SW8091111_HISTORICAL FILE_20100507

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0 of 11 \ 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2olooso-1
YYYYMMDD

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
May 7, 2010
Carl Baker, Deputy Public Works Officer
Commanding Officer and US MCB Camp Lejeune
BLDG 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 091111
Courthouse Bay P-1142
CC# N40085-09-R-3215
High Density Infiltration Basin Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
Courthouse Bay P-1142 on April 14, 2010 with additional information submitted on April 27, 2010. Staff
review of the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 091111 dated May 7, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until May 7 2020, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150E of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
M.J. Naugle, or me at [phone].
Sincerely,
&Z:t-o
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\091111 may10
cc: Howard Resnik, P.E., Coastal Site Design, PC, 910-791-4441, fax: 1501
Wilmington Regional Office Stormwater File
DWQ Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748 North Caroli na
Internet: w .ncvvaterquality.org 'J� �ry l ima
An Equal Opportunity l Affirmative Action Employer ��/!! ((J

State Stormwater Management Systems
Permit No. SW8 091111
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
US MCB Camp Lejeune
Courthouse Bay P-1142
Grace Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) infiltration basin with storage in a remote
basin in compliance with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000
(hereafter collectively and separately referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as attached and on
file with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 7, 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 I.(10) of this permit. The project is permitted for a total of 314,373
square feet of impervious area. There is 263,366 sf of proposed BUA routed for
treatment in the infiltration basin. There is 51,007 sf of redeveloped BUA around part of
the road that is routed to vegetated areas.
3. Therefore, the director of the Division of Water Quality is hereby providing confirmation
that the portion of this project is allowed redevelopment under State Stormwater
permitting requirements under the following conditions: 1) The project must be
constructed as shown on the plans submitted to this Office; 2) the proposed built -upon
area in the redeveloped area of 51,007 square feet does not exceed the existing built -
upon area; and 3) The proposed stormwater control, runoff in a sheet flow manner to
vegetated areas, provides equal protection of surface waters as the existing stormwater
control, which is runoff to nearest ditch, of that redevelopment allocation.
4. Under Section .1003 (b) of the stormwater rules, the entire common plan of development
must be permitted. Therefore, any future development or changes to the proposed
development, including, but not limited to, the relocation of built -upon area and the
construction of additional built -upon area, may require approval of a modified
Stormwater Management permit application and permit issuance from the Division of
Water Quality, for treatment of runoff in the redevelopment area and other areas of the
common plan, prior to any construction. Any construction on the site prior to receipt of
the required approval or permit will constitute a violation of Title 15A NCAC 2H.1000 and
Session Law 2008-211, and may result in the initiation of appropriate enforcement
action.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 091111
5. The infiltration basin must be operated with a 50 foot vegetated filter, designed to pass
the peak flow from the 10 year storm in a diffuse and non -erosive manner.
6. The tract will be limited to the amount of built -upon area indicated in Section 1.10 of this
permit, and as shown on the approved plans. There is no built -upon area allocated for
the future development in this permit. Any future BUA requires approval of a permit
modification.
7. 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.
8. The runoff from all built -upon area within the permitted infiltration system drainage area
of this project must be directed into the permitted stormwater control system.
9. The project shall provide a 50-foot-wide vegetated buffer adjacent surface waters
measured perpendicular to and horizontally from, the normal pool of impounded
structures, the top of bank of streams and rivers, and the mean high water mark of tidal
waters.
10. The following design criteria have been permitted for the infiltration basin and must be
provided and maintained at design condition:
a.
Drainage Area, acres:
372,256
Onsite, ft2:
372,256
Offsite, ft2:
none
b.
Total Impervious Surfaces, ft2:
263,366
Onsite, ft2:
263,366
Offsite, ft2:
none
C.
Design Storm, inches:
1.5
d.
Basin Depth, feet:
4
e.
Bottom Elevation, FMSL:
4
f.
Bottom Surface Area, ft2:
7,664
g.
Bypass Weir Elevation, FMSL:
7.3
h.
Permitted Storage Volume, ft':
32,828
i.
Predevelopment 1 yr 24 hr peak flow, cfs:
0.01
j.
Post -development 1 yr 24 hr peak flow, cfs:
2.42
k.
Type of Soil:
Murville
I.
Expected Infiltration Rate, in/hr:
6.7
m.
Seasonal High Water Table, FMSL:
2
n.
Time to Draw Down, hours:
8
o.
Receiving Stream/River Basin:
Courthouse
P.
Stream Index Number:
19-36
q.
Classification of Water Body:
"SA;HQW"
II. SCHEDULE OF COMPLIANCE
Bay / White Oak
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 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 091111
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.
The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
6. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall be
maintained on file by the Permittee for a minimum of ten years from the date of the
completion of construction.
7. Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of person performing the work and what actions were
taken.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, and for the development of any permitted future areas shown on the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The 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 091111
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and approval
by the Director. At least 30 days prior to a change of ownership, or a name change of
the permittee or of the project, or a mailing address change, the permittee must submit a
completed and signed Name/Ownership Change form to the Division of Water Quality,
accompanied by the appropriate documentation as listed on the form. The approval of
this request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request. Neither the sale of the project in whole or in
part, nor the conveyance of common area to a third party shall be considered an
approved permit transfer request.
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.
The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and.
Sediment Control Planning and Design Manual.
9. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2008-211, Title 15A NCAC
21-1.1000, and NCGS 143-215.1 et. al.
10. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the seventh day of May 2010.
NO TH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
or ColedprH. Sullins, irector
Division of Water Quality
By Authority of the Environmental Management Commission .
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 091111
Courthouse Bay P-1142
CC# N40085-09-R-3215
Stormwater Permit No. SW8 091111
Onslow County
Page 1 of 2
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
Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 091111
Page 2 of 2
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 bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

r—
DWQ USE ONLY
Date Received
Fec Paid
Permit Number
a_- zl i
slv o v 7i
Applicable Rules: ❑ Coastal SW —19 5 9 Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form maybe photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Courthouse Bay P-1142
2. Location of Project (street address):
City:Camp Lejeune County:Onlsow Zip:28547-2539
3. Directions to project (from nearest major intersection):
Intersection of US 17 and HWY 172. Travel East on HWY 172 app. 11.0 miles. Tom Right onto Marines Road
Landing Road. Turn right onto Grace Lane. Site is located at parking lot
4. Latitude:34' 35' 03" N Longitude:77' 22' 00" W of the main entrance to the project.
11. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's
certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 15.00 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:_
APR 14 201q
Form SWU-101 Version 07July2009 Page 1 of 6

19,
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:MARINE CORPS BASE, CAMP LEiEUNE
Signing Official & Title:Carl Baker,Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:BLDG 1005 MICHAEL ROAD
City:MCB CAMP LETEUNE State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:[e-mail]
State:
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above. is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
Phone:
State:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's
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:_
Phone:
Email:
State: Zip:
Fax: ( )
4. Local jurisdiction for building permits: MCAS Camp Lejeune
Point of Contact:Doris Hardin -Langley Phone #: (910 ) 451-5694
Form SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION I APR 2 7 2010
1. In the space provided below, briefly summarize how the stormwater runofigitbe treated. 5W6 U I I I
The site has two drainage areas one drainage area will drain to a storage basin and then will be pump to an
infiltration basin that's designed to handle both drainage areas..
.2. a. If claiming vested rights, identify the supporting documents provided anti the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
It. Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph I - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 19.46 acres 5. 'Total Coastal Wetlands Area: n/a acres
6. 'Total Surface Water Area: n/a acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:19.46 acres
* Total project area shall be calculated to exclude the follooing the normal pool of inippounded structures, the area
bekveen the batiks of streams and rivers, the area below the Nornml Fli h Water (NI-IVV) lime or Mean High Water
(MHW) line, and coastal wetlands Iandrortrd from the NHW (or MHVV) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coasld wetlands landward of the NHW (or MHW) line mmy
be included in the total project area.
8. Project percent of impervious area: (rota) Impervious Area / 'Total Project Area) X 100 = 37.1 %
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use'1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. Redevelopment Area - t:ts At_
Basin Information
Drainage Area 1
Drainage Area
Drainage Area 2
Drainage Area _
Receiving Stream Name
Courthouse BayCourthouse
Bay
Stream Class *
SA;HQW
SA;HQW
Stream Index Number *
t9-36
19-36
"Total Drainage Area (so
372,256 sf 8.55a
214,086 sf (4.91a)
On -site Drainage Area (so
372,256 sf(8.55a)
214,086 sf (4.91a)
Off -site Drainage Area (so
Proposed Impervious Area** s
263,366 sf (6.05a)
51,007 sf (1.17a)
% Impervious Area** total
70.7
23.8
Impervious- Surface Area
Drainage Area 1
Drainage Area
Drainage Area
Drainage Area _
On -site Buildings/ Lots (so
16,073 sf (0.37 a)
23,361 sf (0.54a)
L7�_j , UIi{
On -site Streets (so
16,396 sf (0.38a)
20,228 sf (0.46a)
On -site Parking (so
217,161 sf (4.99
a)G�
li ii0�
On -site Sidewalks (so
9,915 sf (0.23a)
7,418 sf (0.17a)
Other on -site (so
Future (so
Off -site (sf)
Existing BUA*** (sf)
3,821 sf (0.09a)
1 'Total (so:
263,366 sf (6.05a)
)
51,007 sf (1.17a)
31 l,).-, 3'1 �
Stream Class and Index Number can be rletenuined at: htip://h2o.enr.state.nc.us/biutslremarts/reyortsWB.litrtil
Form SWU-101 Version 07Ju1y2009 Page 3 of

COURTHOUSE BAY SITE BUA DATA SHEET:
Draining to BMP
Drainage Area 1A
Drainage Area 1B
Basin Information
Total Drainage
(1A+ 1B)
Infiltration Basin
Storage Basin
Receiving Stream Name
Courthouse Bay
Courthouse Bay
Courthouse Bay
Receiving Stream Class
SA;HQW
SA;HQW
SA;HQW
Drainage area
372,256 sf or
8.55 acres
154,578 sf or 3.55 acres
6,938 sf or 0.16 acres
Existing Impervious` Area
3821 sf or
0.09 acres
1, 166 sf or 0.03 acres
0 sf or - acres
Proposed Impervious' Area
263,366 sf or
6.05 acres
105,333 sf or 2.42 acres
158,033 sf or 3.63 acres
% Impervious' Area (total)
70.7%
68.1 %
2277.8 %
Impervious' Surface Area
On -site Buildings/Driveways
16,073 sf or
0.37
acres
16,073
sf or
0.37
acres
On -site Streets & Curbing
16,396 sf or
0.38
acres
16,396
sf or
0.38
acres
On -site Parking
217,161 sf or
4.99
acres
69354
sf or
1.59
acres
On -site Sidewalks
9,915 sf or
0.23
acres
3,510
sf or
0.08
acres
Existing
3,821 sf or
0.09
acres
-
-
Total: 263,366 sf or 6.05 acres 105,333 sf or 2.42 acres
W
�P
O
O
- sr or - acres
- sf or - acres
147,807 sf or 3.39 acres
6,405 sf or 0.15 acres
3,821 sf or 0.09 acres
158,033 sf or 3.63 acres
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development Do not report any existing
BUA that is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. delineation takine
Proiects in Union County: Contact DWQ Central OjJice staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per A'CAC 02B .0600.
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
fromhttp://h2o.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://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project on
the interactive online map at http://h2o.enr.state.nc.us/su/msi_maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bml2 forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
httl2://www.envhelp.org/pages/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
receiving stream drains to class SA waters within'fi mile of the site boundary, include the'fz
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow. KR�
T. Scale. APR
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 ti j(._
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.
Initials
9,K.
%IQ•
it,
4 J0
Form SWU-101 Version 07July2009 Page 4 of 6

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).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify u,
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: # t9 ,
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC 11 fle.
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://www.secretary.state.nc.us/Corporations/CSearch.asi2x
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.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm s,ppch a:
consulting engineer and/or firm) so that they may provide information on your behalf for �jp�oj�c��Iich as
addressing requests for additional information).
Consulting
Consulting Firm: Coastal Site Design, PC
Mailing Address:Po BOX 4041
City:Wilmington State:NC Zip:28406
Phone: (910 ) 791-4441 Fax: [phone]
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2has been filled out, complete this
section)
I, (print or type name ofperson 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 ofperson
listed in Contact Information, item la) with (print or type name of organization listed
in Contact Information, item Ib) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact hiformation, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
before me this _ day of
stormwater permit. Witness my hand and official seal,
0CMI
Date:
County of
personally appeared
and acknowledge the due execution of the application for a
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in Contact Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21:1 .1000. SL 2006-246 (Ph II — Post Construction) or SL 2008-211.
Signature: te--
1
I, a Not ry Publ c or the State of County of
do hereby certify that per onally appeared
before me thisT=yoand acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
SEAL
My commission
Form SWU-101 Version 07July2009 Page 6 of 6

X. APPLICANT'S CERTIFICATION
I, -(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 covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwaterj:ules under)�A NCAC 21-1.1000, SL 2006-246 (Ph. 11— Post Construction) or SL 2008-211.
Date: 3 -l0 " /O
I, Z&' N. /Sd/1i./7Y , a Notary Public for the State of /�`6�K County of
G�✓I� do hereby certify that dli6 W .G - personally appeared
before me thiVe day of ":Z2/")) andacknowledgethe due execution of the application for a
stormwater permit. Witness my hand and official seal,
EALICE A BONNETTE
tary Publiclow County
North Carolina
n Expires Oct 23. 2010
SEAL „ (.7, -
My commission expires c:�'v
Form SWU-101 Version 07July2009 Page 7 of 7

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DATE
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DOCUMENT PAGES
15
START TIME
05.07
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:
To:
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Fax: %/D .5 - 2 92 7
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From: Jo Casmer
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Fax: [phone]
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127 Cardinal Drive Extension, Wilmington, NC 28405 9 [phone] • An Equal Opportunity Affirmative Action Employer

-`� MEMORY TRANSMISSION REPORT
FILE NO.
109
DATE
05.07 16:13
TO
897911501
DOCUMENT PAGES
8
START TIME
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END TIME
05.07 16:17
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*** SUCCESSFUL TX NOTICE
TIME :05-07-'10 16:17
FAX NO.1
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: S"!' to
To: �i/�OGdwl-o ESN
Co: LOA/�s�AG si'�E %DES/�,fJ
Fax:
Re: COU/ >"Li00�5 sOi>l /l �fZ
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No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
1—a/ Q.G.'
127 Cardinal Drive Extension, Wilmington, NC 28405 9 [phone] o An Equal, Opportunity Affirmative Action Employer

A.
C rO
PROJECT DATA: APR 2 7 2010
BY:5 16 091111
Total Site
Existing Site Data (areas within property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 847,922 sf (19.52 acres)
Total site area 847,992 sf (19.47 acres)
Proposed Site Data
Proposed Building
Proposed asphalt/curb and gutter
sidewalks
["ire access road
Existing impervious
Total proposed impervious area
Soil Types:
39,434 sf (0.91 acres)
217,161 sf (4.99 acres)
17,333 sf (0.40 acres)
36,624 sf (0.84 acres)
3,821 sf (0.09 acres)
314,373 sf (7.21 acres)
Abbreviation
I,We and Description
Hydrologic Group
Area
Bo
Bohicket
D
0.54 ac
Mk
Murville
D
0.56 ac
Pa
Pactolus
A
3.26 ac
Wab
Wando
A
15.16 ac
(See attached soils map
and pages 132-134 of Table 15, "Physical
and Chemical Properties of the
Soils")

STORMWATER MANAGEMENT CALCULATIONS
For
COURTHOUSE BAY P-1142
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: [phone]
Fax: [phone]
3%Ti9/(0

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
March, 2010
PROJECT NAME: Bachelor Enlisted Quarters, MCAS P-1142
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: The project area for this development is 19.46 acres with 16.39 acres of disturbance. There are no
wetlands within the project limits. This project is for the construction of barracks, basketball courts and parking lots to be located at
Courthouse Bay. The owner is the United States Marine Corps. Development of this site will require the removal of an existing 2.86
acre parking lot and driveway. Part of the new Barracks, sidewalks and fire roads will be built in the footprint of the existing parking
lot. The other parking lot on site will not be disturbed but will have new asphalt installed. Water and sewer will be provided by the
Base.
Stormwater from the site will drain to SA;HQW waters located in the White Oak River Basin (Index # 19-36). The.project will be
high density utilizing a storage basin that will pump to an infiltration basin. Stormwater will be conveyed using an underground
stormwater collection system. Proposed impervious for the site is 37.1%. This project is subject to Coastal Stormwater Regulations.
Not all of the impervious from the site will be collected. Areas where fill material is being brought in to raise the site will mean
portions of fire road will not be collected. Also part of the site will be classified as redevelopment so the area where the existing
parking lot will be removed we're installing less impervious than the parking lot and this impervious will drain to an existing
collection system that will convey the water of site. The wetlands adjacent to this have don't have any associated buffers. Vincent
Lewis has made two separate visits to this site (September and December, 2009). The area where the infiltration basin will be located
had a SHWT depth of 36" and an infiltration rate of 6.7 in/hr.
PROJECT BMP: high density infiltration basin.
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

INFILTRATION BASIN (IA)
Existine Site Data (areas within nronerty boundar
wetland area
upland area
Total site area
Proposed Site Data
Proposed Building
Proposed asphalt/curb and gutter
sidewalks
Fire access road
Total proposed impervious area
Soil Types:
0.00 sf (0.00 acres)
154,578 sf (3.55 acres)
154,578 sf (3.55 acres) ?
1ST D33rn��'
16,073 sf
(0.37 acres)
69,354 sf
(1.59 acres)
3,510 sf
(0.08 acres)
16,396 sf
(0.38 acres)
105,333 sf
(2.42 acres)
Abbreviation
Type and Description
Hydrologic Group
Area
Bo
Bohicket
D
0.16 ac
Mk
Murville
D
0.31 ac
Pa
Pactolus
A
1.68 ac
WaB
Wando
A
1.40 ac
(See attached soils map and pages 132-134 of Table 15, "Physical
and Chemical Properties of the
Soils")

Storage Basin (1B)
Existing Site Data (areas within property boundary):
wetland area 0.00 sf (0.00 acres)
upland area 217,678 sf (5.00 acres)
Total site area 217,678 sf (5.00 acres)
Proposed Site Data:
Existing Road
3,821 sf
(0.09 acres)
Proposed asphalt/curb and gutter
147,807 sf
(3.39acres)
sidewalks
6,405 sf
(0.15 acres)
Fire access road
0.00 sf
(0.00 acres)
Total proposed impervious area
158,033 sf
(3.63 acres)
i 10�7,333
Soil Types:
15,
Abbreviation Type and Description
Hydrologic Group
Area
WaB Wando
A
5.00 ac
(See attached soils map and pages 132-134 of Table 15, "Physical and Chemical Properties of the
Soils")

STORAGE BASIN CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR STORAGE BASIN (see hydrograph summary and
reports):
Pre-dev. to pond
CN Pre Developed = 45 (SCS) composite value determined as follows:
+/- 217,678 sf of soils area A, woods poor condition (CN = 45)
Area = 217,678 sf or 5.00 acres
Hydraulic Length = 740 ft
Basin Slope = 1.7%
Qmax for pre-dev 1-yr/24-hr storm = 0.10 cfs
POST -DEVELOPED CONDITIONS FOR STORAGE BASIN (see hydrograph summary and
reports):
Post-dev. to pond
CN Pre Developed = 82 (SCS) composite value determined as follows:
+/- 158,033 sf of impervious surface (CN = 98)
+/- 59,645 sf of soils area A, open space good condition (CN = 39)
((158,033 x 98) + (59,645 x 39)) / 217,678 = 81.8
USED CN = 82
Area = 217,678 sf or 5.00 acres
Hydraulic Length = 700 ft
Basin Slope = 1.5%
Qmax for post-dev 1-yr/24-hr storm = 5.30 cfs
Routed site — areas draining to Storage Basin routed through Storage basin (see hydrograph
summary & reports):
Qmax for post route 1-yr/24-hr storm = 0.96
Coastal Sita Czs,gn, PC
16 A
Wilmington, Nr, 23406

INFILTRATION BASIN CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR INFILTRATION BASIN (see hydrograph summary and
reports):
Pre-dev. to pond
CN Pre Developed = 39 (SCS) composite value determined as follows:
+/- 154,578 sf of soils area A, open space good condition (CN = 39)
Area = 154,578 sf or 3.55 acres
Hydraulic Length = 434 ft
Basin Slope = 1.34%
Qmax for pre-dev 1-yr/24-hr storm = 0.01 cfs
POST -DEVELOPED CONDITIONS FOR INFILTRATION BASIN (see hydrograph summary and
reports):
Post-dev. to pond
CN Pre Developed = 79 (SCS) composite value determined as follows:
+/- 104,459 sf of impervious surface (CN = 98)
+/- 50,119 sf of soils area A, open space good condition (CN = 39)
((104,459 x 98) + (50,119 x 39)) / 154,578 = 78.9
USED CN = 79
Area = 154,578 sf or 3.55 acres
Hydraulic Length = 954 ft
Basin Slope = 0.70%
Qmax for post-dev 1-yr/24-hr storm = 2.42 cfs
SUMMARY:
Pump rate leaving storage basin = 0.23 cfs
Infiltration rate for basin = 6.7 in/hr or 1.19 cfs
Area to Storage Basin Routed (1 yr 24 hr) = 0.96 cfs
Combined areas for Storage Basin and Infiltration Basin routed through Infiltration Basin
= 0.00 cfs
Qmax for routed post-dev 1-yr/24-hr storm = 0.00 cfs < (0.10 + 0.01)= 0.11 cfs .... O.K.
b„ Coastal Site Design, PC
P.O. BOX 4041
Wilmington, NC 28406

STORAGE BASIN 1B
FY09 COURTHOUSE BAY P-1142
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO STORAGE BASIN
area to basin =
217,678
sf
5.00
acres
eAsting imp
3,821
sf
0.09
acres
buildings/driveways =
-
sf
-
acres
paved area =
147,807
sf
3.39
acres
sidewalks =
6,405
sf
0.15
acres
total imp. surface =
158,033
sf
3.63
acres
total grassed areas =
59,645
sf
1.37
acres
percent imp. = 72.6 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 72.6 percent impervious
Rv= ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv= 0.70 in/in
DETERMINE VOLUME
design stone =
1.5 inch
Rv =
0.70 in/in
drainage area =
5.00 acres
volume =
?
volume = (design storm)(Rv)(drainage area)
volume= 0.4 acre-ft
1-1/2" volume = 19,139 cf of required storage volume wl veg. Filter
INFILTRATION BASIN 1A
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO INFILTRATION BASIN
area to basin =
372,256
at
8.55
acres Includes Storage Basin
buildings/driveways =
16,073
sf
0.37
acres
paved area =
69,354
sf
1.59
acres
imp from storage basin =
158,033
sf
3.63
acres
fire road =
16,396
sf
0.38
acres
sidewalks =
3,510
sf
0.08
acres
total imp. surface =
263,366
sf
6.05
acres
total grassed areas =
108,890
sf
2.50
acres
percent imp. = 70.7
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 70.7 percent impervious
Rv= ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0,009 (1)
Rv= 0.69 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv= 0.69 in/in
drainage area = 8.55 acres
volume = ?
volume = (design storm)(Rv)(drainage area) COASTAL SITE DESIGN, PC
volume = 0.7 acre-ft - PO BOX 4041
1-1/2" volume = 31,955 cf of required storage volume w/ veg. Filter WILMINGTON, NC 28406

STORAGE BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
(ft) (so (cf)
5 8724
pump on elev 5.5 9326
6 9958
weir cut 7 11,273
8 12,669
Storage provided between pump and overflow =
1.5' storage volume provided at elev (7.0) =
25% of 1.5 volume =
4,785 + 19,949 =
STORAGE BASIN STAGE - DISCHARGE TABLE:
pump Bow rate (cfs) = 0.23
crest length of weir cut (ft) = 4.0
crest length of spillway (ft) = 40.0
STORAGE
(cf)
4,513
4,513
4,821
9,334
10,616
19,949
11,971
31,920
19,949 cf
19,949 cf
4,785 cf
24,734 cf > 19,139 cf
elevation of pump = 5.5
elevation of weir cut = 7.0
elevation of spillway = 7.5
ELEVATION
PUMP
WEIR SPILLWAY
TOTAL
(ft)
(cfs)
(cfs) (cfs)
(cfs)
5
5.3
0.23
- -
0.23
6
0.23
- -
0.23
6.9
0.23
- -
0.23
7
0.23
0.00 -
0.23
7.5
0.23
4.67 -
4.90
8
0.23
13.20 42.43
55.86
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(ft) (sf)
(cf)
(cf)
4 7,664
-
-
5 9,011
8,338
8,338
6 10,416
9,714
18,051
7 11,877
11,147
29,198
7.3 12,327
3,631
32,828 _
8 13,395
10,289
34,779
1.5' storage volume provided at elev 7.3 =
32,828 cf
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC28406

INFILTRATION BASIN STAGE - DISCHARGE TABLE:
infiltration rate (cfs) = 1.19
crest length of weir cut (ft) = 4.0
elevation of weir cut =
7.3
crest length of spillway (ft) = 20.0
elevation of spillway =
7.5
ELEVATION INFILTRATION
WEIR SPILLWAY
TOTAL
(ft) (cfs)
(cfs) (cfs)
(cfs)
4
5
1.19
- -
1.19
6
1.19
- -
1.19
7
1.19
- -
1.19
7.3
1.19
0.00 -
1.19
8
1.19
7.73 21.21
30.13
DRAWDOWN TIME:
linear infiltration rate = 6.7 in/hr
= 0.000155 ft/sec
basin bottom area = 7,664 sf
3-d infiltration rate = 1.19 cf/sec
Infiltration Basin Storage Basin
drawdown time 460.3 minutes 1445.6 minutes .
or or
7.7 hours 24.1 hours
or or
0.3 days 1.00 days
s
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC28406

Hydrograph Summary Report
Hydmflow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
0.097
5
885
2,560
—
Pre—Dev Storage Basin
2
SCS Runoff
5.301
5
745
37,361
—
—
Post Dev Storage Basin
3
Reservoir
0,958
5
835
37,320
2
7.14
21,616
Routed / Storage Basin
4
SCS Runoff
0.013
5
1060
393
---
---
----
Pre Dev Infiltration Basin
5
SCS Runoff
2.417
5
760
23,830
—
--
--
Post Dev Intl. Basin
6
Reservoir(i)
0.000
5
1095
0
2,5
7.14
32,250
Routed
Oat, SIte Ce€{gn, PC
P.O. BOX 4041
Wilmington, IIN'C 28406
courthouse_bay.gpw
Return Period: 1 Year
Friday, Mar 26, 2010

Hydrograph Report
Hydranow Hydrographs by Intelisolve v9.1
Fdday, Mar 26, 2010
Hyd. No. 1
Pre_Dev Storage Basin
Hydrograph type = SCS Runoff
Peak discharge
= 0.097 cfs
Storm frequency = 1 yrs
Time to peak
= 885 min
Time interval = 5 min
Hyd. volume
= 2,560 cuft
Drainage area = 5.000 ac
Curve number
= 45'
Basin Slope = 1.7 %
Hydraulic length
= 740 ft
Tc method = LAG
Time of conc. (Tc)
= 48.66 min
Total precip. = 3.83 in
Distribution
= Type III
Storm duration = 24 hrs
Shape factor
= 242
Composite (Area/CN) = [(0.690 x 98) + (4.310 x 36)] / 5.000
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Pre—Dev Storage Basin
Hyd. No. 1 — 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00 1'1 1 1 1
', 1 i i I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
— Hyd No. 1 Time (min)
10� CowstGl Site Design, PC.
Pa .
`;. P.O. Box 4041
Wilmington, NC 28406

Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post Dev Storage Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 5 min
Drainage area
= 5.000 ac
Basin Slope
= 1.5 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Friday, Mar 26, 2010
Peak discharge = 5.301 cfs
Time to peak =
745 min
Hyd. volume
= 37,361 cuft
Curve number =
82`
Hydraulic length
= 700 ft
Time of conc. (Tc)
= 18.34 min
Distribution =
Type III
Shape factor =
242
Composite (Area/CN) = [(3.630 x 98) + (1.370 x 39)1 / 5.000
Post Dev Storage Basin
Q (Cf5) Hyd. No. 2 — 1 Year Q (cf5)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
000
n nn
0 120 240 360 480 600
-- Hyd No. 2
720 840 960 1080 1200 1320 1440 1560
Time (min)
A'A
Coastal ISIte Design, PC
PO, Box 4041
Wilmington, NC 28406

'. � Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, Mar 26, 2010
Hyd. No. 3
Routed / Storage Basin
Hydrograph type = Reservoir
Peak discharge
= 0.958 cfs
Storm frequency = 1 yrs
Time to peak
= 835 min
Time interval = 5 min
Hyd. volume
= 37,320 cuft
Inflow hyd. No. = 2 - Post Dev Storage Basin
Max. Elevation
= 7.14 ft
Reservoir name = Storage Basin
Max. Storage
= 21,616 cuft
Storage Indication method used.
Routed / Storage Basin
Q (Cfs) Hyd. No. 3 1 Year Q (Cfs)
6.00 - 6.00
5.00 - - 5.00
4.00 - - 4.00
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800
Hyd No. 3 —Hyd No. 2 IllW I Total storage used = 21,616 cuft Time (min)
Castel &te Onign, PC
RO. Box 4041
Wilmington, NO 28406

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
Pre Dev Infiltration Basin
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 5 min
Drainage area
= 3.550 ac
Basin Slope
= 1.4 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Composite (Area/CN) = + (3.550 x 39)] / 3.550
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Friday, Mar 26, 2010
Peak discharge = 0.013 cfs
Time to peak
= 1060 min
Hyd. volume
= 393 cuft
Curve number
= 39`
Hydraulic length
= 434 ft
Time of conc. (Tc)
= 41.10 min
Distribution
= Type III
Shape factor
= 242
Pre Dev Infiltration Basin
Hyd. No. 4 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00 ' ' ' ' ' ' i ' ' ' ' -, 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Coastal Site D;+slgn, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
Post Dev Infil. Basin
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 5 min
Drainage area
= 3.550 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(2.400 x 98) + (1.150 x 39)] / 3.550
Q (cfs)
3.00
2.00
1.00
Post Dev Infil. Basin
Hyd. No. 5 — 1 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Friday, Mar 26, 2010
Peak discharge = 2.417 cfs
Time to peak
= 760 min
Hyd. volume
= 23,830 cuft
Curve number
= 79'
Hydraulic length
= 954 ft
Time of conc. (Tc)
= 37.80 min
Distribution
= Type III
Shape factor
= 242
Q (cfs)
3.00
2.00
1.00
1 0.00
1080 1200 1320 1440 1560
Time (min)
{ cm," SM, 04810n PC
Wilmington, NC 28406

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, Mar 26, 2010
Hyd. No. 6
Routed
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1095 min
Time interval
= 5 .min
Hyd. volume
= 0 cuft
Upper Pond
Lower Pond
Pond name
= Storage Basin
Pond name
= Infiltration Basin
Inflow hyd.
= 2 - Post Dev Storage Basin
Other Inflow hyd.
= 5 - Post Dev In
Max. Elevation
= 7.14 ft
Max. Elevation
= 5.24 ft
Max. Storage
= 21,616 cuft
Max. Storage
= 10,634 cuft
Interconnected Pond Routing. Storage Indication method used. EAltration extracted from Outflow.
Routed
Q (Cfs) Hyd. No. 6 -- 1 Year O (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
n nn
0
600 1200 1800
Hyd No. 6 — Hyd No. 2
Outflow Pond 1 Hyd No. 5
2400 3000 3600 4200 4800
® Total storage used = 32,250 cult Time'(min)
— Inflow Pond 2 COucfdl Sit3 Deft'l,,ci
INP.O.5m 4041
1"Jilmington, MC 284C6

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Tuesday, Mar 30, 2010
Pond No. 1 - Storage basin
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 5.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
5.00
1.00
6.00
2.00
7.00
2.49
7.49
2.70
7.70
3.00
8.00
Culvert / Orifice Structures
[A]
[B]
Rise (in)
= 18.00
0.00
Span (in)
= 18.00
0.00
No. Barrels
= 1
0
Invert El. (ft)
= 4.00
0.00
Length (ft)
= 31.00
0.00
Slope I%)
= 6.00
0.00
N-Value
= .013
.013
Contour area (sqft)
8,724
9,958
11,273
11,932
12,205
12,669
Incr. Storage (cult)
0
9,333
10,608
5,684
2,534
3,731
Total storage(cuft)
0
9,333
19,941
25,625
28,159
31,889
Weir Structures
[C] [PrfRsr] [A] [B] [C] [D]
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
0.00
0.00
Crest El. (ft)
= 7.00
7.50
0.00
0.00
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
0.00
0.00
Weir Type
= Rect
Broad
--
-
0.00
0.00
Multi -Stage
= Yes
No
No
No
0.00
n/a
.013
n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Onfice outflows are analyzed under inlet (to) and outlet (cc) control. Weir risers checked for onfee conditions (Ic) and submergence (s).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A Clv B Clv C
PrfRsr . Wr A
Wr B
Wr C Wr D Exfil User
Total
ft
cuft
It cfs cis cfs
cfs cfs
cfs
cfs cfs cfs cfs
cfs
0.00
0
5.00 0.00 - -
- 0.00
0.00
- - - -
0.00
1.00
9,333
6.00 4.28 is - -
- 0.00
0.00
- 0.23
0.23
2.00
19,941
7.00 4.28 is - -
- 0.00
0.00
- - - 0.23
0.23
2.49
25,625
7.49 4.57 is - -
- 4.57
0.00
- - - 0.23
4.80
2.70
28,159
7.70 7.80 is - -
- 7.80
4.65
- - - 0.23
12.68
3.00
31,889
8.00 13.10 is - --
- 13.10 s
18.38
- - - -
31.49
Ci SILL 02S!r=11t rV
' P.O. BOX 4041
"°
Wilmington, NO 23406

. Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Tuesday, Mar 30, 2010
Pond No. 2 - Infiltration Basin
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 4.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
4.00
7,664
0
0
1.00
5.00
9,011
8,328
8,328
2.00
6.00
10,416
9,704
18,032
3.00
7.00
11,877
11,137
29,169
3.30
7.30
12,327
3,630
32,799
3.77
7.77
12,995
5,949
38,748
4.00
8.00
13,395
3,034
41,783
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 7.30
7.50
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 4.00
0.00
0.00
0.00
Weir Type
= Rect
Broad
-
-
Length (ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 5.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 6.700 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: CulverVOrifce outflows are analyzed under inlet (1c) and outlet (oc) control. Weir risers cnecked for onfice conditions lid) and submergence (a).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Clv B CIv C PrfRsr Wr A
Wr B
Wr C Wr D Exfil User
Total
It
cult
It cfs
cfs cfs cfs cfs
cfs
cfs cfs cfs cfs
cfs
0.00
0
4.00 0.00
- - - 0.00
0.00
- - 0.000 -
0.00
1.00
8,328
5.00 0.00
- - - 0.00
0.00
- - 1.398 -
1.40
2.00
18,032
6.00 0.00
- - - 0.00
0.00
- - 1.615 -
1.62
3.00
29,169
7.00 0.00
- 0.00
0.00
- - 1.842 -
1.84
3.30
32,799
7.30 0.00
- - - 0.00
0.00
- - 1.912 -
1.91
3.77
38,748
7.77 4.34 is
- - - 4.29
7.30
- - 2.015 -
13.60
4.00
41,783
8.00 7.80 is
- - - 7.80
18.38
- - 2.077 -
28.26
Nat'l Site Design, PC
s P.Q. Foa 4041
1..
Wilmington, NC 28406

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
1.697
5
780
24,346
--
---
-----
Pre—Dev Storage Basin
2
SCS Runoff
13.06
5
745
92,977
---
--
--
Post Dev Storage Basin
3
Reservoir
12.29
5
755
92,936
2
7.70
28,065
Routed / Storage Basin
4
SCS Runoff
0.702
5
785
11,067
—
—
Pre Dev Infiltration Basin
5
SCS Runoff
6.435
5
755
62,448
—
—
—
Post Dev Infl. Basin
6
Reservoir(i)
10.09
5
780
38,999
2,5
7.78
66,779
Routed
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NO 28406
courthouse_bay_10YR.gpw
Return Period: 10 Year
Tuesday, Mar 30, 2010

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Tuesday, Mar 30, 2010
Pond No. 1 - Storage basin
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 5.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
5.00
1.00
6.00
2.00
7.00
2.49
7.49
2.70
7.70
3.00
8.00
Contour area (scift)
8,724
9,958
11,273
11,932
12,205
12,669
Incr. Storage (cuft)
0
9,333
10,608
5,684
2,534
3,731
Total storage (cuft)
0
9,333
19,941
25,625
28,159
31,889
Culvert / Orifice Structures
Weir Structures
[A]
[e]
[C]
[PrfRsr]
[A]
IB]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 7.00
7.50
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 4.00
0.00
0.00
0.00
Weir Type
= Rect
Broad
-
--
Length (ft)
= 31.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 6.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (k)
= 0.00
-
Note: CulverfOrifce outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for onfice conditions (ic) and submergence (a).
Stage /
Storage /
Discharge Table
Stage
Storage
Elevation Clv A
Civ B Clv C PrfRsr Wr A
Wr B
Wr C Wr D Exfil User
Total
ft
cuft
ft cfs
cfs cfs cfs cfs
cfs
cfs cfs cfs cfs
cfs
0.00
0
5.00 0.00
- - - 0.00
0.00
- - - -
0.00
1.00
9,333
6.00 4.28 is
0.00
0.00
- - - 0.23
0.23
2.00
19,941
7.00 4.28 is
- - - 0.00
0.00
- 0.23
0.23
2.49
25,625
7.49 4.57 is
-- -- - 4.57
0.00
- 0.23
4.80
2.70
28,159
7.70 7.80 is
-- 7.80
4.65
- - - 0.23
12.68
3.00
31,889
8.00 13.10 is
-- - - 13.10 s
18.38
31.49
Coa=!al'FRa Culdn, PC
P.O. Box 4041
Wilmington, NC 28406

Channel Report
Hydr-aflow Express by Intelisolve
Tuesday, Mar 30 2010
VEGETATIVE FILTER FROM STORAGE BY-PASS
Trapezoidal
Highlighted
Botom Width (ft)
= 10.00
Depth (ft)
= 0.40
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 7.800 --
Total Depth (ft)
= 2.00
Area (sqft)
= 4.48
Invert Elev (ft)
= 5.00
Velocity (fUs)
= 1.74 ✓ 7°
Slope (%)
= 0.50
Wetted Perim (ft)
= 12�.53
N-Value
= 0.030
Crit Depth, Yc (ft)
= 0.26
Top Width (ft)
= 12.40
Calculations
EGL (ft)
= 0.45
Compute by:
Known Q
Known Q (cfs)
= 7.80
Elev (ft)
a.00
CO3st 1 SI a Design, PC
Wilming(on, C 28406
7.50
7.00
6.50
5.50
• 11
4.50
Section
0 5 10 15 20
Reach (ft)
25 30
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
1 11
-0.50
35

Pond Report
Hydraflow Hydrographs by Intelisolve v9.1 Tuesday, Mar 30, 2010
Pond No. 2 - Infiltration Basin
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 4.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
4.00
1.00
5.00
2.00
6.00
3.00
7.00
3.30
7.30
3.77
7.77
4.00
8.00
Contour area (scift)
7,664
9,011
10,416
11,877
12,327
12,995
13,395
Incr. Storage (cuft)
0
8,328
9,704
11,137
3,630
5,949
3,034
Total storage (cuft)
0
8,328
18,032
29,169
32,799
38,748
41,783,
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B] -
[C]
[D]
Rise (in) = 18.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00
20.00
0.00
0.00
Span (in) = 18.00
0.00
0.00
0.00
Crest El. (ft)
= 7.30
7.50
0.00
0.00
No. Barrels = 1
0 .0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft) = 4.00
0.00
0.00
0.00
Weir Type
= Rect
Broad
-
-
Length (ft) = 30.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%) = 5.00
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 6.700 (by
Contour)
-
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: COveNOnfn;e cutflow are analyzed under
inlet (Ic) and outlet (act control. Weir risers checked for
onfce conditions (ic) and submergence (a).
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exffl User Total
ft tuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs cfs
0.00
0
4.00
0.00
- 0.00
0.00 -
- 0.000 -
0.00
1.00
8,328
5.00
0.00 - -
- 0.00
0.00 --
- 1.398 -
1.40
2.00
18,032
6.00
0.00 - -
- 0.00
0.00 -
- 1.615 -
1.62
3.00
29,169
7.00
0.00 - -
- 0.00
0.00 -
- 1.842 -
1.84
3.30
32,799
7.30
0.00 - -
- 0.00
0.00 -
- 1.912 --
1.91
3.77
38,748
7.77
4.34 is - -
- . 4.29
7.30 -
- 2.015 -
13.60
4.00
41,783
8.00
7.80 is - -
- 7.80
18.38 -
- 2.077 -
28.26
s.'`71% Coastal 893 Ddgn, PC
., P0. BOX 4041
�� Wilmington, NC 2406

Channel Report
Hydraflow Express by Intelisolve
Tuesday, Mar 30 2010
VEGETATIVE FILTER FROM
INFILTRATION BY-PASS
Trapezoidal
Highlighted
Botom Width (ft)
= 10.00
Depth (ft)
= 0.28
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 4.290
Total Depth (ft)
= 2.00
Area (sqft)
= 3.04
Invert Elev (ft)
= 5.00
Velocity (ft/s)
= 1.41
Slope (%)
= 0.50
Wetted Perim (ft)
= 11.77
N-Value
= 0.030
Crit Depth, Yc (ft)
= 0.18
Top Width (ft)
= 11.68
Calculations
EGL (ft)
= 0.31
Compute by:
Known Q
Known Q (cfs)
= 4.29
Elev (ft) Section
8.00
IA-Y1➢
/A1P1
r
5.50
611I11
4.50
Depth (ft)
3.00
P46111
2.00
1.50
1.00
0.50
no
_n 5n
0 5 10 15 20 25 (i9stal Site Odgn PC
'7 r P.O. Box 4041
4^•
Reach (ft) 1Wilmington, NC 28406

COURTHOUSE BAY STORMWATER PUMP STATION I FORCE MAIN CALCULATIONS
STORAGE BASIN 1
PUMP CONDITIONS:
6.0 =APPROXIMATE DISCHARGE ELEVATION
5.0 = ELEVATION OF PUMP
8.0 = INVERT OF HIGHEST POINT IN PROPOSED FORCE MAIN
632 LF OF PROPOSED 3" FORCE MAIN
19,951 CF VOLUME TO BE DRAWN DOWN IN UNDER 5 DAYS
20.7 GPM MIN. FLOWRATE REQUIRED TO DRAW DOW N IN 5 DAYS
HEAD LOSS
USING HAZEN-W ILLIAMS:
Q =
D=
hf = 10.44 x 632 x 20.7 A1.85 = 0.9 FT
L=
140Al.85 x 3 A4.87
C =
he = 8.0 - 5.0 = 3 FT
hm = 522 x 3.7 x QA2 = 0.069 FT
Ke =
D A 4
TOTAL DYNAMIC HEAD = 4.0 FT
USE 20.7 GPM Q 4.0 FT TDH FOR DESIGN
Select Tsurumi NK2-15 Semi -Vortex Dewatering Pump:
3" discharge
2 HP, 110 Volt, 1 Phase, 3440 RPM Motors
101 GPM ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
0.23 CFS ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
1.03 DAYS ACTUAL DRAWDOWN TIME
Page 1
20.7 GPM min, required for drawdown
3"
632 FT
140
E
Ccastd site Des! nl PC
r P.O. Box 4041
VII Wilmington, NC 28406

JAN-17-2008 9:07AM HD SUPPLY 0546
NO. 0345-P. 7-
F'-
MR= Pump NK - SEMES PERFORNME
§mv0ffM-BEWAT81M PUMPS I I CURVE I
MODEL
BORE
HP
KW
RPM
SOLIDS DIA
LIQUID
LIQUID
Q
SG,
vtseosrrY
TEMP.
NK245
2
3440
0.334*18.5mm
Water
1.0
1.81 CST
F
PUMP TYPE
PHASE
VOLTAGE
AMPERAGE
HZ
RTIN
STARTING METHOD
INS: CLASS
Semi -Vortex D"water-mg Pump
Single
110/1152201230
23,0122.0111.S/li . a
Go
capacitor Start
CU!V��NQ-
DATE
PHASE
VOLTAGE
AMPERAGE
KZ
STARTING
INS- cLA�,q
rw.
..
.. .....
MARKS:
M.Ft
..... •
22
70
70
.....
.....
.. .....
...
20
.... . ....
60
18
60
.
......... ..
...........
.... .
16
L
50
so
.......
......... . ..
14
40
12
60
..
. .... .....
.... ....
..
..........
.......
10
.. .....
.
...
i0o.
30.
30
.00
...... ...... .
..
01.
20
............
4
... .......
..
10
10
2
ZIP
n..........
....
.... ......
... .. ..
.....
..... ... ..
. ........
f6
. .. . ....
us wu 0 1.0
20 30 40 50 60 70
so 90
100 110 120
CAPAarY
he1ffin- 0.00 0.05
0.10
0.15 020 0.25
0.30 0.35
0.40
0.46
SHAFT
SHP
... �Ji
14
1.3
1.8
.... ;.. ... ..
...........
..... .......
......
1.2-
....
.......... .
1.1
1.0
1
.4
0.9
1.2
0.6
1.0
w
1w
El
SIR.
mm
ME

JAN, 11. 2008 9:07AM HD SUPPLY 0546
to TSURUMI PUMP
DIMPNSIONS!USCS llnehl
NK - SERIFS
TO(-DEINAYMNS PUMPS
N0.0345 P. 8
DIMENSIONS
NK2-15
NK2-22
C.WL.: Continuous running Water Level
Model
HP
INOM.[
SIZE
Ptimn Motor
C.W.L.
Wt
Obs.1
A
Al
B
B1
D
H
W1
NK2-15
2
3-
9 7/16
7 3/6
21 718
18 5/8
9 7/16
24 112
3 1/4
63.5
NK2.22
3
3"
9 7/16
7 3/8
1 21.718
18 5/8
9 7/16
24 1/2
3 1/4
64
DUIT1:13kgrr1dkII�, Fma i:lroiTl
Model
kW
INOM-1Pomp
SIZE
M r
C.W.L.
Wt.
k
A
Al
B
61
O
H
W1
NK2-15
1.5
80
240
188
555
473
240
623
80
28.8
NK2.22
2.2
80
240
188
555
473
240
623
60
29.0

JAN. 11, 2008 9:07AM HD SUPPLY 0546 NO. 0345 P. 5
TSURUMI •PUMP NK - SEfUES PERFORMANCE
SEMI-VORTIX-I)EWATEREYS PUMPS RANGE
m Ft
3o 100
90
25
80
70
20
50
5
0' 0
US GPM 0
r
mVmin o.o
GROUP PERFORNMEE RANEE
20 40 60 80 100 120
0.1 0.2 0.3 0.4
CAPACITY
Coestal Site Csstgn, PC
oo, Box 4041
.' N
Wilmington, C 28406
0.5

JAN. 17.2008 9:06AM HO SUPPLY 0546
AM=
MES
TSURUMI PUMP 5flYifMcz-5umE
-1ll3RiF7C-i3'�YA3IIiID1E PL1119p
■ FEATURE
1. semi -vortex, Ductile Iron
impeller with ethylene
propylene casing, increases
wear resistar a when pumpage
contains abrasive particles.
2. Double inside mechanical seals
with silicon carbide Faces, (both
top and bottom) running in an
oil filled chamber and further
protected by a rip seal running
against a replaceable, 430
stainless steel shaft sleeve,
provides for the most durable
seal design available.
overloading or accidental
tun -.dry conditions.
S. Double shielded, permanently
lubricated, high temperature
C3 ball bearings rated for a
B-10 life of 60,000 hours,
extend operational life.
S. Top discharge, flow -thin
design enables operation at
low water levels for extended
periods.
■ APPLICATIONS
1. Residential, commercial,
N0.0345 P. 2
weaPl
SPECIFICATIONS
3. Highly efficient, continuous duty industrial wastewater and
air filled, copper wound motor construction site drainage. V-'
a.
with class B, Insulation
minimizes the cost of operation. 2. Effluent transfer.
4. Built in thermal & amperage 3. Decorative waterfalls and O
sensing, Protector prevents fountains.
motor failure due to -
I w
4. Raw water supply from rivers
or lakes.. ` 0
q
Ep[11PPFD
■ SPEURCA'CIONS
■ STANDARD
■ OFTIONS
Discharge Size
3" Npt (80 mm)
Horsepower Range
2 - 3 Hp. (1.5 - 22 Kw)
Performance Range Capacity
30 - 130 Gpm. (.11 -• .49 m'/min)
Head
6 - 74 Ft. (1.82 - 22.5 m)
Maximum water temperature
130' F. (64.40 C.)
Materials of Construction
Casing
Ethylene Propylene Rubber
Impeller
Ductile Cast Iron
Shaft
403 Stainless Steel
Motor Frame
Aluminum alloy
Fasteners
304 stainless Steel
Mechanical Seal
Upper Seai
Silicon Carbide/Silicon Carbide
Lower -Seel
Silicon Carbide/Silicon Carbide
Elastomers
NBR (Nitric Buna Rubber)'
Impeller Type
Semi-vormx, solids handling.
Solids Handling Capability
Screen Size
Bearings
Prelubricated, Double Shielded
Motor Nomenclature
Type, Speed, Hz
Air Filled, 3600 Rpm, 60 Hz.
Voltage, Phase
115/230 V., 1 Ph, 230 V. 1 Ph (NK2-22)
Insulation
Class B
Accessories
Submersible Power Cable 32' (9.75 m)
Length as Required
Operational Mode
Manual
75-301 Float Switch
P0. Box 4041
Wilmington, NC 28406

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
P-1142 BEQS
CAMP LEJEUNE BEQS
CAMP LEJEUNE, NORTH CAROLINA
PREPARED FOR:
MR. JOHN QUIGLEY
WALSH CONSTRUCTION
929 W. ADAMS
CHICAGO, ILLINOIS 60607
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.' 22.15148
FIRM NO. F-1087
WINSLO�WrrwC INaO NS. P.E.
C A
'a EAL
- 0 37K Cb
NC L��b33751
SEPTEMBER 3, 2009

Nip ECS CAROLINAS, LLP "Setting the Standard for Service"
CAR®LINA9 Geotechnical • Construction Materials • Environmental • Facilities
September 3, 2009
Mr. John Quigley
Walsh Construction
929 W. Adams ,
Chicago, Illinois 60607
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
P-1142 BEQs
Camp Lejeune BEQs
Camp Lejeune, North Carolina
ECS Project No.: 22.15148
Dear Mr. Quigley:
As authorized by your acceptance of our proposal number 12713R1 dated August 11,
2009, ECS Carolinas, LLP has completed a subsurface exploration for the subject
project. This report presents the results of the field exploration and engineering
analysis, along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
J��J ("��
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
AU)
M.
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 022983
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411. • T 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Carolinas, LLP • ECS Flodda, LLC • ECS Illinois, LLC - � ECS Mld-Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P-1142 BEQs
Camp Lejeune BEQs
Camp Lejeune, North Carolina
ECS Project No.: 22.15148
Direct Push Boring: Approximately 6 inches of topsoil was recovered at boring location S-22.
Beneath the surface to a depth of approximately 2 feet, the test boring typically encountered
brown silty sand (SM). From a depth of 2 feet to a depth of 12 feet, the test boring typically
encountered gray and tan sand (SP).
4.4 Groundwater Conditions
Porewater pressure measurements were made during the drilling operations at all boring
locations. The groundwater depths range from 4.4 to 6.3 feet below the existing grade. The
stabilized 24 hour ground water level in the direct push boring was 6.0 feet.
Variations in the location of the long-term water table may occur as a result of changes In
precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration. If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers.
4.5 Seasonal High Water Table and Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high water level is estimated to
be at the surface at the locations tested. The results of the hand auger borings, seasonal high
water levels, and infiltration results are summarized below:
Location
SHWL
(in.)
Ground
Water (in.)
Infiltration
Rate (infhr)
1-10
30
48
6.7
1-11
14
26
2.8
1-12
18
32
7.2
1-13
6
20
0.19

M'.
V
21
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eesau.�rsxwnira
nne
SCALE (IN FEET)
0
REFERENCE .
SMMAPPROVIDEDBYCA m
ING�G, INC.
N
W ECS E
s
FIGURE 1
STrE MAP
P-1142 BEQS
CAW LEJEUMBEQ9
ONSWW Wu
CAMP LEMUNE, NORTH CA MNA
PAOYFCUMO.22.15148
DRAWNBYIDATE
WEG 0010
CJIEC BYIDAW
F11.ENAME: SITPMAP

DEC-07-2009 MON 03:03 PM NCDENR FAX NO. 910 350 2004
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. LewisQa ncmail.net. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time: Q 9 �' 6o
Project Name: Courthouse Bay
County: ONSLOW
Street Address: Grace Road
Directions from the nearest intersection of two major roads: FROM
INTERSECTION OF US 17 AND HWY 172. TRAVEL EAST ON HWY 172
APPROXIMATLEY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON
MARINES APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE.
TRAVEL 0.16 MILES, TURN LEFT AND PARK. SITE IS LOCATED NEXT TO
SOFTBALL FIELD.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? []YES ®NO
Consultant Name: Rodney Wright Phone: [phone]
Consultant Firm Name: Coastal Site Design, PC
P. 03
Bore Number
1
2
3
4
5
a) Existing Ground Elevation
a ao
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
;:;;,;;;:,5;
e Hardpan Depth?
Approx. Elev. Of SHWT
,
Max. lowest bottom elev.
h Infiltration Rate OK? •
f>`?r''-uliVl!l
iis7 :a!'
i Confirmation of SHWT'
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
'State Soil Scientist Use ONLY
Comments
Required Attachments:
1. Legible vicinity map.
2, Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take

raflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan
Outfall
1
CB-17 (CB-SD1�
(CB -SDI)
6 (CB -SDI)
32
-15 (CB-SD7) 31
-10 (CB-SDi)
CB-14 (CB-SD7)
30
CB-1
MH-3 (CB-SD1)
Project File: CB-Storm.slm
1
0
EX CBI (CB-SD1)
14
12 13 EX C82 (CB-SDi)
CI;3 (CB-SD7)
16 �C
CB-11 (CE
CB-
CB-!
\7
EX CBQ (CB
Outfall' CB-2 (CB-SD1)
MH-2 (CB-SD1)
Uurmn
Number of lines: 33
Outfall
B-5 (CB -SDI)
Date: 03-29-2010
Hydraflow Stmm Sewers E erulon v6.086

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dee
Junction
No.
rate
size
shape
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
Type
lets)
(in)
(n)
IN
Ihl
N
(ft) -
IN
(h)
(tt)
No.
1
EX 9 (CB -SDI)
19.10
24
Cir
222.567
0.50
2.16
0.746
2.05
3.82
0.45
4.27
End
Manhole
2
EX 7 (CB -SDI)
16.90
24
Cir
119.711
2.21
2.70
0.409
4.27'
4.94'
0.69
5.63
1
Generic
3
EX 5 (CB -SDI)
9.70
18
Cir
146.073
2.99
3.93
0.644
5.63'
6.88'
0.72
7.60
2
Generic
4
EX 4 (CB-SD1)
3.20
15
Cir
127.978
3.93
5.13
0.938
7.60'
7.91
0.11
8.02
3'
Generic
5
11(CB-SD1)
3.10
15
Cir
115.931
3.98
4.33
0.302
7.60'
7.87'
0.10
7.97
3
Generic
6
EX 6 (CB-SD1)
4.00
12
Cir
121.137
3.11
4.79
1.387
5.63'
7.16'
0.40
7.56
2
Generic
7
EX 8 (CB -SDI)
2.20
15
Cir
24.289
2.26
2.38
0.494
4.27'
4.30'
0.05
4.35
1
None
8
EX 11 (CB-SD1)4.60
18
Cir
100.913
0.43
1.98
1.536
1.25
2.80
n/a
2.80j
End
None
9
16 (CB -SDI)
4.60
18
Cir
10.338
1.98
2.14
1.540
2.80
2.96
Na
2.96
8
Manhole
10
15 (CB -SDI)
4.60
15
Cir
19.715
2.24
3.03
4.007
2.96
3.89
n/a
3.89
9
Generic
11
EX 10 (CB-SD1)
3.50
15
Cir
82.862
3.25
7.66
5.322
3.89
8.41
n/a
8.41
10
None
12
EX 3 (CB -SDI)
18.20
24
Cir
99.226
1.48
1.78
0.302
2.99'
3.96'
0.85
4.82
End
Generic
13
EX 2 (CB-SD1)
8.90
18
Cir
159.141
1.80
2.69
0.559
4.82'
5.96'
0.20
6.16
12
Generic
14
EX 1 (CB -SDI)
2.10
12
Cir
119.597
3.33
8.56
4.373
6.16
9.17
r✓a
9.17j
13
Generic
15
14 (CB-SD1)
1.80
15
Cir
152.620
1.82
4.26
1.599
4.82
4.97
0.10
5.07
12
Generic
16
EX 14 (CB-SOI)
4.30
24
Cir
92.702
1.82
2.98
1.251
4.82
4.85
0.04
4.89
12
Generic
17
13 (CB-SD1)
1.60
15
Cir
159.280
3.01
5.40
1.501
4.89
5.91
Na
5.91 j
16
Generic
18
8 (CBSD1)
35.40
42
Cir
17.682
5.00
5.04
0.249
7.00
7.08
0.86
7.95
End
Generic
19
6 (CBSD1)
35.40
36
Cir
67.096
5.04
5.21
0.253
7.95
8.11
0.73
8.84
18
Generic
20
5 (CB -SDI)
12.10
30
Cir
267.000
5.21
5.86
0.243
8.84'
9.07'
0.09
9.17
19
Generic
21
7 (CB -SDI)
8.70
24
Cir
113.771
5.21
5.47
0.229
8.84'
9.01'
0.12
9.13
19
Generic
22
10 (CB-SD1)
1.70
15
Cir
255.722
5.92
8.46
0.993
6.44
8.98
rVa
8.98
End
Manhole
23
EX 12 (CB-SD1)
1.70
15
Cir
181.285
8.50
9.06
0.309
9.11
9.67
0.13
9.80
22
Generic
24
1 (CB-SD1)
22.90
30
Cir
30.275
4.00
4.07
0.231
7.30'
7.39'
0.33
7.72
End
Generic
Project File: CB-Stonn.stm
Number of lines: 33
Run Date: 03-31-2010
NOTES: Return period = 10 Yrs. 'Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydr . Storm S.. Fxl..w u6.066

Storm Sewer Summary Report
Pago 2
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
,r
-°
No.
rate
size
shape
length
EL Do
EL Up
slope
down
up
loss
Junct
line
Type
(cfs)
lint
(n)
(H)
(H)
N
(ft)
(ft)
(ft)
(ft)
No.
25
2 (CBSD1)
22.90
30
Cir
118.569
4.07
4.35
0.236
7.72'
8.09'
0.44
8.53
24
Generic
26
3(CB-SD1)
7.00
24
Cir
136.169
4.35
4.83
0.353
8.53'
8.66'
0.08
8.74
25
Generic
27
49 (CB-SD1)
7.50
18
Cir
287.547
4.35
5.07
0.250
8.53-
10.00-
0.41
10.41
25
Generic
28
12 (CB-SD1)
2.30
15
Cir
105.630
5.06
5.32
0.246
10.41
10.55'
0.05
10.60
27
Generic
29
48 (CB -SDI)
4.50
18
Cir
137.602
5.06
6.02
0.698
10.41'
10.66'
0.10
10.76
27
Manhole
30
47(CB-SD7)
4.50
18
Cir
82.489
6.02
6.39
0.449
10.76'
10.91'
0.10
11.02
29
Generic
31
46 (CB-SD1)
2.50
18
Cir
84.521
6.39
6.77
0.450
11.02'
11.07'
0.03
11.10
30
Generic
32
45 (CB -SDI)
1.90
15
Cir
69.775
6.77
7.82
1.505
11.10'
11.16'
0.04
11.20
31
Generic
33
44 (CB -SDI)
0.80
15
Cir
86.999
7.82
9.12
1.494
11.20'
11.21'
0.01
11.22
32
Generic
Project File: CB-Stonn.stm
Number of lines: 33
Run Date: 03-31-2010
NOTES: Return period = 10 Yrs. ;'Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hyer4"Storm Sewers F ension v6.O66

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
------------------------Cover description --------------------------
-------------hydrologic
soil groups
--------
Hydrologic
Cover type
conditions'
A
B
C
D
Pasture, grassland, or range—
Poor
68
79
86
89
continuous forage for grazing. a
Fair
49
69
79
84
Good
39
61
74
80
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
86
tree farm). s
Fair
43
65
76
82
Good
32
58
72
79
Woods. e
Poor
45
66
77
83
Fair
36
60
73
79
Good
304
55
70
77
Farmsteads —buildings, lanes,
—
59
74
82
86
driveways, and surrounding lots.
1 Average runoff condition, and 1.= 0.2S.
2 Poor.., <50% ground cover or heavily grazed with no mulch. .
Fair., 50 to 75% ground cover and not heavily grazed.
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 CN = 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 litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
" ' PO BOX 4041
' uVtlmington, NC 26406
Rev. 6106
8.03.17

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
-------------------------------------Cover Description ------------------------ --------hydrologic soil group-------
Cover type and hydrologic condition
Average percent
A
B
C
D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries,
etc.) 3:
Poor condition (grass cover < 50%) .............................
68
79
86
89
Fair condition (grass cover 50% to 75%) .....................
49
69
79
84
Good condition (grass cover > 75%) ............................
39
61
74
80
Impervious areas:
Paved parking.lots, roofs, driveways, etc.
98
98
98
98
(excludingright-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:
1/8 acre or less (town houses) .........................................
65
77
85
90
92
1/4 acre............................................................................
38
61
75
.83
87
1/3 acre..............................................................................
30
57
72
81
86
1/2 acre.............................................................................
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) " ........................
Idle lands (CN's are determined using cover types
3, ! 3!"a Desi
n PC
similar to those in table 2-2c).
&.,„,
t
L - 1. Average runoff condition, and la = 0.25. --It' wllmingtorl, NC 26406
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions areas 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 for the 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's for the newly graded pervious areas.
Rev. 6/06
8.03.15

POINT PRECIPITATION` "
FREQUENCY ESTIMATES e
FROM NOAA ATLAS 14
WILMINGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 342683 N 77.9061 W 26 feet
from 7rwipmetion-Frequmry Atlas ofthe Uomd Smtes" NOAA Ades 14, Volume 2, Vmaimm 3
GM Bottom, D. Martia, B. Lin, T. Peaybole, MYekm, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland 2004
" * Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
48
dears) min mhe ram mia min min hr hr hr hr hr day day day day 11 day 11 day 11 day
0.56
0.90
1.12
1.53
1.91
29
2.46
3.04
3.58
.27
5.02'
5.68
6.46
727
9.65
11.74
14.60
17.50
0.66
1.06
133
1.84
2.31
2.79
279 87
3.69
.33
5.19
F6 -08JEE]EflEj
11.51
13. 66
1726
20.61
�5
0.78
124
157
224
2.87
3.56
3.81
4.73
5.59
6.71
7.80
8.68
9.79
00.80
44,02
16.74
20.45
24.10
10"
0.87
139
1.75
2S4
3.31
421
4.54
5.64
6.69
8.03
929
3025
11.46
1253
16.07
18.99
23.03
26.85
0
0.98
1S6
1.97
294
.89
KT]ETJ
67997
8 37
00. 77
171578
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
5.9E
6.56
820 1
9. 77�
11.90
13. 11
44.64
15.99
17.22
21.55
24,73
29.49
33.58
100
1:15
1.83
2.31
3.53
4.87
6.84.
7.64
9.55
11:58
13.98
15.91
16.93
1828
19.54
24.21
27.39
3247
36.58
200
1.24
1.96
2.47
3.85
5.40
7.80
8.81
11.09
13.52
16.38
18.56
19.49
20.80
22.09
27.11
30.19
35.58
39.58
500
1.35
2.14
2.679
4.28
6.14
9:28
10.64
13.46
66.57
20.18
22.64
23.42
44.61
25.94
31.26
34.19
99.86
43. 77
1000
1.44
227
2.85
4.62
6.75
10.57
1226
15.58
19.24
23.57
26.25
26.90
27.83
29.18
34.76
37.38
43.38
46.91
•The upper
bound
of the mddence'ufarval
at 90%anfidence
L416
the value
which 5%of
to simulated
mange
values
fm a oiveo
lrenunnev
am mn,stmmsn"
•• These precipitation frequency estimates areed duration ce" bason a2& des ARl ¢ fha Average Recurrence Interval.
Please refer to tie documerblon for soma infom don. NOTE Fmmaft prevents esfimahs near zero to appear so rem.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
(year*9> rruD an » »- ma 20 >u h a8 day aay a r �y a r d r d r
0.49
0.78
0.97
1.34
I'.67
1.94
2.08
2.59
3:00
3.5Q
4.1b
4.73
5.4E
6.22
8.37
1037
13.00
15.63
0.58
993
1.16
1.61
2.02
2.36
2:53
3.14
3.64
4.24
5.03
5.70
6.62
7.43
9.98
12.32
15.38
18.42
0
0.68
1.08
1. 77
1.95
2. 00
3.02
3.23
4.02
4.70 7
5.48
6.44
7.19
8.30
9.19
12. 44
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
8.45.
9.69
10.65
13.91
16.73
20.47
23.95
25
0.85
1.35
1.71
2.53
3.37
4.33
.73
5.91
6.98
8.15
9.43
00.28
11. 99
12.74
16.38
19.43
23.57
27.20
50 "
0.92
1.46
1.8E
2.78
3.77
4:99
5.51
6.90
8..21
9.56
10.97
11.83
13.32
14.45
183E
11. 44
25.94
29.67
'l00
0.98
1.57
I. 88
3.03
4,17
5.71.
6.36
8.00
9.57
11.T0
1263
13. 22
15.06
16.23
20.41
23:65
28.33
32.06
200
1.0E
1.67
2.10
3.27
4.59
6.47
7.29
9.17
11.06
12.80
14.48
1532
16.89
I8.11
22.5E
25.78
30.73
34.41

Sot
Name of Stream Description Curr. Class Date Basin Stream Index 4
Stones Bay Entire Bay SA;HQW 06/01/56 white Oak 19-30
Mill Creek From source to Stones SA;HQW 06/01/56 White Oak 19-30-1
Bay
Muddy Creek From source to Stones SA;HQW 06/01/56 White Oak 19-30-2
Bay
Stones Creek From source to Stones SA;HQW 06/01/56 White Oak 19-30-3
Bay
Millstone Creek From source to Stones SA;HQW 06/01/56 White Oak 19-30-3-1
Creek
New River All waters within SC 06/01/56 White Oak 19-31
Restricted Area 1,000 yards of earthen
# 1 dock at the United
States Marine Corps
Rifle Range
Everett Creek From source to New SA;HQW 06/01/56 White Oak 19-32
River
Ellis Cove Entire Cove SA;HQW 06/01/56 white Oak 19-33
Sneads Creek From source to Ellis SA;HQW 06/01/56 White Oak 19-33-1
Cove Bay
Fannie Creek From source to New SAIHQW 06/01/56 White Oak 19-34
River
Wheeler Creek From source to New SA;HQW 06/01/56 White Oak 19-35
River
Courthouse Bay Entire Bay SA;HQW 06/01/56 White Oak 19-36
New River All waters within a SC 06/01/56 White Oak 19-37
Restricted Area line beginning at the
# 2 Government Dock in
front of U.S. Coast
Guard Detachment
Barracks at Marines
and running a
southwest course 1,000
yards to Channel
Marker #13, thence a
southeasterly course
1, 000 yards to Flash
Beacon # 11, thence a
northeasterly course
500 yards to al point
on the mainland at
Wilkins' Bluff, thence
following the
shoreline to the
Government Dock
Unnamed From source to New SC;HQW 08/01/90 White Oak 19-37-1
Tributary to New River Restricted Area
River (Rufus # 2
Creek).
Traps Bay Entire Bay SA;HQW
06/01/56 White Oak 19-38
Traps Creek From source to Traps SA;HQW
06/01/56 White Oak 19-38-1
Bay '
Toms Creek From source to Traps SA;HQW
06/01/56 whiteOa�+k 19-38-2
Bay
pp yy
G{i:iiul dii ld,tl,
=,
P.O. Box 4041 .
Wilmington, NC 28406
Page 5 of 11 2009-11-14 07:12:31

351
00or
I'hs)
3an
T4.
MIA"

Exhibit 7
Minimum slopes for pipe selection.
Minimum slope required to maintain stated minimum velocity at full flow.
Material
Concrete
Concrete Corr M11
Corr Md
Application
Storm
Sanitary Storm
Sanitary
Manning n
0.013
0.013 0.024
0.024
Min V (ft/sec)
3
2 3
2
Pipe Diameter (in)
Minimum Slope
15
0.00325
0.00144
0.01107
0.00492
18
0.00255
0.00113
0.00868
0.00386
21 *
0.00207
0.00092
0-00707
0.00314
24
0.00174
0.00077
0.00592
0.00263
27 *
0.00148
0.00066
0.00506
0.00225
30
0.00129
0.00057
0.00439
0.00195
33 *
om114
0.00050
0.00387
0.00172
36
0.00101
0.00045
0.00345
0.00153
42
0.00082
0.00037
0-00281
0-00125
48
0.00069
0.00031
0-00235
0.00104
54
0.00059
0.00026
0.00201
0.00089
60
0.00051
0.00023
0.00174
0.00077
66
0.00045
0.00020
0.00154
0.00068
72
0.00040
0.00018
0.00137
0.00061
* Non-standard in some markets.
Exhibit 8
Abbreviated Table of Values of Manning Roughness Coefficients.
Description of Lining
n
t
Reinforced concrete pipe
0.013
Corrugated metal pipe
0.024
Concrete,.trowelled finish
0.013
Concrete, float finish
0.015
Street gutter or paved channel
0.015
Earth, straight and uniform
0.022
Grass -lined swales
0.030
Unmaintained brushy channel
0.080
Ca
Stone -lined channel (4=inch)
0.028
Stone -lined channel (6-in)
0.030
Ks
Stone -lined channel (9-in)
0.032
0 0
Stone -lined channel (12-in)
0.034
r
Stone -lined channel (15-in)
Stone -lined channel (18-in)
0.035
0.036
y`
VI-8

k,T �tec,D
Naugle, Mary
From: RODNEY WRIGHT [[e-mail]
Sent: Monday, April 26, 2010 3:44 PM
To: Naugle, Mary; [e-mail]
Cc: 'Towler CIV David W
Subject: RE: SW8 091111 Courthouse Bay P-1142
Attachments: SW_app_3_of_6.pdf, SW_ Project_data_pg_2.pdf
Mary Jean,
Attached please find the revised page 3 of the SW application and project data page.
Items Addressed:
1. Filled out top part of Section 10 of the SW application.
2. Added "existing imp' on project data page so numbers match up with application.
Thank you,
From: Naugle, Mary [mailto:[e-mail]]
Sent: Monday, April 26, 2010 11:04 AM
To: [e-mail]; RODNEY WRIGHT
Cc: Towler CIV David W
Subject: SW8 091111 Courthouse Bay P-1142
Howard;
Please provide the following additional information:
1. Please fill in the drainage area data at the top section of the application on section IV (10) for the
redevelopment column.
2. Please verify the values for total bua between the application section IV (10) and the calculations page for
project data. The application totals 314,373 sf and the calcs report 310,552 sf. It helps to report atotal '
column for the project on the application in section IV(10) and report the same data, including the existing bua
', on the calcs page. I think the difference is the ' existing bua ' of 3,821.
Please submit within 5 working days of receipt of this e-mail. You may submit this electronically if that is easier for you.
Please let me know if you need a fax sent to the applicant.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting &(Q4U
NC Division of Water Quality
127Cardinal Drive Ext
Wilmington, NC 28405 COP
910-796-7215 ,/
910-796-7303
910-350-2004 fax
mare. naugle @ncdenr. ao v
Please note: E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
April 15,2010
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal
Courthouse Bay FY09 BEQ P-1142
Onslow County
CSD Project No. 09-0211
Dear Mary Jean:
Enclosed please find the following items.
Impervious dimension plan
Copy of stormwater profile C-301
Please call if you have any questions.
Very truly yours,
JJJ.m
Rodney right
Encl.: As noted above
cc: Calibre Engineering
REcro APP 15 201Q°
rBY7APP5'
ess At✓L

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
April 1, 2010
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Submittal
Courthouse Bay FY09 BEQ P-1142
Onslow County
CSD Project No. 09-0211
Dear Mary Jean:
Enclosed please find the following items.
- two (2) copies of sheets C-105 C-504-507
- Original stormwater application
- Infiltration basin supplement and O&M
- Stormwater calculations
- Vegetative filter supplement and O&M
- drainage area map .
- redevelopment area map
- grading plan
- stormdrain profile drawing
- impervious dimension map
- Check for $4,000 check # 2671
Items addressed from Submittal meeting:
1. Bearing and distance are on the Impervious Dimension Map
2. Cross sections of road; sidewalk and parking lot are on the Grading plan(C-102-104)
3. Finished floor elevations and spot elevations are on the grading plan (C-102-104)
4. Enclosed filter strip supplement
5. Pipe inverts are located on the stormdrain profile drawing (C-301)
6. Corrected drainage area numbers on applications and supplements
7. Revised narrative

Please call if you have any questions.
Very truly yours,
Rodney ght
Encl.: As noted above
cc: Calibre Engineering

A`I A••�
NCDENR
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
-5ab ONLY ,A�
For DENR Use
Reviewer M,T 4 Z} r
Submit: 3-30
Tim: 9
r IS
Confirm: 3 - 18
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(c
ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.le
g)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrickgrogan�nctrail.net
• Washington Region -Lyn Hardison 252-946-9215 or Iyn.hardison�ncmail.net
• Wilmington Region -Janet Russell910-350.2004 or ianet.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
—�� 30
CP—Pr
Project Name: COURTHOUSE BAY P-1142 County: ONSLOW
Applicant: CARL BAKER Company: MARINE CORPS BASE. CAMP LEJEUNE OAS 1 Z Q 1 0 —O6
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, Stale: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:MARINES ROAD CAMP LEJEUNE
Project Drains into SA HQ waters — Water classification 191936 (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y _
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN. PC I ]2%4cc—] ";TIC
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] MAR 1 6 2010
SECTION ONE: REQUESTING A SCOPING'MEETING ONLY
SCOPING'MEETING ONLY
❑ Scoping Meeting ONLY [ DWO, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE ONLY THE PROGRAM�YOU ARE REQUESTING FOR EXPRESS PERMITTING
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 it 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 I— #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ®❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
it— ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Ljnd Quality ❑ Erosion and Sedimentation Control Plan with= acres to be disturbed.(CK # (for DENR use))
SECTION THREE —
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
aaaaaaara+aarar+++a+aa+++aaaaaa+++aaaaaaraa<rrraa•++ta++For DENR use only*aaaaaaaaaaaaaarar aaaa aaaarr++++++++++++++++++++aaaaaaaaaaaa
Fee Split for multiple permits: (Check# 1 Total Fee Amount S
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance ([IMaj; ❑ Min)
$
SW (El HD, ❑ LD, ❑ Gen)
I
$
401:
$
LQS
I
$
Stream Deter—
$
NCDENR EXPRESS March 2009

For DENR Use NLY -.C—J
��� North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are
Coordinator along with a completed DETAILED narrative, site plan
of the project location. Please include this form in the application F
Reviewer: 4; C 0
/Subm1 2 b0
Confirm: t —
for express review. FAX or Email the completed form to Express
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(g.ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(&-ncmail.net
• Mooresville & -Patrick Grogan 704.663-3772 or patrick.groganAncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardisonAmcmail.net
• Wilmington Region -Janet Russell910-350.2004 or [e-mail]
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
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Project Name: COURTHOUSE BAY P-1142 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:MARINES ROAD CAMP LEJEUNE
Project Drains into SA HOW waters - Water classification 19_36 (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within %, mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? Y R
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN. PC E C E 0 V E:D
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] JAN U 5 20IO
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: DWQ
PROJ #
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
171401 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 Welland (_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
❑ 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 . acres to be disturbed.(CK # (for DENR use))
1.1 n
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No . Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
♦u+aaauaaaaaaaaaaaaaaa»uaaauaaaaaaaaaaaaaaaauaaaaalbr DENR use only.aaaaaaraaaaaaaaaaaaaaaa++++++++aaa+aaaa♦aaaaaaaaaaaaaaaaaasa
Fee Split for multiple permits: (Check# 1 Total Fee Amount $
SUBMITTAL DATES
I SUBMITTAL DATES
Fee
CAMA
$
Variance (E]Mal; ❑ Min)
$
SW(❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS -
$
Stream Deter—
$
NCDENR EXPRESS March 2009

I 1 I 1
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COASTAL
SITE
DESIGN, PC
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DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION h1 �pcJ
-�
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested, _p,
attach a second sheet. G��
State Soil Scientist Confirmation Visit date/time: �� 6 9 *� O 40
Project Name: Courthouse Bay County: ONSLOW
Street Address: Grace Road
Directions from the nearest intersection of two major roads: FROM
INTERSECTION OF US 17 AND HWY 172. TRAVEL EAST ON HWY 172
APPROXIMATLEY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON
MARINES APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE.
TRAVEL 0.16 MILES, TURN LEFT AND PARK. SITE IS LOCATED NEXT TO
SOFTBALL FIELD.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? ❑YES ®NO
Consultant Name: Rodney Wright Phone: [phone]
Consultant Firm Name: Coastal Site Design, PC
Bore Number
1
2
3
4
5
6
a Existing Ground Elevation
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
e Hardpan Depth?
z 9r;
f Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK?
i Confirmation of SHWT *
/ t '
J
2
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments Seel 7U 7ur-r. r SgP.
Pi IE C IE I V E Ir'\
Required Attachments: DEC 0 4 2009 U
T: Legible vicinity map.
2r_( Complete_Soils Report.
nwo
3'.� PDF+formatted site plan with the boring locations to be tested. -Site -Plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
Alf proposed infiltration areas and existing, active utility lines located Wthin the proposed
basin'/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
1-
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the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

L O CA TI ON MAP
SITE
NEW NE doe
N. C. 172
o
ti
2
NOT TO SCALE
FROM INTERSECTION OF US 17 AND HWY 172. TRAVEL
EAST ON HWY 172 APPROXIMATELY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON MARINES
APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE. TRAVEL 0.16 MILES, TURN LEFT AND PARK.

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6i6,4
13 °,4j

s8oyiiii s�o Q
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For DENR Use �
Reviewer: C-
AE*A.
North Carolina Department of Environment and $ebmir 11-Z o Natural Resources lo:'�o
NC®ENR Request for Express Permit Review Time:
Confirm. tl _ 2d
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;alison.davidson(a).ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(rDnctrail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(ftcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or Iyn.hardison(ancmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ci ncitir et
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
s�. 1U)
Project Name: COURTHOUSE BAY P-1142 County:ONSLOW BEq .lo�rncrct-
Applicant: CARL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: INC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:MONTFORD LANDING, CAMP LEJEUNE
Project Drains into SA HQ waters — Water classification 1919=36 (for classification see-http://h2o.enr.stale.nc.us/bims/reports/reportsWB.htmll
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within 'X22 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant:HOWARD RESNIK Company: COASTAL SITE DESIGN, PC C ' D
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] NOV 2 0 2009
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
PROJ s
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
DWQ
❑ 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 Welland (_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 X- igh 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 tt)
❑ 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 scopino and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
++********aaaarr*oar++++****+a***•*r****aaaaa•'*********For DENR use only*+*rr*******a**a*raa*raaraaraaaaataaarrarrarrrrrrrrrarraaraa
Fee Solit for mulliole hermits: (Check It 1 Total Fee Amount E
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mal; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS March 2009

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L O CA TI OC MAP
FROM INTERSECTION OF US 17 AND HWY 172. TRAVEL
EAST ON HWY 172 APPROXIMATLLY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON MARINES
APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE. TRAVEL 0. 16 MILES, TURN LEFT AND PARK.
<9

DIVISION OF WATER QUALITY '% l��l�' INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet. ���q
State Soil Scientist Confirmation Visit date/time: V /0 % l • ��
Project Name: Courthouse Bay County: ONSLOW
Street Address: Grace Road
Directions from the nearest intersection of two major roads: FROM
INTERSECTION OF US 17 AND HWY 172. TRAVEL EAST ON HWY 172
APPROXIMATLEY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON
MARINES APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE.
TRAVEL 0.16 MILES, TURN LEFT AND PARK. SITE IS LOCATED NEXT TO
SOFTBALL FIELD.
>1 acre being disturbed? ®YES []NO
Consultant Name: Rodney Wright
CAMA Major required? ❑YES ®NO
Phone: [phone]
Consultant Firm Name: Coastal Site Design, PC
Bore Number
1
2
3
4
5,,_6'i",
a Existing Ground Elevation
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
e Hardpan Depth?
f Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK? *
"
i Confirmation of SHWT
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and then: is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take

L O CA TI ON MAP
SITE
NEW IVE doe
N. C, 17
co
U'
Z
NOT TO SCALE
FROM INTERSECTION OF US 17 AND HWY 172. TRAVEL
EAST ON HWY 172 APPROXIMATLLY 11.0 MILES. TURN RIGHT ONTO MARINES ROAD. TRAVEL ON MARINES
APPROXIMATELY 0.3 MILES. TURN RIGHT ONTO GRACE LANE. TRAVEL 0. 16 MILES, TURN LEFT AND PARK.

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