• G 0511112010
RECEIVED]
JAIL 2 4 2011
BY:

WET DETENTION POND ANALYSIS
FILE NAME: #VALUEI
PROJECT #: SW8 100201 REVIEWER: c. baker
PROJECT NAME: Original Run Date: 02/04/2011
Note - User input boxes are shaded in blue Last Modified: 04-Feb-11
Pond 1+ Pond 2 Pond 3 Pond 4 Pond 5 _Pond 6
Receiving Stream: Cogdels Creegdogdols Creek
Classification: SC;NSW SC;NSW
Index Number: 19-23 19-23
Onsite DA, sf= 372305.00 670143.00
Offsite DA, sf =
Total Drainage Area: 0.00 372305.00 670143.00 0.00 0.00 0.00
BuildingslLots, sf=
Streets1Park!ng, sf=
73219.00
58449.00
Sidewalk/Concrete, sf=
23589.00
3753.00
7
Other, sf=
30000.00
38000.00
Offsite, sf=
1
1 0.00
126808.00
100202.00
0.00
0.00
0.00
Total Built -upon Area:
Built -Upon Area 1 Volume at a Different Design Storm
BUA, sf
DA, sf
Design Storm, inches
Rv #DIVIO! #DIV/O! #DIV101 #DIV/O! #DIV10! #DIV/O!
Required Volume, cf #DIVl0! #DIV/01 #DIV/O! #DIV/O! #DIWO! #DIVIO!
Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6
Surface Area
% impervious
Avg. Oepth Reported, ft:
TSS (85% or 90%):
SA/DA ratio
Req. Min. Surface Arez
Storaoe Volume Calci
Design Storm, inches:
Rational Cc=
Rv =
Min Req Stg Volume-
#DIVIO!
34.06%
14.95%
#DIV101
#DIV/0!
#DIV/01
4.0
4.0
90
3.02%
sn
1.30%
#DIVIO!
#DIVIO!
#DIV/O!
#DIV/O!
#DIV10!
11262
8680
#DIVIO!
#DIV/0!
#DIVIO!
nations
[
1.5
1.5
#DIV/O!
0.46
0.31
#DIV/O!
#DIVIO!
#DIV/0!
#DIV/O!
0.357
0.185
#DIV/O!
#DIVIO!
#DIV/O!
#DIV101
16593
15461
#DIV101
#DIV101
#DIV101
Top of Sediment elev.
5.00
Top of Sediment area
5141.00
Bottom of shelf elev.
10.15
Bottom of shelf area
11573.00
Permanent Pool Elev=
10.65
Perm Pool Area=
13976
Top of shelf elev=
11
Top of shelf area.=
16536
Temp. Pool Elevation=
11.70
Temp.Pool Area=
23424
Temp. Volume Prov. = 0
18617
Avg. Depth (Calc) #DIV/O!
4,18
Pond-1
Pond 2
Forobay Volume
Permanent Pool Vol.=
Req. Forebay Volume=
Prov. Forebay Volume
Percent= (22>%>18)
Max. Pump HP
7.00
3240.00
12,00
7190.00
12,50
8821
13
16135
13.60
17032
0
0
16189
4.08
#DIV/0!
#DIV/0!
Pond 3 Pond 4 Pond 5
0
#DIV/O!
Pond 6
0
0
-_
49426
9885
30078
6016
0
0
0
0
0
0
10120
20%
5440
#DIVIO!
18%
#DIV/O!
#DIV10!
#DIV/O!
N/A
116
1/8 ____
NIA_
NIA_
_N/A_
Drawdown OrificelWeir
Avg. Head, ft =
Average Flow Q2, cfs
Average Flow Q5, cfs
Q2 Area, sq. in. _
Q5 Area, sq. in. =
No. of Orifices
Orifice Diameter, in.=
Orifice Area, sq. in. _
Weir Height, inches=
Weir Length, inches=
Weir C =
Weir L', off. length=
0.00
0.32
0.34
0.00
0.00
0.00
#DIV10!
0,096
0.089
#DIVIO!
#DIV/O!
#DIVIO!
#DIV10!
0.038
0.036
#DIV10!
#DIVIO!
#DIVIO!
#DIV10!
5.059
4.573
#DIV10!
#DIV/0!
#DIVIO!
#DIWO!
2,024
1.829
#DIV10!
#DIVIO!
#DIVIO!
1
1
_2.00
1.75
0.000
3.142
2.405
0.000
0,000
0.000
#DIV/O!
#DIV10!
#DIWO!
#DIV/O!
#DIV/O!
#DIWO!
0.000
-0.064
-0.068
0.000
0,000
0.000
Avg. Flowrate, Q, cfs = 0.000 0.060 0.047 0.000 0.000 0.000
Drawdown, days = #DIV101 3.22 3.80 #DIV101 I #DIV101 I #DIV101

STORMWATER MANAGEMENT CALCULATIONS
For
FY09 FRENCH CREEK BEQ P-1017 P-1047
PREPARED FOR
Deputy Public Works Officer
Bld 1005 Michael Road
MCB Camp Lejeune 28547
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone:•910 791-4441
Fax:910r791-1501
LicO C-2710 F' .,
— o
'y.%
�w
RECEIVED
JAN 2 4 2011

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 26406
Phone: [phone]
Fax: [phone]
License # C-2710
FOR STORl1'IWATER EXPRESS REVIEW
January 2011
PROJECT NAME: FY09 French Creek P-1017 P-1047
modification to SW8 100201
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 30.07 acres with 27 acres of disturbance. There are 0.67ac of
wetlands within the project limits. This project'is for the construction of three BEQ buildings, parking lot, jogging trail, recreation
courts and road way extensions for Birch and Gonzalez Streets.. The owner is the United States Marine Corps. Water and sewer
utilities will be provided by the BASE.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (index # 19-23). This project is subject
to Coastal Stormwater Regulations. The project will be high density utilizing underground conveyance pipe and open channels to
discharge stortnwater into 3 wet basins designed for 90% TSS removal. All proposed impervious inside the project limits will be
collected. Proposed impervious for the site is 40%. There are no buffer requirements for the development. No offsite runoff will be
entering the site. The site will have access to Sneads Ferry Road from an existing road that runs into the site. ECS performed SHWT
determinations for the site and their findings were utilized to design the pond.
PROJECT BMP: high density/ wet basin.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
rodney @ coastal sitedes ign.com
910 791 4441 office
910 791 1501 fax
N
JAN 2 4 2011
BY:

LT i
PROJECT DATA:
Pond A
Existing Site Data (areas within Property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 551,752 sf (12.66 acres)
Total site area 551,752 s€ (12.66 acres)
Proposed Site Data:
Proposed Building 50,938 sf (1.17 acres)
Proposed asphalt/curb and gutter 184,475 sf (4.23 acres)
sidewalks 10, 128 sf (0.23 acres)
Fire access road 49,495 sf (1.14 acres)
Recreation 10,341 sf (0.24 acres)
Total proposed impervious area 305,377 sf (7.01 acres)
Soil Types:
Abbreviation Type and Description Hydrologic Group Area
Bab Baymeade A 12.66 ac
(See attached soils map and pages 132-134 of Table 15,- "Physical and Chemical Properties of the
Soils")
T EC'F,TVED
JAN 24 2011

PROJECT DATA:
Pond B
Existin�Site Data (areas within drainage area):
wetland area
upland area
Total site area
Proposed Site Data:
Proposed Roads
Proposed sidewalks
Future
Total proposed impervious area
Soil Types:
7,609 sf (0.17 acres)
364,696 sf (8.37 acres)
372,305 sf (8.55 acres)
73,219 sf
(1.68 acres)
23,589 sf
(0.54 acres)
30,000 sf
(0.54 acres)
126,808 sf
(2.91 acres)
Abbreviation Tyne and Description Hydrologic Group Area
Bab Baymeade A 5.65 ac
Mac Marvyn B 1.13 ac
Mk Mucklee D I.42 ac
(See attached soils neap and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
Vr—
JAN 2 4 Z011
DY : ---

e
PRO ECT DATA:
Pond C
Existing Site Data (areas within drainage area
wetland area
upland area
Total site area
Proposed Site Data:
Proposed Roads
Proposed sidewalks
Future Development
Total proposed impervious area
Soil Types.
0.00 sf (0.00 acres)
670,143 sf (15.38 acres)
670,143 sf (15.38 acres)
58,449 sf
(1.34 acres)
3,753 sf
(0.09 acres)
38,000 sf
(0.87 acres)
100,202 sf
(2.30 acres)
Abbreviation Type and Description H drolo is Group Area
Bab Baymeade A 13.35 ac
Mac Marvyn B 0.24 ac
KuB Kureb A 1.79 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")
JAN 2 4 �011

POND A CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20
Area = 545,294 sf or 12.52 acres
Qmax for pre-dev .1-yr storm =15.67 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.54
Area = 545,294 sf or 12.52 acres
((305,377 x 0.95) + (239,917 x 0.20)) / 545,294 = 0.620 or 0.62.
Qmax for post-dev 1-yr storm = 48.59 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route 1-yr storm = 0.16 cfs
Summarv:
Qmax for routed post dev 1-yr/24-hr storm = 0.16 cfs < 15.67 cfs.... 0. K.
JAN 2 4 2011

POND B CALCULATIONS
PRE -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Pre-dev, to pond
CN Pre Developed = 47 (SCS) composite value determined as follows:
+/- 245,913 sf of soils area A, woods, fair condition (CN = 36)
+/- 64,487 sf of soils area B, woods, fair condition (CN = 60)
+/- 61,904 sf of soils area D, woods, fair condition (CN = 79)
Area = 372,305 sf or 8.55 acres
Hydraulic Length = 260 ft
Basin Slope = 4.2%
Qmax for pre-dev I-yr/24-hr storm = 0.41 cfs
POST -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
Post-dev. to pond
CN Pre Developed = 66 (SCS) composite value determined as follows:
+/- 126,808 sf of impervious surface (CN = 98)
+/- 162,365 sf of soils area A, open space, good condition (CN = 39)
+/- 35,865 sf of soils area B, open space, good condition (CN = 61)
+/- 47,267 sf of soils area D, open space, good condition (CN = 80)
((126,808 x 98) + (162,365 x 39) + (35,865 x 61) + (47,267 x 80)) / 372,305 = 66.4
USED CN = 66
Area = 372,305 sf or 8.55 acres
Hydraulic Length = 1,186 ft
Basin•Slope= 1.3%
Qmax for post-dev 1-yr/24-hr storm = 4.03 cfs
Routed site — areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post route I-yr/24-hr storm .= 0.35
SUMMARY:
Qmax for routed post-dev I-yr/24-hr storm = 0.35 efs < =0.41 cfs.... OX
JAN 2 4 2011

POND C CALCULATIONS
Pre-dev.
Value of Runoff Coefficient (c) for Rational Formula = 0.20.
Area = 670,143 sf or 15.38 acres
Te = 10 min
Qmax for pre-dev 1-yr storm = 15.44 cfs
Post Dev
Value of Runoff Coefficient (c) for Rational Formula = 0.31
Area = 670,143 sf or 15.38 acres
Tc = 10 min
(100,202 x 0.95) + (569,941 x 0.20) / 670,143 = 0.31
Qmax for post-dev 1-yr storm = 23.93 cfs
Routed site — areas draining to pond routed through pond (see hydrograpli summary & reports):
Qmax for post route 1-yi storm = 0.075 cfs
Summarv:
Qmax for routed post dev 1-yr/24-hr storm = 0.075 cfs < 15.44 cfs .... O.K.
7JAN
,IVED 2 4 2011
:

WET DETENTION BASIN
CALCULATIONS
FRENCH CREEK BEO POND
Pond A
DETERMINE IMPERVIOUS PERCENTAGE
area 10 basin =
545,294
sf
12.52
acres
buildings =
50.938
st
1.17
acres
paved area =
184,475
5f
4,23
acres
sidewalks=
10,128
sf
0.23
acres
recrecational =
10,341
sf
0.24
acres
fire road =
49,495
st
1.14
acres
total impervious surface =
305,377
st
7.01
acres
total non -impervious Surface =
239,917
sf
5.51
acres
percent imp. = 56.0 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
depth =
5 f1
imp %
SAIDA
50
3.5
56.0
x
60
4.3
x = 3.98
minimum surface area = 0.0398 x 545,294 sf
21,704 sf
surface area provided = 27,880 st @ elevation 15.2
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 56.0 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0,009 (1)
Rv = 0.55 in in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.55 Win
drainage area = 12.52 acres
volume= ?
volume = (design storm) ( Rv) (drainage area)
volume = 0.9 acre-ft
volume = 37,763 cf of required storage volume
RECEIVED
J A N 2 4 2011 COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 264D6

WET DETENTION BASIN STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
STORAGE
(FT) (SF) (cf)
(cf)
9 14.985
10 16,556 15,771
11 18.183 17,370
12 19,866 19,025
13 21,606 20,736
14 23,403 22,505
Bottom Shelf 14.7 24,694 16,834
15 26,587 7,692
PP 15.2 .27,880 5,447
-
Top Shelf 15.7 42,746 17,657
17,657
16 43.657 12,965
30,621
State Storage 16.2 44,325 8.801
39,423
17 46,875 45.600
85,023
volume at permanent pool (elev. 15.2) = 125,378
cf
1.5' storage volume provided (elev. 16.2) = 39,423
cf
total volume of basin = 210,400
cf
surface area at bottom of 10[i shelf (14.7) = 24,694
sf
volume at bottom of 10:1 shelf = 112,239
cf
surface area at top of 10:1 shelf (15.7) = 42,746
sf
volume at top of 10:1 shelf = 143,034
cf
minimum forebay volume = 25,076
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 24,694 SF
AREA PP (APP) = 27,880 SF
AREA BOTTOM POND (ABP) = 14,985 $F
DEPTH = 14.7 -9 = 5.7
ft
[0,25 X (1 + (ABS/APP))]+[((ABS+ABP)12) X (DEPTHIABS))
AVERAGE DEPTH = 5.05
FOREBAY 1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
STORAGE
(FT) (SF) (cf)
(cf)
11 1,635
12 2,160 1,898
1,898
13 2,742 2,451
4,349
14 3,380 3,061
7,410
15 4,594 3,987
11,397
15.2 5,116 4,855
16,252
forebay volume provided =
16,252 cf
FOREBAY 2 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
STORAGE
(FT) ($F) (Cf)
(cf)
11 693l
`, IV �
12 1.026 860
860
13 1.416 1.221
14 1,862 1.639
2,081
3.720
`
3ANi 2 4 �Q1�
15 2.750 2.306
6.026
15.2 3.143 2,947
8,972
Y�
forebay volume provided =
8,972 cf
----
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 3.50
crest length of weir cut (ft) = 0.00
crest length of grates (sf) = 4.0
crest length of spillway (ft) = 20.0
ELEVATION 3.5" PVC WEIR
(ft) (cfs) (cfs)
15.2 0.00
16 0.29 no weir cut
16.2 0.32 no weir cut
17 0.43 no weir cut
PVC DRAW DOWN
Orifice size = 3.50 in
Norval Pool Storage Elev. = 15.2
1.5' storage Elev. = 16.2
elevation of orifice = 15.2
elevation of weir cut = 0.0
elevation of grates = 16.2
elevation of spillway = 16.5
GRATES SPILLWAY TOTAL
(cfs) (cfs) (Cfs)
0.29
0.00 0.32
9.45 21.21 31.09
Orifice coefficient (C) = 0.6
Average head from 1.5' storage to orifice (h) = (16.2 - 15.2)13 = 0.33 ft
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (r112)^2 = 0.06678 sf
Acceleration due to gravity (g) = 32.2 fUs^2
Q=CA (2gh)1112 = 0.6 x 0.06678 x (2x32.2x0.33)11/2 = 0.18564 cfs
39,423 f 0.18564 = 212,356 seconds = 2.46 days
JAN 2 4 2011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN CALCULATIONS
French Creek Road Pond Birch Street
Pond B
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
372,305
sf
5.55
acres
buildings =
-
sf
-
acres
paved parking areas =
sf
acres
sidewalks =
23,589
sf
0.54
acres
roads new=
73.219
sf
1.68
acres
future=
30.000
sf
0.69
acres
roads existing =
sf
acres
_
total impervious surface =
125.508
sf
2.91
acres
total non4mpervious surface =
245,497
sf
5.64
acres
percent imp. =
34.1
%
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
@ depth = 4 ft
imp % SAIDA
30 2.7
34.1 x
40 3.5
x = 3.02
minimum surface area = 0.0302 x 372,305 sf
= 11,262 sf
surface area provided = 13,976 sf @ elevation 10.65
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 34.1 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.36 inrin
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.36 in/in
drainage.area = 8,55 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.4 acre-N
volume = 16,593 of of required storage volume
;C1 1:1VED
JAN 2 4 2011
1 B.z
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTCN, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
4 4.066
-
5 5.141
4,604
5 6.272
5.707
7 7.461
6,867
8 8,706
8,084
9 10,007
9,357
10 11,365
10,686
Bottom Shelf 10.15 11.573
1.720
-
PP 10.65 13,976
6,387
11 15,751
5,202
5,202
Top Shelf 11.15 16,536
2,422
7,624
State Storage 11.7 23,424
10,989
18,613
12 23.755
10.615
29,228
13 28,584
26,170
55,398
volume at permanent pool (elev. 10.65) =
48,807
cf
1.5" storage volume provided (elev. 11.7) =
18,613
cf
total volume of basin =
108,808
cf
surface area at bottom of 10:1 shelf (10.15) =
11,573
sf
volume at bottom of 10:1 shelf =
47,023
cf
surface area at top of 10:1 shelf (11.15) =
16,536
sf
volume at top of 10:1 shelf
61,034
cf
minimum forebay volume =
9,761
cf
AVERAGE POND DEPTH
AREA BOTTOM SHELF (ABS) = 11,573 SF
AREA PP (APP) = 13,976
SF
AREA BOTTOM POND (ABP) = 5.141
SF
DEPTH = 10.15 - 5 =
5.15
ft
[0.25 X (1 + (ABS1APP))]+(((ABS+ABP)/2)
X
(DEPTH/ABS)]
AVERAGE DEPTH = 4.18
ft
FOREBAY A STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) ($F)
(cf)
(cf)
5 170
6 348
259
259
7 586
467
726
8 882
734
1.460
9 1,238
1,060
2,520
10 1.650
1,444
3,964
10.65 1,949
1,170
5,134
forebay volume
provided =
5,134 cf
FOREBAY B STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
5 172
6 344
258
258
7 572
458
716
8 857
715
1,431
9 1.198
1,028
2.458
10 1,596
1,397
3,855
10.65 1,885
1.131
4,986
forebay volume provided =
4,986 cf
Total forebay volume provided =
10,120 cf
{{ �? �'.C`"�:1VED
4_
JAN 2 4 2011
�.r
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 2.00
elevation of orifice = 10.65
crest length of weir cut (ft) = 2.00
elevation of weir cut = 11.7
Crest length of grates (so = 4.0
elevation of grates = 12.0
crest length of spillway (ft) = 20.0
elevation of spillway = 13.0
ELEVATION 2.0" PVC WEIR
GRATES SPILLWAY TOTAL
(ft) (Cfs) (Cfs)
(Cfs) (Cfs) (cfs)
10.65 0.00
11 0.06 -
0.06
12 0.12 1.08
0.00 D.00 1.21
13 0.16 9.78
13.20 0.00 23.14
PVC DRAW DOWN
Orifice size = 2.00 In
Normal Pool Storage Elev. = 10.65
1.5" storage Elev. = 11.7
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (11.7 - 10.65)13 = 0.35
Orifice cross sectional area (A) = pi x rA2 = 3.14 x (r112)12 = 0.02181 sf
Acceleration due to gravity (g) = 322 ftlsA2
Q=CA (2gh)A1/2 = 0.6 x 0.02181 x (2x32.2x0.35)A1/2 = 0.06211 cfs
16,972 / 0.06211 = 299,651 seconds = 3.47 days
RF,CFIVEI]
JAN 2 4 2011
BY;
COASTAL S7E DESIGN, PC
PO 80X 4041
WILKNGTON, NC 28406

WET DETENTION BASIN CALCULATIONS
FRENCH CREEK Road Pond Gonz.
Pond C
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
670,143
sf
15.38
acres
buildings =
sf
-
acres
paved area =
58,449
sf
1.34
acres
sidewalks =
3,753
sf
0.09
acres
future =
38,000
sf
0.87
acres
fire road =
sf
-
acres
total impervious surface =
100.202
sf
2,30
acres
total non -impervious surface =
569,941
sf
13.08
acres
percent imp. = 15.0
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chart:
@ depth = 4 R
imp % SA/OA
10 0.8
15,0 x
20 1.8
x= 1,30
minimum surface area = 0.0130 x 670,143 sf
8,680 sf
surface area provided = 8,821 sf @ elevation 12.5
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 15.0 pe cent impervious
Rv = ?(runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.18 inlin
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.18 inlin
drainage area = 15.38 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume= 0.4 acre-1
volume = 15,462 cf of required storage volume
,JAN 2 4 2011
�37;
COASTAL SITE DESIGN, PC
PO EIOX 4041
W ILMINGTON, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION
AREA
(FT)
(SF)
6
2.620
7
3,240
8
3,917
9
4,650
10
5,523
11
5,441
Bottom Shelf 12
7,190
PP 12.5
0,821
Top Shelf 13
16.135
State Storage 13.6
17,032
14
17,642
15
19,204
16
20,823
volume at permanent pool (elev. 12.5) =
1.5" storage volume provided (elev. 13.6) =
total volume of basin =
surface area at bottom of 10:1 shelf ( 12.0) _
volume at bottom of 10:1 shelf =
Surface area
at top of 10:1 shelf (13.0) _
volume at top of 10:1 shelf =
minimum forebay volume =
AVERAGE POND DEPTH
INCREMENTAL
VOLUME STORAGE
(cf) (co
1,310
2,930
3,579
4,284
5.087
5,4B2
4.003
6.239
9.950
6,935
12.896
20,014
26,673 cf
16,189 cf
82,707 cf
7,190 sf
22,671 cf
16,135 sf
32,912 cf
5,335 cf
6,239
16,189
23,124
36,020
56,034
AREA BOTTOM SHELF (ABS) =
7,190 SF
AREA PP (APP) =
8.821 SF
AREA BOTTOM POND (ABP) =
3,240 SF
DEPTH = 12 -7
= 5.0 A
[0,25 X (1 + (ABSIAPP))]+[((ABS+ABP)12) X (DEPTH/ABS))
AVERAGE DEPTH =
4.08
FOREBAY 1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
9 813
10 1,170
992
992
11 1,583
1,377
2,368
12 2.053
1.818
4.186
12.5 2,962
1,254
5,440
forebay volume provided =
5,44o cf
I JAN 2 4 2011
4�c T
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC28406

STAGE - DISCHARGE TABLE:
size of orifice (in) = 1.75
crest length of weir cut (ft) = 2.00
Crest length of grates (sf) = 4.0
crest length of spillway (ft) = 0.0
ELEVATION 1.75" PVC WEIR
00 (cfs) (cfs)
12.5 0.00 -
13 0.66
14 0.10 1.67
15 C.13 10.93
16 0.15 24.54
PVC DRAW DOWN
Orifice size = 1.75 in
Normal Pool Storage Elev. = 12.5
1.5" storage Elev. = 13.60
elevation of orifice = 12.5
elevation of weir cut = 13.6
elevation of grates = 14.5
elevation of spillway = 0.0
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
- 0.06
- 0.00 1.77
4.67 15.73
24.25 0.00 45.94
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (13.6 - 12.5)13 =
0.37 ft
Orifice cross sectional area (A) = pi x r^2 = 3.14 x (112)^2 =
0.01669 sf
Acceleration due to gravity (g) =
32.2 ftls12
O=CA (2gh)1112 = 0.6 x 0.01669x (202.24.37)^112 =
0.04868 cfs
16,189 / 0.04868 = 332,590 seconds =
3.85 days
JAN 2 4 Z011
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin)
(cfs)
(min)
(min)
(cult)
(ft)
(tuft)
1
Rational
15.67
1
5
4,702
--
---
Pre Dev
2
Rational
48.59
1
5
14,576
---
--
-----
Post Dev
3
Reservoir
0.15E
1
10
11,389
2
15.61
14,530
Routed
RECEIVED
JAN 2 4 2011
BY:
BEQ_site.gpw jj
Return Period: 1 Year
Wednesday, Jun 2, 2010

Hydrograph Report
Hydraflow Hydrographs by Inteiisolve v9.1
Hyd. No. 1
Pre_Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 12.520 ac
Intensity
= 6.259 inlhr
OF Curve
= wilmington_2008.1DF
Q (cfs)
18.00
15.00
12.00
• M
M
3.00
0.00 r
0 1 2
- Hyd No. 1
Pre_Dev
Hyd. No. 1 -- 1 Year
Wednesday, Jun 2, 2010
Peak discharge = 15.67 cfs
Time to peak
= 5 min
Hyd. volume
= 4,702 cuft
Runoff coeff.
= 0.2
Tc by User
= 5.00 min
Asc/Rec limb fact
= 111
3 4 5 6 7
Q (cfs)
18.00
15.00
12.00
M
M
3.00
-- 1 ' N 0.00
8 9 10
Time (min)
RECEIVED
,BAN 2 4 2011

Hydrograph Report
Hydraflow Hydrographs by IntelisoNe Al
Wednesday, Jun 2, 2010
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Peak discharge
= 48.59 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 14,576 cuft
Drainage area
= 12.520 ac
Runoff coeff.
= 0.62*
Intensity
= 6,259 in/hr
Tc by User
= 5.00 min
OF Curve
= wilmington_2008.IDF
Asc/Rec limb fact
= 111
Composite (Area/C) = [(7.010 x 0.95) + (5.510 x 0.20)11 12,520
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 4
0 1
Hyd No. 2
0
Post_Dev
Hyd. No. 2 -- 1 Year
3 4
5 6 7 8
Q (cfs)
50.00
40.00
30,00
20.00
10.00
'• —•---"L 0.00
9 10
Time (min)
F - ZECEIVED
SAN 2 4 1111
5
3y:

Hydrograph Report
Hydraflow Hydrographs by Intelisoive Al
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 -Post — Dev
Reservoir name
= BEQ Pod
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 300
- Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
600 900 1200
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 2, 2010
= 0.158 cfs
= 10 min
= 11,389 cuft
= 15.61 ft
= 14,530 cuft
Q (cfs)
50,00
40.00
991111121
20.00
10.00
IIIIiI11AIIIIlI11�---1-_-_---- 1 I III ICI II IIIIIC� - - 0.00
1500 1800 2100 2400 2700 3000
1 _l'i "IT Total storage used = 14,530 cult Time (min)
RCETV
ED
JAN 2 4 2 111
B- '

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Wednesday, Jun 2, 2010
Pond No. 1 - BEQ Pond
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15,20 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 15,20 27,880 0 0
0.80 16.00 43,687 28,388 28,388
1.00 16.20 44,325 8,800 37,189
1.80 17.00 46,875 36,472 73,660
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
3.50
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
Span (in)
= 18.00
3.50
0.00
0.00
Crest El. (ft)
= 16.20
'16.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
2:60
3.33
Invert El. (ft)
= 15.20
15.20
0.00
0.00
Weir Type
= Riser
Broad
Broad
---
Length (ft)
= 39.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.50
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)
= 0.000 (by Contour)
Multi -Stage
= n!a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions {ic) and submergence (s)
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1,00
0.80
0.60
0.40
0.20
0.00
0.00 1.00 2.00
- Total Q
Stage I Discharge
3,00 4.00
Elev (ft)
17.20
17.00
16.80
16.60
16.40
16.20
16.00
15.80
15.60
15.40
-- ' 15,20
5.00 6.00 7.00
r FI ED ischarge (cfs)
,I V
I
.JAN 2 4 2011

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin)
(cfs)
(min)
(min)
(tuft)
(ft)
(tuft)
1
SCS Runoff
0.414
3
750
5,987
-
---
— -
Pre dev
2
SCS Runoff
4.026
3
759
30,978
---
-----
----
Post dev
3
Reservoir
0.354
3
1074
30,349
2
11.81
21,629
Routed
RIECEIVEff
JAN 2 4 2011
By:
FC_BIRCH_POND.gpw
C 1L�
Return Period: 1 Year
Tuesday, Jan 18, 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisoive AI
Hyd. No. 9
Pre dev
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 3 min
Drainage area
= 8.550 ac
Basin Slope
= 4.2 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(1.480 x 6J) + (5.650 x 36) + (1.420 x 79)] 18.550
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 180
- Hyd No. 1
Pre_dev
Hyd. No. 1 -- 1 Year
360 540 720 900
Tuesday, Jan 18, 2011
Peak discharge = 0.414 cfs
Time to peak =
750 min
Hyd. volume =
5,987 cult
Curve number =
47*
Hydraulic length =
260 ft
Time of conc. (Tc) =
12.73 min
Distribution
= Type III
Shape factor
= 484
1080 1260 1440
JAIL 2 4 2011
L:
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0,10
0.05
0.00
1620
Time (min)

Wydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post_dev
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 3 min
Drainage area
= 8.550 ac
Basin Slope
= 1.3 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Tuesday, Jan 18, 2011
Peak discharge = 4.026 cfs
Time to peak =
759 min
Hyd. volume =
30,978 cuft
Curve number =
66*
Hydraulic length =
1186 ft
Time of cone. (Tc) =
47.50 min
Distribution =
Type III
Shape factor =
484
" Composite (Area/CN) = [(2.910 x 98) + (0.830 x 61) + (3.720 x 39) + (1.090 x 80)] / 8.550
Q (cfs)
5.00
SKIM
3.00
MUl d
1.00
0.00—`nrrrr 4r�
0 180
Hyd No. 2
Post_dev
Hyd. No. 2 -- 1 Year
360 540 720 900 1080 1260
Q (cfs)
5.00
EMU
3.00
2.00
KI
1 0.00
1440 1620
Time (min)
/D
JAN 2 4 2011
BY

Hydrograph Report
HydrAow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir .
Storm frequency
= 1 yrs
Time interval
= 3 min
Inflow hyd. No.
= 2 - Post dev
Reservoir name
= Pond B^
Storage indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1- -_ 14-1
0 900
- Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
1800 2700 3600
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Jan 18,2011
= 0.354 cfs
= 1074 min
= 30,349 cult
= 11.81 ft
= 21,629 tuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
6. 1 0.00
4500 5400 6300 7200 8100 9000
Time (min)
L.1,110 Total storage used = 21,629 tuft .
7JAN 2 4 ZO11
13Y

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1
Tuesday, Jan 18, 2011
Pond No. 1 - Pond B
Pond Data
Contours - User -defined contour areas. Conic method used for
volume calculation. Begining Elevation = 10.65 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour
area (scift)
Incr. Storage (cult)
Total storage (cult)
0.00 10.65
13,976
0
0
0.35 11.00
15,751
5,199
5,199
0.50 11.15
16,536
2,421
7,620
0.85 11.50
22,461
6,797
14,417
1,35 12.00
23,755
11,551
25,968
2.35 13.00
28,584
26,130
52,098
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.00
0.00
0.00
Crest Len (ft)
= 4.00
2.00
20.00
0.00
Span (in)
= 18.00
2.00
0.00
0.00
Crest El. (ft)
= 12.50
11.70
13.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El_ (ft)
= 10.65
10.65
0.00
0.00
Weir Type
= Riser
Rect
Broad
-
Length (ft)
= 60.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
Yes
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.(inthr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
0.00 r_ - 1
0.00 1.00
- Total 0
Nole: CuiverUOriflce outflows are analyzed under inlet (ic) and ❑ullet (oc) control. weir risers checked for orifice conditions (ic) and submergence (s).
Stage I Discharge
2,00 3,00 4.00 5.00 6.00
Elev (ft)
13.65
12.65
11.65
_ _ _ I _ I. �! 10.65
7.00 8.00 9.00 10.00
,CEI ED ischarge (cfs)
JAN 2 4 2011
BY

Hydrograph Summary deport
Hydraflow, Hydrographs by Intelisolve v9.1
Hyd,
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
Rational
15.44
1
10
9,261
—
--
--
Pre Dev
2
Rational
23.93
1
10
14,355
--
------
----
Post Dev
3
Reservoir
0.075
1
20
10,136
2
13.49
14,301
Routed
RECEIVED
JAN 2 4 2011
BY:
_
FC GONZ POND.gpw
Return Period: 1 Year
Tuesday, Jan 18, 2011

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
Pre Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs.
Time interval
= 1 min
Drainage area
= 15.380 ac
Intensity
= .5.018 inlhr
IDF Curve
= wilmington_2008.IDF
Q (cfs)
18.00
15.00
12.00
• 11
. t+
3.00
Pre_Dev
Hyd. No. 1 -- 1 Year
Tuesday. Jan 18, 2011
Peak discharge = 15.44 cfs
Time to peak
= 10 min .
Hyd. volume
= 9,261 cuft
Runoff coeff.
= 0.2
Tc by User
= 10.00 min
Asc/Rec limb fact
= 111
0.00 lr _ I I I _$ I I
0 2 4 6 .8 10 12 14
- Hyd No. 1
,I. me
RECEIVED
ill I I I'll
BY: _ - - - -
Q (cfs)
18.00
15.00
12.00
M
. fl
W11011
0.00
3 18 20
(min)

Hydrograph Report
Hydrbtlow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 15.380 ac
Intensity
= 5.018 inlhr
OF Curve
= wilmington_2008.IDF
` Composite (Area/C) = ((13.080 x 0.20) + (2.300 x 0.95)] / 15.380
Q (cfs)
24.00
16.00
12.00
M
4,00
0.00
0 2
-- Hyd No. 2
Post_Dev
Hyd. No. 2 -- 1 Year
4 6 8 10 12
Tuesday, Jan 18, 2011
Peak discharge = 23.93 cfs
Time to peak
= 10 min
Hyd. volume
= 14,355 cuff
Runoff coeff.
= 0.31 *
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
24.00
20.00
16.00
12,00
M
4,00
14 16 18 20
Time (min)
JAN 2 4 2011
�Y:

Hydrograph Report
Hydr1aflowHydrographs by Intefiisolve Al
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post _Dev
Reservoir name
= Pond C
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
iPAIII
M
4.00
0.00
0 300
Hyd No. 3
Tuesday, Jan 18, 2011
Peak discharge = 0.075 cfs
Time to peak
= 20 min
Hyd. volume
= 10,136 cult
Max. Elevation
= 13.49 ft
Max. Storage
= 14,301 cult
Routed
Hyd. No. 3 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700
- Hyd No. 2 i' l.i i--Tj Total storage used = 14,301 tuft
-C iEIVED
JAN 2 4 2011
Y:
Q (cfs)
24.00
20.00
16,00
12.00
4.00
--L 0.00
3000
Time (min)

.Pond,Report
Hydraflow Hydrographs by Intelisolve Al
Tuesday, Jan 18, 2011
Pond No. 1 - Pond C
Pond Data
Contours - User -defined contour areas.
Conic method
used for volume calculation. Begining
Elevation = 12.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour
area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 12.50
8,821
D
0
0.50 13,00
16,135
6,147
6,147
1.20 13,70
17,032
11,606
17,753
1.5D 14.00
17,642
5,200
22,953
2.50 15.00
19,204
18,416
41,369
3.50 16.00
20,823
20,006
61,375
Culvert I Orifice Structures
Weir Structures
[A]
(B]
(Cl
(PrfRsrl
[Al (Bl
(Cl
[D]
Rise (in) = 18.00
1.75
0,00
0,00
Crest Len (ft)
= 4.00 2,00
0.00
0,00
Span (in) = 18"00
1.75
0.00
0.00
Crest El. (ft)
= 14.50 13.60
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 12"50
12.50
0,00
0.00
Weir Type
= Riser Rect
-
-
Length (ft) = 106.00
1.00
0.00
0.00
Multi -Stage
= Yes Yes
No
No
Slope (%) = 0.30
0.00
0.00
n/a
N-Value = .013
013
013
n/a
Orifice Coeff. = D.60
0.60
0.60
0.60
Exilil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
No
No
7W Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.OD
1.00
Nate: CulvertfOrifice eutflows are analyzed under inlet (ic) and outlet (oc) control. W eir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
0.00 _. I w
0.00 1.D0 2.00 3.00 4.00 5.D0 6,00 7.00
Total Q
8,00 9.00 10.OD 11.00
",CE VED
AN 2 4 2011
psi .
Elev (ft)
16.50
15.50
14.50
13.50
- - j- 12.50
12.00
Discharge (cfs)

t
{
Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan
CB-26
4
31
HW-32
bQ
CB-30
m
i 2
Outfall
Oulfall
7CEIVED
JAN 2 4 2011
BY:
HW-31 h
t
WWI pp
9t? HW-23
CB-34
27
Oulfall a CB-35
�, 16
2I
Q3
OS-1
CB-15
117lfalb
Ou•fall
h 3T-g9 �
HW-36 MH-7 ST-35
HW-12 7
si-3p outfall
Outlall
I5t
CB-23
O CB-22
Project File: FC-Storm roadway cvs.strn I Number of lines: 21 Date: 01-11-2011
Hydrapow, Sloan Sewers Extension v6.066

Storm Sewer Summary Report
Page 1
Line
No.
Line ID
Flow
rate
(cfs)
Line
size
(in)
Line
shape
'Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
slope ,
(1/9)
HGL
down
(ft)
HGL
up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
line
No.
Junction _
Type
1
ST-43
2.20
18
Cir
40.131
14.32
14.52
0,498
14.89
15.09
0.20
15.29
End
Manhole
2
ST-27
5.40
15
Cir
192.354
7.65
12.74
2,646
10.65
13.67
n/a
13.67 j
End
Generic
3
ST-40
4.60
15
Cir
211.665
12.74
14.39
0.780
13.67
15.25
n1a
15.25j
2
Generic
4
31
1.90
15
Cir
40.547
14.39
15.65
3.107
15.25
16.20
n/a
1620j
3
Manhole
5
ST-28
4.60
15
Cir
45.633
14.87
15.09
0,482
15.73
16.15
0.13
16.28
End
Generic
6
ST-29
2.20
15
Cir
24.199
15.09
15.22
0.537
16.28
16.30
0.06
16.36
5
Generic
7
ST-32
2.20
24
Cir
39.965
14.01
14.62
1.526
14.54
15.15
We
15.15 j
End
Manhole
8
ST-30
14.30
30
Cir
52.403
7.34
7.61
0.515
12.40'
12.46'
0,07
12.53
End
Generic
9
ST-41
12.40
30
Cir
26.171
7.61
8.55
3.592
12.53'
12.55'
0.10
12.65
8
Manhole
10
ST-33
10.20
24
Cir
241.025
9,55
10.76
0.502
12.65"
13.14"
0.16
13.31
9
Manhole
11
ST-47
3.70
15
Cir
25.871
11.51
11.66
0.580
13.31'
13.39'
0.14
13.53
10
Manhole
12
33
6.50
18
Cir
18.794
10.76
10.85
0.479
13.31
13.38"
0.21
13.59
10
Manhole
13
ST-42
2.90
15
Cir
13.545
11.49
12.58
8,048
13.59
13.59
0.12
13.70
12
Manhole
14
32
3.60
15
Cir .
17.493
10.85
10.94
0.514
13.59'
13.64'
0.13
13.78
.12
Manhole
15
34
2.20
15
Cir
16.254
10.30
12.13
11.259
12,65
12.72
0.23
12.72
9
Manhole
16
35
44.10
24
Cir
116.329
12.01
12.47
0.395
13.98'
18.21"
3.06
21.27
End
Generic
17
ST-35
12,40
36
Cir
89.024
8.05
8.50
0.505
12.50"
12.53"
0.03
12.56
End
Manhole
18
ST-49
12.40
36
Cir
123,281
8.50
10.96
1.995
12.56
12.53
0.25
12.78
17
Generic
19
ST-31
10.80
24
Cir
51,781
11.96
13.00
2.008
12.78
14.16
n/a
14.16
18
Manhole
20
ST-51
19.60
24
Cir
193.421
8.60
10.93
1.205
12.50'
13.95'
0.31
14.26
End
Generic
21
ST-50
1.80
15
Cir
64.794
11.68
12.97
1.991
14.26'
14.31
0.03
14.35
20
Generic
CFV J
JAN 2 2011
B
Project File: FC-Storm_roadway cvs.stm Number of lines: 21 Run Date: 01-11-2011 1
I
NOTES: Return period = 10 Yrs. ; "Surcharged (HGL above crown). ; j - Line contains hyd. jump.

TM
FP
ECS CAROLIMAS, LLP
"Setting the Standard for Service"
Gi6ZpLIWG Geotechnical • Construction Materials -Environmental • Facilities
AA
April 28, 2010
Mr. Aaron Eriksson
RQ Construction Inc.
3194 Lionshead Avenue
Carlsbad, California 92010
Reference: Report of Seasonal High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15763B
Dear Mr. Eriksson:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) for the proposed stormwater best management practice (BMP) areas at the proposed
French Creek BEQ P-1017-1047 on Camp Lejeune; Onslow County, North Carolina. This letter,
with attachments, is the report of our estimation.
Field Testing
On April 21, 2010 ECS conducted an exploration of the subsurface soil and groundwater
conditions at four requested locations shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the depth of the SHWT of the in -place soils for
the proposed stormwater BMP areas. The locations were surveyed prior to ECS's visit. ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS
recorded the SHWT and groundwater level observed at the time of each hand auger boring.
The attached SHWT sheet provides a summary of the subsurface conditions encountered at
each hand auger boring location.
The area in which boring locations 1 and 2 were located had been cut approximately four feet
below the former existing grade elevation. ECS advanced one additional boring (#3) adjacent to
boring number one in the natural grade elevation.
VED
JAN 2 4 2011
7211 Ogden Business Park, Suite 201, Wilmington, NC 2B411 - T: 910-686-9114 • F: 910-686-9666 • www.ecslimfted.corn
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC - ECS Mid -Atlantic, LLC ■ ECS Southeast, LLC ECS Texas, LLP

Report of SHWrEstimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.15763E
April 28, 2010
The groundwater level and the SHWT were estimated at each boring location below the existing
grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWT
1
10 inches
0 inches
2
8 inches
0 inches
3
38 inches
24 inches
4
Winches
42 inches
5
40 inches
30 inches
The SHWT may vary within the proposed site due to changes in subsurface conditions and
elevation.
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our evaluation of site conditions has been based
on our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project. [f you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K Brooks Wall Walid M. Sobh, P.E.
Project Manager Principal Engineer
CC: Ryan Littleton — Calibre Engineering; Rodney Wright — Coastal Site Design, PLLC
Attachments: Boring Location Plan
SHWT sheet
REE C
z IVED
JAN242111
:T

it
(9 APPROXIMATE BORING LOCATIONS
French Creek Site
Figure 11— Boring Location Plan
Camp Lejeune, Onslow Co., NC
ECS Project No. 22-15763B t VZ Provided by: Calibre Engineering
April 21, 2010
KBW
I
JAN 2 4 Z011

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.15763B
April 21, 2010
Location Depth Soil Description
1 0-24" Tan/gray tine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 10 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-24" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Groundwater was encountered at 8 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-48" Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 38 inches below the existing grade
elevation.
Location Depth Soil Description
4 0-181, Gray fine SAND
18"-60" Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 42 inches below the
existing grade elevation.
Groundwater was encountered at 60 inches below the existing grade
elevation.
RECEIVED
JAN 2 4 2011
BY:

Season High Water Table Estimation
French Creek BEQ P-1017-1047
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.15763B
April 21, 2010
Location Depth
Soil Description
5 0-18"
Gray silty SAND
18"-30"
Gray fine SAND
30"-40"
Hard Pan
40"-60"
Tan/gray fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
RECEIVED
JAN 2 4 2011
BY:

r_MUM
L ECS. CAROLINAS, LLP
CAROLINAs Geotechuical Construction Materials a Environmental • Facilit ust 3, 2010
Mr. Chad Webb
Archer Westem/RQ Construction Joint Venture
P.O. Box 8444
Camp Lejeune, North Carolina 28547
Re: Infiltration Testing
Gonzalez Boulevard/Birch Avenue
_._. MCB,Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
Dear Mr. Webb,
ECS Carolinas, LLP' (ECS) recently conducted infiltration testing for the .proposed
infiltration areas at the above referenced site located off of Gonzalez Boulevard and
Birch Avenue in MCB Camp Lejeune; North Carolina.. This letter, with attachments, is
the report of our testing.

4
Infiltration Testing
Gonzalez Boulevard/Birch Avenue
MCS Camp Lejeune, North Carolina
ECS Project No. 22.16014
Location
Water Level
SHWL
1
Winches
6 inches
2 .
70 inches
Winches
3
70 inches
Winches
4
36 inches
18 inches
5
70 inches
36 inches
6
70 inches
Winches
7
75 inches
40 inches
8
85 inches
48 inches
9
85 inches
40 inches
10
85 inches
Winches
11
55 inches
16 inches
12
55 inches
13 inches
.13
55 inches
16 inches
We have conducted thirteen infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. The infiltration tests are typically conducted at two feet above the
SHWL.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/hour
Inches/minute
1
Dark Gray Silty
10 inches
3.6
0.060
SAND
2
Dark Gray Silty
10 inches
6.5
0.108
SAND
3
Dark Gray Silty
10 inches
8.9
0.148
SAND
4
Gray Fine
10 inches
20.1
0.335
SAND
5
Gray Fine
12 inches
21.1
0.352
SAND
6
Tan Fine
10 inches
8.9
0.148
SAND
7
Tan Fine
16 inches
12.7
0.212
SAND
8
Tan Fine
24 inches
11.2
0.187
SAND
9
Tan Fine
16 inches
9.0
0.150
SAND
���CF1VED
2
JAN 2 4 2011

Infiltration Testing
Gonzalez BoulsvardBlrrh Avenue
MCB Camp Lejeune, North Carolina
ECS Project No. 22.16014
10
Tan Fine
12 inches
7.5
0.125
SAND
11
Tan Fine
10 inches
2.2
0.037
SAND
12
Mottled CIayey
10 inches
1:1
0.018
SAND.
13
Mottled Clayey
10 inches
1.9
0.032
SAND
Infiltration rates and SHWL may vary within the proposed site due to changes in
elevation and subsurface conditions.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
!«CS CAROLiNA5, LLP ,\A �CAY�.�
U'111 Le--- i
Winslow E. Goins, P.E.
Project Engineer''+++I;r'�. z
NC License No. 033751
���'kh1111�
Attachments: Site Diagram
Infiltration Testing Form
3
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 022983
F CEIVED
JAN 2 4 2011
'aY:

eullwe9 q;joN louna[al duueo gow µ
anuand 401[g y JVIO NOILVOO "
�g piena0no13 zaIezuoE) _ NOILVHLI[3N1
M
ewf MEN
'-zj!- ' EIVE-D]
JAN 44 2011
:.NYC:

Infiltration Testing Form
Gonzales Road
Camp Lejeune; Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Description
0-36" Dark gray SAND wlsilt
36n-48" Gray clayey SAND
Seasonal High Water -Table was estimated to be at 6 inches below the
existing grade elevation.
Infiltration Rate: 3.6 inches per hour
Test was conducted at 10 inches below eAsting grade elevation
Groundwater was encountered at 30 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-12" Dark gray fine SAND w/silt
12"-70" Tan fine SAND
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 6.5 inches per hour
Test was conducted at 10 inches below existing grade elevation,
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
3 0-16" Dark gray fine SAND wlsilt
16"-70H Tan fine SAND
Seasonal High Water Table was. estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 8.9 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
�]EC]EIVED
JAN 2 4 2011
BY:

Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Death Soil Description
4 0-24" Gray tine SAND
24"-30" Dark brown silty SAND (hardpan)
30"-48" Tan fine SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rate: 20.1 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 36 inches below the existing grade
elevation.
Location Depth Soil Descri Lion
5 0-24" Gray fine SAND
24"-48n Tan fine SAND
48"-60" Tan clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate: 21.1 inches per hour
Test was. conducted at 12 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
Location Depth Soil Description
6 0-36" Tan fine SAND
36"-60" Tan sandy CLAY
Seasonal High Water Table was estimated to be at 30 inches below the
existing grade elevation.
Infiltration Rate: 8.9 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 70 inches below the existing grade
elevation.
RECEDED
JAN 2 4 2011
BY:

l
Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Description
7 0-60" Tan fine SAND
60"-70" Tan sandy CLAY
Seasonal High Water Table was estimated to be at 40 inches below the
existing grade elevation.
Infiltration Rate: 12.7 inches per hour
Test was conducted at 16 inches below existing grade elevation
Groundwater was encountered at 75 inches below the existing grade
elevation.
Location Depth Soil Description
8 0-48" Tan fine SAND
48-"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 48 inches below the
existing grade elevation.
Infiltration Rate: 11.2 inches per hour
Test was conducted at 24 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
Location Depth Soil Description
9 0-48" Tan fine SAND
48"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 40 inches below the
existing grade elevation.
Infiltration Rate: ' 9.0 inches per hour
Test was conducted at 16 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
-IVED
J Ali 2 4 2.011

Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Description
10 0-26" Tan fine SAND
26"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
infiltration Rate: 7.5 inches per hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 85 inches below the existing grade
elevation.
Location Depth Soil Description
11 0-161, Tan fine SAND
16"-85" Tan clayey SAND
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Infiltration Rate: 2.2 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 55 inches belowthe existing grade
elevation.
Location Depth Sol[ Description
12 0-60" Tan/orange/gray clayey SAND
Seasonal High Water Table was estimated to be at 13 inches below the
existing grade elevation.
Infiltration Rate: 1.1 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.
,EIV D
j4,N 2 4 2011

y , .
Infiltration Testing Form
Gonzales Road
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16014
July 30, 2010
Location Depth Soil Descri tion
13 0-60" Tan/orange/gray clayey SAND
Seasonal Nigh Water Table was estimated to be at 16 inches below the
existing grade elevation.
Infiltration Rate: 1.9 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 55 inches below the existing grade
elevation.
—CEIVED
JAN 2 4 2611

95
ECS A L I g LLP '`Sattin the Standard �br 5url/lce„
T � Geotechnical • Const',uc'lon Materials - Envimnn ental - Facilities ��-«.c; ruccnrce,itq: uro�-s:f7c
October 12, 2010
Mr. Chad Webb
Archer Western/ RQ Construction Joint Venture
French Creek Site
Camp Lejeune, North Carolina 28542
Referehce: Report of. Infiltration Testing
GoflzalezIBirch Stormwater BMP's
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22.16223
Dear Mr. Webb:
ECS Carolinas, LLP (ECS) recentfy conducted infiltration testing for the' proposed
stormwater best management practice (BMP) areas at the GonzalezlBirch roadway
extension site on Camp Lejeune; Onslow County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On October 8, 2010, ECS conducted an exploration of the subsurface soil and
groundwater conditions at two .requested locations shown on the attached Test
Location Plan (Figure 1). The test areas were located with GPS equipment. The
purpose of this exploration was to. obtain subsurface information of the in -place soils for
the proposed stormwater BMP areas. ECS explored the. subsurface soil and
groundwater conditions by advancing one hand auger boring into the existing ground
surface at. the requested boring locations. ECS visually classified the subsurface soils
and obtained representative samples of each soil type encountered. ECS also
recorded the groundwater level and the seasonal high water table (SHWT ) observed at
the time of the hand auger borings. The attached Infiltration Testing Form provides a
summary of the subsurface conditions encountered at the hand auger boring locations.
The groundwater level and the SHWT were estimated at the boring locations below the
existing grade elevation. A summary of the findings are as follows:
Location_.:...:'
.. .._.: Water.:Level.
-
1
6 inches
0 inches
2
82 inches
50 inches
ECS has conducted two infiltration tests utilizing a compact constant head
permeameter near the hand auger borings to estimate the infiltration rate for the
subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT.
If the SHWT is less than three feet, th'e tests are conducted at ten inches below the
surface elevation..
CC�IVED
JAN 2 4 2011.
72-'['Lbgden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 • I': 9 i0-686 9666 www.ecslimiled.com
ECS Carolinas. LLP • ECS Florida. [_LC • ECS Illinois, LLC • ECS Mid-Atirnfic, LLC ECS SoulheasL LLC ECS Texas, LLP

Report of Infiltration Testing
GonzalezlBirch Slormwater BIAP's
Camp Lejeune, Onslow County, North Carolina
ECS Project No. 22,16223
October 12, 2010
Field Test Results
Below is a summary of the infiltration test results:
Location
' Doscriptian "
Qepth
= inches/.' :'
hour.
1
Black silty SAND
10 inches
0.0
2
Tan fine SAND
26 inches
4.3
Infiltration rates and SHWT may vary within the proposed. site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this.type. ECS's testing of site conditions has
been based on our understanding of the project information and the data obtained during
our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you
have any questions concerning this report or this project, please contact us at (910) 6B6-
91 14.
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments- Figure 1 and Figure 2 -Test Location Plan
Infiltration Testing Form
U � `
Wa[id M. Sobh, P-E.
Principal Engineer
CFIVFD
2 LJAN4 za13

Season High Water Table Estimation
Gonzalez/Birch Stormwater BMP's
Camp Lejeune, Onslow Co., North Carolina
ECS Project No. 22.16223
October 8, 2010
Location Depth Soil Description
1 0.-24" Black silty SAND
Seasonal High Water Table was estimated to be at 0 inches below the
existing grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 6 inches below the existing grade
elevation.
Location Depth
Soil Description
2 0-10"
Gray silty SAND
1 Y-30"
Tan fine SAND
30"-48"
Brown/orange clayey SAND
48"-65"
Tan fine SAND
65"-90"
Tan clayey SAND
Seasonal High Water Table was estimated to be at 50 inches below the
existing grade elevation.
Infiltration Rate: 4.3 inches per hour
Test was conducted at 26 inches below existing grade elevation
Groundwater was encountered at 82 inches below the existing grade
elevation.
JAN 2 4 2011

` r .
. 45-38
i; l AAA_
I l/ � yam;`•".� r•l _ �� � J �
illy'
CVRFT f -i
NORTH
lit
we
Cal
HW-77
c9 APPROXIMATE TEST LOCATION
GonzalezlBirch BMP
Camp Lejeune, NC
EC5 Project No. 22-16223
October 9, 2010
KBW
LLP
Figure 1— Test Location Plan
Provided by: Calibre
iV riL
JAN 2 4 2011

\ I
Gonzalez/Birch BMP
Camp Lejeune, NC
BC5 Project No. 22-16223
October 8, 2010
KBW
FRENCH CREEK
APPROXIMATE TEST LOCATION
LLP
Figure. 2—Test Location Plan
Provided by: Calibre
_ i 6
JAN 2 4 2011
it

Name of Stream
Description
Curr, Class
Date
Basin
Stream index
Southwest Creek
From Mill Run to New
C;HQW,NSW
08/Cl/91
White Oak
19-17-�5.5y
River
Catherine Lake
From Catherine Lake to
C;NSW
06/O1/91
White
Oak
19-17-1
Creek
Southeast Creek
Catherine Lake
Entire Lake
S;NSW
08/01/91
White
Oak
19-17-1-1
Deep Run
From source
to
C;NSW
08/01/91
White
Oak
19-17-2
Southwest Creek
Harris Creek
From source
to
C;NSW
O6/01/91
White
Oak
19-17-3
Southwest Creek
Haws Run
From source
to
C;NSW
08/01/91
white
Oak
19-17-4
Southwest Creek
Tank Creek
From source
to
C;NSW
08/01/91
White
Oak
19-17-5
Southwest Creek
Hicks Run
From source
to
C;NSW
08/01/91
White
Oak
19-17-6
{Hickory Run)
Southwest Creek
Mill Run
From source
to
SC;NSW
08/01/91
White
Oak
19-17-7
Southwest Creek
Morgan Bay
Entire Bay
SC;NSW
08/01/91
White
Oak
19-18
Lewis Creek
From source
to New
SC;RQW,NSW
08/01/91
White
Oak
19-19
River
Cow£ord Branch
From source
to New
C;NSW
08/01/91
White
Oak
19-2
River
Wallace Creek
From source
to New
SB;NSW
08/01/91
White
Oak
19-20
River
Bearhead Creek
From source
to Wallace
SB;NSW
OB/01/91
White
Oak
19-20-1
Creek
Beaverdam Creek
From source
to Wallace
SB;NSW
08/01/91
White
Oak
19-20-2
Creek
Town Creek
From source
to New
SC;HQW,NSW
08/01/91
White
Oak
19-21
River
Farnell Bay
Entire Bay
SC;NSW
08/01/91
White
Oak
19-22
.,Cogd
From source
to New
SC;NSW
08/01/91
White
Oak
19-23
-{Cogl`i'n=aiC=eek},"
River
Frenchs Creek
From source
to New
SC;NSW
O8/01/91
White
Oak
19-24
River
Jumping Run
From source
to Frenchs
SC;NSW
08/01/91
White
Oak
19-24-1
Creek
Cowhead Creek
From source
to Frenchs
SC;NSW
08/01/91
White
Oak
19-24-2
Creek
Duck Creek
From source
to New
SC;NSW
D8/01/91
White
Oak
19-25
River
Whitehurst Creek
From source
to New
SC;HQW,NSW
08/01/91
white
Oak
19-26
River
Goose Creek
From source
to New
SC;HQW,
08/01/90
White
Oak
19-26
River
Two Pole Branch
From source
to New
SC;RQW
OB/01/90
white
Oak
19-29
River
Squires Run
From source
to New
C;NSW
06/01/91
White
Oak
19-3
River
Mill Swamp
From source
to Squires
C;NSW
06/61/91
White
Oak
19-3-1
Run
Page 4 of 11
i C��Y TED
009-08-15 07:12:25
JAN 44
2011
�Y;

ea
CAMP LEJEUNE, N. C.
a 34077-F3 TF-024
- .. • q .� s ry � • s a' 1952
PHOTOREVISED 1971
-- DMA 5553 111 NE—SERIESV542
/ 1y1
� • � _ _' _ r+re r �
°e f °®
e e� u
!r aIlk
u
C) - Uze 'firebreak �aaa
N-
6- = Tank° a ��
i � � _ .♦ --~/�`,/ �'i /� � - � as
e
:. • i 2 a
.. /i4 e `a
'er`, y T A R Y �®
VIN
N.
VA
♦ l vrn c
N Q ♦ C s o �.. a
- i3'ri._..0 •::��?"u.,,i fir: .,_ � �i ..:! O 44
u}•Sii: ''aid^ �:`z"•i�`.-,;.�,� :?", �, �—
•,�:V�4+' ;f 'ti'i�: s!F1 1'-•1•}. `+ i O 1' ! � A t \� �� �� �: r�
...'.5' w4:.�rMa r=�.R:...b`i `r.:��='i' � r ♦ rti

Name of Stream
Description Curr. Class
Date
Basin
Stream Index t
Southwest Creek
From Mill Run to New
C;HQW,NSW
0B/01/91
White Oak
13-17-(6.5)
River
Catherine Lake
From Catherine Lake to
C;NSW
08/01/91
White Oak
19-17-1
Creek
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
08/01/91
White Oak
19-17-1-1
Deep Run
From source to
C;NSW
08/01/91
White
Oak
19-17-2
Southwest Creek
Harris Creek
From source to
C;NSW
06/01/91
White
Oak
19-17-3
Southwest Creek
Haws Run
From source to
C;NSW
08/01/91
White
Oak
19-17-4
Southwest Creek
Tank Creek
From source to
C;NSW
08/01/91
White
Oak
19-17-5
Southwest Creek
Hicks Run
From source to
C;NSW
08/01/91
White
Oak
19-17-6
(Hickory Run)
Southwest Creek
Mill Run
From source to
SC;NSW
08/01/91
White
Oak
19-17-7
Southwest Creek
.Morgan Bay
Entire Bay
SC;NSW
08/01/91
White
Oak
19-16
Lewis Creek
From source to New
SC;HQW,NSW
08/01/91
White
Oak
19-19
River
Cowford Branch
From source to New
C;NSW
'08/01/91
White
Oak
19-2
River
Wallace Creek
From source to New
SIB; NSW
09/01/91
White
Oak
19-20
River
Bearhead Creek
From source to Wallace
SB;NSW
OB/01/91
White
Oak
19-2D-1
Creek
Beaverdam Creek
From source to Wallace
SB;NSW
08/01/91
White
Oak
19-20-2
Creek
Town Creek
From source to New
SC;HQW,NSW
08/01/91
White
Oak
19-21
River
Parnell Bay
Entire Bay
SC;NSW
08/01/91
W.Ute
Oak
19-22
CogdeT G=.eek',":
From source to New
SC; NSW
09/01/91
White
Oak
19-23
(Co glincCreek);;,e
River
Frenchs Creek
From source to New
SC;NSW
08/01/91
White
Oak
19-24
River
Jumping Run
From source to Frenchs
SC;NSW
08/01/91
White
oak
19-24-1
Creek
Cowhead Creek
From source to Frenchs
SC;NSW
03/01/91
White
Oak
19-24-2
Creek
Duck Creek
From source to New
SC;NSW
08/01/91
White
Oak
19-25
River
Whitehurst Creek
From source to New
SC;HQW,NSW
08/01/91
White
Oak
19-26
River
Goose Creek
From source to New
SC;HQW
08/01/90
White
oak
19-28
River
Two Pole Branch
From source to New
SC;HQW
08/01/90
White
Oak
19-29
River
Squires Run
From source to New
C;NSW
08/01/91
White
oak
19-3
River
Mill Swamp
From source to Squires
C;NSW
08/61/91
white
Oak
19-3-1
Run
Page 4 of 11
A A, A.'-'-., A .A V ■ -.
JAN 2 4 2011
3y:
2009-08-15 07:12:25

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
------ --- - --------Cover Description -------------
-------hydrologic
so€I group----�--
Average
Cover type and hydrologic condition
percent
A
$
C
D
2
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses; cemeteries, etc.) 1:
Poor condition (grass cover c 50%) .............................
68
79
86
89
Fair condition (grass cover 50% to 75%) .....................
49
e9
79
84
Good condition (grass cover > 75%) ............................
39
61
74
80
Impervious areas:
Paved parking •lots; roofs, driveways, etc.
98
98
98
98
(excluding right-of-way) ...............................................
Streets and roads:
Paved; curbs and storm sewers (excluding
98
98
98
98
right-of-way)..................................................................
Paved; open ditches (including right-of-way) ................
83
89
92
93
Gravel (including right-of-way) ......................................
76
85
89
91
Dirt (including right-of-way) ...........................................
72
82
87
89
—' Urban districts:
Commercial and business .................................................
85
89
92
94
95
Industrial ...................... ............................... ............ ...........
72
81
88
91
93
Residential districts by average lot size:
118 acre or less (town houses) .........................................
65
.77
85
90
92
114 acre .................... ............. ....................... :........ 6.......... .
38
61 -
: 75
$3
87
113 acre ............... ............... .............. .......... I'll .......... I.........
30
57
72
81
•86
112 acre ............ ...................................................... I............
25
54
70
80
85
1 acre .........'............ ............
20
51
68
79
84
2 acres .... ........................ ............................ .......................
12'
46
65
.77
82
Developing urban areas
Newly graded areas
77
86
91
94
(pervious areas only, no vegetation) 4 ...............................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 02S.
2. The average percent impervious area shown was used to develop the composite CN's. other assumptions are as follows; impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture: Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use forthe design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage .and_the.CN'r i th y graded pervious areas.
�CEB/ h;.
Rev. 6106 J A 2 Z d j 8.03.15

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
—Cover description-------- --
hydrologic soil groups
Hydrologic
Cover type conditdons3
A
B
C
D
Pasture, grassland, or range— Poor
68
79
86
69
continuous forage for grazing. 2
Fair
49
69
79
84
Good
39
61
74
30
Meadow --continuous grass, protected —
30
58
71
78
from grazing and generally mowed for
.hay.
-
Brush —brush -weed -grass mixture with Poor
48
67. '
77
83
brush the major element. 3
Fair-
35
56
70
77
Good
304
48
65
73
Woods —grass combination (orchard or .Poor
57
73
82
96
-�
tree farm). a
Fair
43
65 -
76
82
Good
32
58
72
79
Woods.' Floor
45
66
77
83
Fair
36
60
73
79
Good
304
55
70
77
Farmsteads —buildings, lanes, —
59
74
82
86
l
driveways, and surrounding lots.
1 Average runoff condition, and la= 0.2S.
2 Poor. <50% ground cover or'heavily grazed with no mulch.
Fair. 50 to 75% ground .cover and not heavily grazed.
r
Good. > 75% ground cover and lightly or only occasionally grazed.
3 Poor. -�50% ground cover.
Fair 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CH = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass
(pasture) cover. Other
combinations
of
conditions may be computed from the CN's for woods and pasture.
6 Poor. Forest litter, small trees, and brush are destroyed by heavy grazing or regular
burning.
Fair. Woods are.grazed but not burned, and some forest"Utter covers
the soil.
Good: Woods are protected from grazing, and litter and brush adequately
cover the soil.
i
.
JAN 1 4 2Dll
Rev. 6106
8.03.17

0
Table 8.Q3a
Value of Runoff Coefficient Land Use
C
Land Use
C
(C) for Rational Formula Business_
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave., 2-7%
0.10-0.15
Sandy soil, steep, 7%
0.15-0.20
Residential:
Heavy soil, flat, 2%
0.13-0.17
Single-family areas
0.30-0.50
Heavy soil, ave_, 2-7%
0.18-0.22
Mufti units, detached
0.40--8.60
Heavy soil, steep, 70/.
0.25-0.35
Mufti units, attached
0.60-0.75
Suburban
0.25-0.40
Agr=Jtura! land:
Bare packed soil
industrial_
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
Heavy areas
0.60-0.90
Cultivated rows
. Heavy soil no crop
0.30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
020-0.50
. Sandy soil no crop
020-0.40
Playgrounds
0,20-0.35
Sandy soil with crop
0.10-0.25
Pasture
Railroad yard areas
0.20-0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0.25
Unimproved areas
0.10-0.30
Woodlands
0.05-0.25
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks 0.75-0.85
Roofs 0.75-0.85
MOTE: The designer must use judgment 7o select the appropriate C value
within the range for the appropriate land use_ Generally, larger areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values_ Smaller areas with slowly permeable soils, steep slopes, and
sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculatin; the
average velocity in feet per minute and dividing the Iength (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g—source: North Carol;iisa State Highway Commission; Jan_
1973). Select the chart for the locality closest to your location_ Enter the
"duration" axis of the chart with the calculated time of concentration, Tc. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step S. Determine pear discharge, Q {tO/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.43a)..
E C EIVED
JAN 2 4 2011
8.03.2

POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 .�
WnMD7GT0N WSO AIRPORT, NORTH CAROLINA (3I-9457} 34.2683 N 77.9061 W 26 feet
from "Pzciphxtt0a-Fr=M=cy Allm 0f the Unrtrd'Smrs" NOAA Aflas 14, Vmlmme 2, Version 3
GM Bonnin, D. Mmin, B. Lm, T. ?amyb k Xyck e, aad D. Rfley
NO" NaE=al Wt4uher ScvLi!, Silver Spring, Maryland, 20D4
Ext:wte6, 7uc Feb 5 2008
text �erst otleo�lit3lir inrse precipita5onirequeneyastimates am based on a par£91 dirratien series. ARl is the Average Re=nence i0torva<.
dgFumemafion far mo.'arforma5on. NOT_: Fom>ati'urg iurrss e,(attaias rear zt;mtc appear as zem.
Upper bound of the 90% confidence interval
Precipitation Frequency Estimates Cinches)
Ml�N�Thr hr [7�1248
min[Xl�l
=Z,�,hr hr 04.day day tiny day day tiny
056
0.90
1.12
1.53
1.91
�229
2.46
3.44
3.58
27
5.42
.68
6.46
7.27
9.65
L1.74 I4.60
17.50
u�
0.66 j1.06
133
1.84
.31
2.79
2.98
3.69
.33.
5.19
6.08
6.S7
7.79
8.71"
11.51
13.96 17.26
20.61
I 10.79
1.24
1 57
224
2.87
3.5fi
3.SI
4.73
5.59
6.71
7.80
8.68
9.79
10.80
14.02
16.74 20.45
24.10
10 _
0.87
139
1.75
2.54
3.31
4.21
4.54
5.64
16.69
8.03
9 29
10 25
11.46
12.53
16.07
18.94 23.03
26.85
25
OBS
1.56
1.97
2.92
3.89
10.07
11. 88
12.60
13.91
15.07
19.05
22.16
26.61
30.61
50
1.06
1.69
2.14
3.23
4.37
5.95
6.ss
8.20
9.87-
1L.90
13. 11
44.64
1599
17.22
21.55
44.73
29.49
3 3.5 8
100
L15
1.83
2.3i
3.53
4.87
6.84
7.64
9.55
11:58
13.98
15.91
16.93
1828
14.54
24.21
27.39
32.47
36.5$
200
124 1.96
2.47
3.85
5.4D
7.80
8.81
11.09
13.52
16.38
I8.56
19.49
20.80
22. 99
27.11
30.19
35.58
39.58
500
1.35
2.14
2.69
4.28
6.14
9:28
10.64
33.46
16.57
20.18
22.64
23.42
24.61
25.94
31.26
34.19
39. 66
43.67
I000
1.44
2.27
2.85
4.62
6.75
10.57
12.2fi
15.SS
19.24
23.57
26.25 26.90
27.83
29.18
34.75
37.38
4335
46.91
- i ne upper timme of me connuence intervai m w%commence tevei is ur vame minim m h of ine simuEarea quanme vaiues for a given tequency are greater than:
" These precipitation frequency estimates are bmad'an a parSal durafon se ies.'pRl is the Average Recurrence kntervaL
?lease refer to the document for mcre information NOTE: Formatfmg prevents esft3tm near zenD to appear as zem.
Lower bound of the"90% confidence interval
Precipitation Frequency Estimates Cmches)
ARI** 5 gl� 15 �4 60 120 3 a!Lr�Thrl
(years} �����11 4.49 0.78 0.97 1.34 1.67 1.94 2.08 2.59
0 0.58 0.93 I,.16 1.61 2.02 2.36 2:53 3.I4 3.64 4.24 5.03 5.70 6.62 7.43 9.98 12.32 15.38 18.42
0.68 ].08 1.37 1.95 2.50 3.02 3.23 4.02 4.70 5.48 6.44 7.19 8.34 9.19 12.L4 14'.78 18.21 21.53
10 0,75 1.20 1.52 2,21 2.87 3.56 3,83 4.78 5,62 6.56 7.64 Ell 9.69 10.65 13.91 16,73 20.47 33.95
25 0.85 1.35 L.71 2.53 337 433 4:73 5.91 5.98 8.15 9.43' 10.28 11.69 12.74 16.38 19.43 23.57 27.20
54 0,92 L.46 1.B5 2.78 3.77 4:99 5.51 6.90 8..21 9.56 10.97 11.63 13.32 14.45 18 35 21.54 25.94 29.67
100 0.98 1.57 1.98 3.03 .17 5.71" 636 8.00 9.57 1 L L0 I2:63 I3.52 15.46 16.23 20.41 23: 55 28.33 32.06
200 1.05 1.67 2.10 3.2: 4.59 6.47 7.29 9.17 11.06 12.80 14.48 15.32 66.89 18. 11 22.55 25.78 30.73 34.41
hr
day daY d Y
�Y
�Y
Y
�Y
3:00
3.50,
4.1.6
4.73
5.49 6.22
8.37
10.3713.00
15.53
N�
o
U�

POINT PRECIPITATION"��'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
' iMNIINGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 77.9061 W 26 feet
from "Pracipit=n-Frequency Arlan of tbo United States" NOAA Atlas 14, V olum0 2, Version 3
OM Bonin, D. hvarda, B. Lia, T. Pmzyhol. XYeknand D. Riley
NO" National Wead=Servkce Silver Spring,Mayiand 2004
Exnzeted Won Feb 4 2308
r�'.nr.ci�i& i0s
ARI
(years)
5
rein
10
min
15
min
30
min
6a
min.
120
min
nhrhr
6 ftr
1Z
hr
24
hr
48
hr
4
day
d v
10
da
20
day
30
da
45
day
6D
day
=6.26
jF5.00]4.I6
2.E6
1E
1.05
0.75
0.47
027
0.16
0.09
0.05
0.04'0.03
0.02
0.02 0.01
O.Dl
7.42
5.93 4.97
3.44
�2.15
128
0.91
0=56
O33
0.19
O.l I
O 6
70.04
0.03
0.02
0.02 0.02
10.01
8.70
6.97
5.88
D
2.67
I.63
L17
0.72
0.42
025
0.15
0.48.
0.05
0.04
0.03
4.D2
0.02
OA2
10
9.70
7.76
6.54
4.74
3.08
1.93
1.39
0.87
0.51
030
0.17
0.10
0.06
OAS
0.03
0.02
0.02
0.42
-z5­1
1D.96
8.74
EE
5.47
3.64
236
L72
1.08
Ej
O38
E
10.12
0.08
0.06
0. 44
0.03
D.02
0.02
5Q
11.9D
9.48
S.DQ
6.03
4.08
2.74
2:02
126
0.75
0.45
026
0.14
D.09
D.07
0.04
OA3
03
OA2
2.59
102
56
5
89
D5
0.3
OI
0.04
A3
a01
.02
20D
1385
1097
9.23
7.19
SA4
3.60
:72
1.71
1.04
0.61
0.35
0.18
D.11
O.OS
O.OS
0.-Rio.Q3
0.03
SDO
15.10
11.94
10. 22
i7.97
5.72
27
328
2.D6
127
0.75
0.42
D22
p.13
O.lq
O.D6
0-D4
q.03
0.03
1000
16-12
1Z.fiB
10.6218.60
627
4.85
3.77
2.40
L47
D.87
}0.4E
D.2S
O.IS
0.11
0.07 0.05
0.04
0.43
-- - ' These precipitation frequency admaf=s are based an a aarial Wra5an sages.ARI is to Average Recurrence Interval.
rh .ZV iSt0 si817' Pie refer to thew Afor moo: information. NDTF Fannaizpg forms estimates nearzem toappear es zero.
Vpper bound of the 90% confidence interval
. Precipitation Intensity Estilltaates (in/hr)
r day tiay clay ay. day day day
(years) min mnmmmPI mhr hrL!Ejl hr 11[d,
6.735
37
4.48
.07
191 1.15
D.82 OSl
O30 0.18
0.10
D.06
0.04
.
003
0.02
0.02
0.01
0.01
7.97
6.37
534
3.69
2.31 139
OF991 D.62
0.36
D 22
0.13
O.D7 D.DS
0.04
0.02
0.02 0.02
4A1
=E3Zj
17.46
63O
47
2.57 7178
127
0.79
EE
D28
D.16
0.09 0.06
O.D4
D.03
0.02
0.02
7002
10
1D.39
8.32
Ej
5.08
�3.3] 2.10
i.51
0.94
0.56
033
0.19
D.11
Q07
D.OS
D.D3
D.03
0.02
0.02
25
11.72
9.34
7.89
5.84
j3.89. 2.57
1.87
1.17 .
D.69
0.42
0,24
0,13
O.DB
0.06
0.04
OA3
0.02
0.02
50
100 1
12.74
13.79
10.15
10.96
8.56
6.45
4.37 2,98
2.19
i.37
0.82
D.SD
028
0.15
0.10
D.07
0.04
0,03
4:03
0A2
9.23
7. 77
4.87
3.42
2.54 ]
I.6D
0.96
0.58
a33
0.I8
0.11
0.08
4.05
0:04
0.03
0.03
14.84
176
9.8
765439
1
i.I
LEI39
00.55
24
09
DD00O3
4200
162
23 107
2
130
0
02
01
01
07
OS0
040
1000
17.33
I3.64 11.42
924
6.75
5.29
4A$
2.60
1.60
0.98
028
O.I7
0.12
O.D7
.05500
'The upper hound of tie confidence intarval al 9D%corrHence level is The value Wai:h 5%af the simulated quanfle values for a gnmp frequency are greater than.
"These precipitation freg6ency estimates are hasedon a paion'es ARI is the Average Recurrence IntervaE
Pleese'refer to the dogtmen;alion for more information. NO i c: Farmatnng prevents estimates near zero to appear as zero.
* LoWer bound of the 90% confidence interval
Precipitation Intensity Estimates ft/hr)' ,
hr hr hr [�JZ'71IF20]730]
(year&) min min min min minZl�l
116.day day day day day
5.86
4.68
3.90
2,67
1.67
0,97
a.69
4.43
0.25
0.15
4:09
0.05
0.03
0.03
0.02
0.01
0.01
0.01
U
6,95
5.55
4.65
3.21
2.02
1.18
0.84
0.52
0.36
EEKE
0.06
0.04.
0:03
0.02
0.02
0.01 0.01
10
8.14 '
9.02
6.51
722
5.49
3.90.
2.50
1.51
1.08
0.67
0.39
D.23
0.13
0.07
4.05
4'.04
0.03
D.02
0.02 O.al
6.09
REEif
1.78.
1.28
0.80
0.47
227
0.16
0.09
0.06
0.04
0.03
OA2
0.0
0.02
25 '
10.16
8.09
6.64
5.07
3.37
2.16
1.57
0.99.
0.58
0.34 0.20
0.11
0.07
0.05.
O.D3
0.03
0.02
0.02
5D
i0.98
8.75
7.38
5.56
3.77
2.50
1.83
L15
4.68
0.40
0 23
0.12
0.08
0.06
0.04
0.03
0.02
0.02
1 00
11.$2
9.40
7.42
6.46
.17
2.85
2.12
1.34
0.79
0.46
D.26
O.I4
0.09
0.07
0.04
0.03
0.03 0.42
=
12-61
lO
8.41
fi.55
4.59
3.24
2.43
1.53
0.92
D.53
0.30
0.16
4.10
0.08
0.05
0.04
0.03 0.02

I
• A; R-09-1995 15 : 15 FROM EHNR W I L,M RE3 OFFICE TO 97E24201
8517o TSS REMOVAL
301OOTt VEGETATED FILTER REQUMED
51
10%
.9
.s
.7
.s
.5
a
o Q o
0
20 %
1.7
1.3
1.2
1.1
1.0.
.9
.8 .7 .6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3 1.2 1.0
.9
3.0
2.6 .12.4
2.1
IS
1.6 1..4 1.1
1.0
50 %
4.2
3.7
3.3
3.0
2.7
14
2.1 1.8 1-1.5
1.3
60 %
5,0
4.5
3.8
3.5
3.2
2.9
2.6 2.3 2.0
1.6
70 %
6.0
5.2
4.5
4.1
13.7
3.1
2.9 2.5 2.1.
1,9
80 %
6.8
6.0
5.2
4.7
14.12
3.7
3.2 2.7 2.2
2.0
90 %
7.5
6.5
1 5.8
5.3
14.8
4.3
3.8 3.3 2.8
1.3
100.%
9.2
7.4
6.8
6.2
5.6
5.0
4 A 3.8 3.2
2.6
90%a TSS REMOVAL
NO VEGETATED FILTER REQUWZD
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
ASP %
10 %
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20 %
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
6
$0%
3.5
3.0
2.7
2.5
2.2
.1.9 1
Z.6.
1.3
1.1
:S
40 %
4, 5
4.0
3.5
3.1
2.8
12,5
2.1
1 1.8
1 1.4
1.1""'
50%
5.6
SA
4.3
3.9
3.5
3.1.
2.7
2.3
1.9
1.5
60 %
7.0
16.0
5.3
4.8
4.3
3.9
3.4
2.9
12.4
'1.9
70%
.8.I
7.0
6.0
5.5
5.0
4.5-.
3.9
3.4
2.9
2.3.
80 %
9.4
18.0
7.0
6.4.
5.7
5.2
4.6
4.0
3.4
2.8"
90'%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
i 4.6
3.9
3.3
L12L%
12.0
10.0
8.8
1 8.1
7.3
6.6
5.8
5.1
4.3
3.6
Q
�
o

Tabie 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
�1.
8-03.2
Land Use
C
Land Use
C
Business:
Lawns: .
Downtown areas
0.70-0.95
Sandy soil, flat, 20%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave_, 2-7%
0.10-0.15
Sandy soil, steep, 7%
0.15-0.20
Residential:
Heavy soil, flat, 20/.
0.13-0.17
Single-family areas
0,30-0-50
Heavy soil, ave., 2-7%
0.1 8-0.22
Multi units, detached
0.40-8.60
Heavy soil, steep, 70/
0.25-0.35
Multi units, attached
0-60-0.75
Suburban
0.25 0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
Heavy areas
0.60-0.90
Cultivated rows
-
Heavy soil no crop
0.30-0.80
Parks, cemeteries
0.10-0.25
Heavy soil with crop
020-0.50
Sandy soil no crop
0.20-0.40
Playgrounds
020-0.35
Sandy soil with crop
0.1 0-0.25
Pasture
Railroad yard areas
0,20-0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0-25
Unimproved areas
0.10-0.30
Woodlands
0,05-0.25
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-0.85
NOTE: The designer must use judgment
to select the appropriate
C value
within the range for the appropriate land use_ Generally, larger areas with
permeable soils, fiat
slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly
permeable soils, steep
slopes, and
sparse vegetation should
be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a:
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g—source: North Carolina State Highway Commission; Ian_
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, Tc. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step S. Determine peak discharge, Q (ft3/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a),
JA,N 2 4 2011

.J v 6 art
For DEN RUse
1�• 1t� � SUJ8 10
0W ONLY
Reviewer: /5
North Carolina Department of Environment and
Natural Resources
Timar {' ZO
NC®ENR Request for Express Permit Review Tme q' 3
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeJRncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.groganAmcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(dncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or lanet.russetKafl►cmaii.net
NOTE; Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Project Name: FY09 FRENCH CREEK &RCH AND GONZALES STREET EXTENSION County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-T
Phone: [phone], Fax: [phone], Email: carl,h,[e-mail]
Physical Location:END OF BIRCH STREET / SNEADS FERRY SIDE
Project Drains into SC:NSW waters — Water classification 19-23 (for classification see-http://h2o.enr,state.nc.us/bims/reports/rej)ortsWB.htmI)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN PC RECEIVED
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] JAN 11 2011
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent./Perennial Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site ZSW (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration — #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems El High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:[] Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with - acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meetina reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
•+**s*+*++s++ss+*******+****++*+++++*ss**************+++I: Dilalii�fR use only++++++ss++ss+******+**+*s++++++++++*******++++*++++++s++++++
Fee Split for multiple permits: (Check # . Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
$
SW(❑HD, ❑Ii❑Genl
$
401:
$
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

*tT

NC®ENR
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
For DENR Use ONLY 5t% rL1\
Reviewer:
Sub
ime:rW-2
Confirm:Z
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package. -11 C) ) 0- I S
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a.ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a.ncmail.not
• Mooresville & -Patrick Grogan 704-663-3772 or gatrick.-grogan(amcmailmet
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(@.ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(a)ncmail.not
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Jr- o
Project Name: FY09 FRENCH CREEK BIRCH AND GONZALES STREET EXTENSION County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MC8 CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:END OF BIRCH STREET I SNEADS FERRY SIDE
Project Drains into SC:NSW waters -- Water classification 1919 23 (for classification see-http:Ilh2o.enr.state.nc.usibimstreportslreportsWB.hhtml)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within V2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N ��7
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC ;_,
Address: PO BOX 4041 City: WILMINGTON, Slate: NC Zip: 28406-_ OCT Z
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _# Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with 14 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopina and express meeting request
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
+*+*+*++*+*******+**+***+*+*++*+++++*+++*+*+*+*+**+*+++*FUr DENR use only+*++*++*+***********w+++++******+***+**++****+*****+*+++++
Fee Split for multiple permits: (Check#
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

U
41
Q
0 4
��/.•'.�- ,.�\�:\, c\I'.
yam
Rz
R� ���i�•A � �tr �
wp
s`
.` �� r �:;;-. •xis
_
y 1 1
N
c,j
.P,

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
October, 2010
PROJECTNAME: BiRCI-I AND GONZALEZ STREET EXTENSION
MCB Camp Lejeune, NC
Onslow County
PROJECf DESCRIPTION: The project area for this development is 17.42 acres with 29 acres of disturbance. There are 0.67 AC of
wetlands within the project limits. This project is for the construction of the roadway extension of Birch and Gonzalez Street and a
greenway trail. The owner is the United States Marine Corps. There will be water and sewer utilities installed along the roadway.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). The project will be
high density utilizing roadside swales and collection systems discharging into 2 wet basins. Proposed impervious for the site is
22.7%. This project is subject to Coastal Stormwater Regulations. There are two wetlands crossing along the proposed way
extensions. Culverts and headwalls will be utilized to build the crossings. The wetlands impacts have been approved by the ACOE.
The project will have direct access onto Birch Street and Sneads Ferry Road.
PROJECT BMP: high density/ wet basins.
STORM WATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 791 1501 fax

'-OL
' Reviewer: �_
North Carolina Department of Environment and Reviewer:
Submit: _
J' Natural Resources
NC®ENK Request for Express Permit Review Time: — —
�i Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file] and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;atison.davidson((Dncmail.nef
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(dlncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.trroelan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or [e-mail]
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ftcmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: FY09 FRENCH CREEK BIRCH AND GONZALES STREET EXTENSION County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City. MCB CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:END OF BIRCH STREET / SNEADS FERRY SIDE
Project Drains into SC:NSW waters -Water classification 191923 (for classification see-htt :l/h2o.enr.state.nc.us/bims/re arts/re ortsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/z mile and draining to class SA waters N of within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN PC
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406 — ~ "
Phone: [phone], Fax:[phone], Email: [e-mail] AUG 2 3 2
1 010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY I
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ® DLR. ❑ OTHER: B
SECTION TWO: CHECK ONLY THE PROGRAMS YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _# of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland ( linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)1
® High Density -Detention Pond 4 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide Permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
;� ❑ Land Quality ❑ Erosion and Sedimentation Control Plan with 14 acres to be disturbed.(CK # (for DENR use))
- PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
+++***+ww+*+++++++++++**w+ww*w*+*++**+*******s+*w++*++**For DI'NR usG Only*+*****w+ww*+**********+www*****+***w*ww+w+**+*++*+*+*++++*
Fee Split for multiplepermits: Check #
Total Fee amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ 140, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,—
$
NCDEfVR-R RAWAarch 2009 S]!) scIBI ol)

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
August, 2010
PROJECT NAME: BIRCH AND GONZALEZ STREET EXTENSION
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 16.29 acres with 14 acres of disturbance. "There are 0.67 AC of
wetlands within the project limits. This project is for the construction of the roadway extension of Birch and Gonzalez Street and a
greenway trail. The owner is the United States Marine Corps. There will be water and sewcr utilities installed along the roadway.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). The project will be
high density utilizing roadside swales and collection systerns discharging into 4 wet basins. Proposed impervious for the site is
22.7%. This project is subject to Coastal Stormwater Regulations. There are two wetlands crossing along the proposed way
extensions. Culverts and headwalls will be utilized to build the crossings. The wetlands impacts have been approved by the ACOE.
The project will have direct access onto Birch Street and Sneads Ferry Road.
PROJECT BMP: high density/ wet basins.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax

GoMaps GIS
Page 6 of 6
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J •1 `r r 1- (ACEfREEPq EC f1 LINE WILL BE NEW TREE LINE
LIMITS OF CISTU CIE PLACE TREE PROTECTION ALONC
�' ` \ �; I �' \\\ 1 I ,�• -, LIMirS OF DISTURBANCE
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A 4 / .,.♦ -„ IUMlrS OE CISIURBANCE'
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http:Hmaps.onslowcountyne.govlgomapslmaplmap.cfm?CFID=128703&CFTOKEN=4581... •8/11/2010

1
'77

Russell, Janet
From:
Rodney Wright [[e-mail]]
Sent:
Thursday, August 26, 2010 12:56 PM
To:
Russell, Janet; [e-mail]
Cc:
'Towler CIV David W'
Subject:
RE: Birch & Gonzales Street Extensions
Janet,
Please cancel this request. The contractors have asked for us to look at reducing the number of ponds proposed, so
we're back to the drawing board.
Thanks,
From: Russell, Janet [mailto:[e-mail]]
Sent: Wednesday, August 25, 2010 5:12 PM
To: [e-mail]; Rodney Wright
Cc: Towler CIV David W
Subject: Birch & Gonzales Street Extensions
RE: French Creek Birch & Gonzales Street Extensions
Rodney & Howard:
The Stormwater Submittal Meeting for the Birch & Gonzales Street Ext. has been re -scheduled with Chris Baker on
Thursday, September 2 at 10:30 AM herein the office. Please note the change in time and date from what we
previously had scheduled. _
* Please respond to this email to confirm and reserve the submittal meeting date & time.
Thanks,
Janet

404 Wetland Report

rJ La o e.
For DENR Use �O�NLY
!//•vJ Reviewer:
North Carolina Department of Environment and submit 2�3
Natural Resources
NC®ENR Request for Express Permit Review Time: 11
Confirm: 2-
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan OF fNe) and vicinity, ma same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a7ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a.ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan0,ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or!yn.hardison(o.ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or j_anet-russell{&ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: FRENCH CREEK BIRCH AND GONZALES STREET EXTENSION County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address. BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-�
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:END OF BIRCH STREET / SNEADS FERRY SIDE
Project Drains into SCASW waters —Water classification 19-23 (for classification see-htip:/lh2o.enr. state. nc.usibims/reportslreportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
SECTION TWO:
FEB 0 1 2010
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _# of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (,linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site {SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration — #Treatment Systems
ElHigh Density -Bio-Retention — # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other ` # Treatment Systems / ❑ MOD:❑ Major ❑ Minor El Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 14 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoDing and express meeting reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
use only+*+*s+*s*sss+*+++++ssss+*++++++*+**++++++++****++++*+*+*****
Fee Split for multiple permits: (Check# 1 Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
1
$
LQS
$
Stream Deter—
$
Z S ep.Y-P, �v _ ro c L
NCDENR EXPRESS March 2009

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COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
February I, 2010
PROJECT NAME: BIRCH AND GONZALEZ STREET EXTENSION
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRI PTION: The project area for this development is 16.29 acres with 14 acres of disturbance. There are 0.86 AC of
wetlands within the project limits. This project is for the construction of the roadway extension of Birch and Gonzalez Street and a
greenway trail. The owner is the United States Marine Corps. Water and sewer utilities will be installed along the roadway.
Stormwater from the site will drain to SC, NSW waters located in the White Oak River Basin (Index # 19-23). The project will be
low density utilizing roadside swales. Proposed impervious for the site is 22.7%. This project is subject to Coastal Stormwater
Regulations. There are two wetlands crossing along the proposed way extensions. Culverts and headwalls will be utilized to build the
crossings. The necessary paper work to obtain approval for the crossing is in the process of being submitted. The project will have
direct access onto Birch Street and Sneads Ferry Road.
PROJECT BMP: low density/ roadside swales.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 791 4441 office
910 791 1501 fax
FEB 0 1 2010
BY:

MEMORY TRANSMISSION REPORT
FILE NO. 224
DATE 06.11 11:51
TO : 997911501
DOCUMENT PAGES 8
START TIME 06.11 11:52
END TIME OOK'
11:53
PAGES SENT
STATUS
TIME :06-11-'10 11:53
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
SUCCESSFUL TX NOTICE ***
State ol2Vort6 Gwt 119 to
ttiepnrtrneat o! Eov I--- and h(atnral Raeonr
w almi.mc.. Ftegtooal cllmo
aivwr(y Ew�4sr Pardrra, Governor IF.iX 4c74rV%1MIL LSI.lEE'I' err FYr�s�wwa. $r crrtary
c4:
[2LQ) 794 7334_-_-___--
[g am a� 330-zooa - - - -
327 CuAinal ".4vn F.ialenninn, Wiimingrsin, NC 29405 a [phone] a An Equ 3 Oppor nily AfWL l L. Aotio 4mp�oyc

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SEEET Dee Freeman, Secretary
Date: 6 No. Pages (excl. cover):
'1'o: Gr%� �� ,��5 /�� From: Jo Casmer
Co: �� C- � Phone: [phone] _
Fax: r7 Fax: [phone]
/ SS vac'/ -- %j / �•/ ��
4/1G•
127 Cardinal Drive Extension, Wilrnington, NC 28405 a [phone] o An Equal Opportunity Afrmative Action Hmp ]dyer