SW8090117_HISTORICAL FILE_20090313

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0gOIX'1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zoogo3l3
YYYYMMDD

WNW
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
March 13, 2009
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
Marine Corps Base, Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 090117
Bachelor Enlisted Quarters, MCAS P-632
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Bachelor Enlisted Quarters, MCAS P-632 on March 4, 2009. Staff
review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A NCAC 21-1.1000 and
Session Law 2008-211. We are forwarding Permit No. SW8 090117 dated March 13,
2009, for the construction of the subject project.
This permit shall be effective from the date of issuance until March 13, 2019, 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 Christine Nelson, or me at [phone].
/Siinncc/erellyy,
1G &-e�`�
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ can: S:\WQS\STORMWATER\PERMIT\090117.mar09
cc: Rodney Wright, Coastal Site Design, PC
Onslow County Building Inspections
Christine Nelson
CWilmngton.Regional Office Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] \ FAX: [phone] \ Customer Service: 1-877-623-6748 NorthCarolina
Internet: www.ncwaterquality,org a �j�tl�N//�
An Equal Opportunity l Affirmative Action Employer ` {al

State Stormwater Management Systems
Permit No. SW8 090117
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding General & MCB Camp Lejeune
Bachelor Enlisted Quarters, MCAS P-632
Douglas Road, MCB Camp Lejeune, Onslow County
. FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H 1000 and Session Law 2008-211 (hereafter collectively
and separately referred to as the "stormwater rules') the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 13, 2019, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 193,087 square feet of
impervious area.
A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. A vegetated filter strip is not required for this wet detention pond as it is designed
to have a 90% TSS removal rate.
5. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit and per approved plans. This permit does not provide any allocation
of built -upon area for future development.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 090117
6. 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.
7. The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
8. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a.
Drainage Area, acr9s:
9.12
Onsite, ft. :
397,376
Offsite, ft2:
none
b.
Total Impervious Surfaces, ftz:
193,087
c.
Design Storm, inches:
1.5
d.
Average Pond Design Depth, feet:
4
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, FMS.�:
15.0
g.
Permanent Pool Surface Areq, ft :
20,519
h.
Permitted Storage Volume, ft. :
25,402
i.
Temporary Storage Elevation, FMSL:
16.1
j.
Pre-dev. 1 yr-24 hr. discharge rate, cfs:0.19
k.
Controlling Orifice:
2.0" 0 pipe
I.
Orifice flowrate, cfs:
0.07
m.
Permitted Forebay Volume, ft3:
34,305
n.
Fountain Horsepower
1/3
o.
Receiving Stream/River Basin:
UT to Southwest Creek / White Oak
p.
Stream Index Number:
19-17-(0.5)
q.
Classification of Water Body:
"C, NSW'
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 090117
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications; and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved -plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 090117
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
P
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change Form
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 090117
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 13th day of March 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 090117
Bachelor Enlisted Quarters, MCAS P-632
Stormwater Permit No. SW8 090117
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 090117
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the,system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 8 of 8

.:. DWQ USE ONLY
Date Received
Fee Paid
Permit Number
3-t)-09
�ID�-
��5
SwSti9olt�
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
r 4 2009
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
MARINE CORPS BASE, CAMP LEIEUNE
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker.Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
BLDG 1005 MICHAEL ROAD
City:MCB CAMP LEIEUNE State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
BACHELOR ENLISTED QUARTERS, MCAS P-632
5. Location of Project (street address):
City:MCB CAMP LEIEUNE County:Onslow Zip:28547
6. Directions to project (from nearest major intersection):
From Intersection of US HWY 17 and US HWY 24 travel southwest on HWY 17 for approximately 2.19 miles
turn left onto Bonnyman Road, Bonnyman turns into Douglas travel on Douglas for .7 mile, site located on the
7. Latitude:34° 42' 52" N Longitude:77° 27' 47" W of project
8. Contact person who can answer questions about the project:
Name:RodneyWright Telephone Number: (910 ) 791-4441
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ®New ❑Renewal ❑Modification
Form SWU-101 Version 09.25.08
Page I of 4

1. Specify whether project is (check one): ®New [.1AiJ I❑Re"_rSewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Industrial Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will sheet Flow through parking lot and discharge into grassed swale that will convey the water to a
stormwater pond designed for 90% TSS.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 11.07 acres 4. Total Coastal Wetlands Area: 0.00 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**:11.07 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA):41.0
7. How many drainage areas does the project have?2
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density projects, complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1 NO ('J
Drainage Area 2
Receiving Stream Name
UT to Southwest Creek
UT to Southwest Creek
Stream Class & Index No.
C,NSW �� �_��
C,NSW
Total Drainage Area (sf)
397,376 sf (9.12 ac)
46,500 sf (1.07 ac)
On -site Drainage Area (sf)
397,376 sf (9.12 ac)
46,500 sf (1.07 ac)
Off -site Drainage Area (sf)
Existing Impervious* Area (sf)
Proposed Impervious*Area (sf)
193,087 sf (4.43 ac)
4,950 sf (0.11 ac)
% Impervious* Area (total)
48.6%
10.6%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
40,464 sf (0.93 ac)
On -site Streets (sf)
3,398 sf (0.07 ac)
On -site Parking (sf)
107,038 sf (2.46 ac)
On -site Sidewalks. (sf)
31,621 sf (0.73 ac)
730 sf (0.017 ac)
Other on -site (sf)
13,964 sf ( 0.32 ac)
822 sf (0.02 ac)
Off -site (sf)
Total (sf):
193,087 sf (4.43 ac)
4,950 sf (0.11 ac)
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gra vel areas, etc.
reKNyh&fir
Form SWU-101 Version 09.25.08 Page 2 of 4

,I
9. How was the off -site impervious area listed above derived? [JAR P 4 2nnQ
Projects in Union County: Contact the DWQ Central Office staff to check to see if you project is located
within a Threatened & Endangered Species watershed that may be subject to more stringent stonmwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08
Page 3 of 4

It - MAR (A 4Zoos
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. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maos.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ' Z
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if Ax
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR �r/1
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report 1<
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Coastal Site Design. PC
Mailing Address:PO 4041
City:Wilmington State:NC Zip:28406
Phone: [phone] Fax: [phone]
Email:[e-mail]
Vill. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General 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 coygrants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1.100V I Al
Date:
Form SWU-101 Version 09.25.08 Page 4 of 4

FOR: NCDENR
P. 01
TRANSACTION REPORT
MAR-16-2009 MON 11:50 AM
910 350 2004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
MAR-16 11:48 AM 97911501 1'24" 9 FAX TX OK 226
K TOTAL 1M 24S PAGES: 9
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor
Date: Zj 1L� Ln ni,
To: nn
Fax: cal'l _ J U 1
Hard Copy to follow
FAX COVER SHEET
Dee Freeman, Secretary
No. Pages (excl. cover):
Express Permitting
From: Sandra Exum
Phone [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 29405 . [phone] • An Equal Opportunity Affirmative Action Employer

P. 01
K TRANSACTION REPORT
MAR-16-2009 MON 11:47 AM
>K �
FOR: NCDENR 910 350 2004
K SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
MAR-16 11:46 AM 919104512927 1'52" 9 FAX TX OK 225
>K �
TOTAL : 1M 52S PAGES: 9
� >K
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor Dee Freeman, Secretary
FAX COVER SHEET
Date:No. Pages (excl. cover):
Express Permitting
To: Call r-1 �s /� From: Sandra Exum
Co: ffiG� Lti;i. Phone: 910 7( ) 96-7265
Fax: `Z Its - !tj� I— a.q';n_ Fax: [phone]
Re:
Hard copy to follow
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] . An Equal Opportunity Affirmative Action Employer

Fr,:.:.. ' E1 11'
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
March 4, 2009
Christine Nelson
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
MCAS P-632
Onslow County
CSD Project No. 08-0198
Dear Christine:
Enclosed please find the following items.
- one (]).copy of the Stormwater Management Calculations
- two (2) copies of sheets C-102-103, and C-503,C-505-506 "Sedimentation & Erosion Control and
Storm Water Management Plan"
- one (1) copy of the supplemental drawing EX1.1 — EX1.2
- Original stormwater application
- Original O & M for wet basin
- Check for $4,000 check # 265484
- Wet basin supplement
We hope that this information is sufficient for compliance with NCDENR/DWQ's regulations regarding Coastal
Stormwater. Please call if you have any questions.
truly yours,
i
J
Rodney right
Encl.: As noted above
cc: Caddell Construction
Calibre Engineering

h1AR (1 4 2009
L =
STORMWATER MANAGEMENT CALCULATIONS
For
MCAS P-632
Caddell Construction Co. INC
2700 Lagoon Park Drive
Montgomery, AL 36109
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406

MAR P 4.2009
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
March 03, 2009
PROJECT NAME: Bachelor Enlisted Quarters, MCAS P-632
MCB Camp Lejeune, NC
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks and a parking lot to be located on the Marine
Corps Air Station Base at Camp Lejeune. The owner is the United States Marine Corps. There are no wetlands located
within the area of the development.
Stormwater from the site will drain into C;NSW waters located in the White Oak River Basin (Index # 1947-(0.5)). The
project will be high density utilizing a wet detention basin as treatment for runoff, which will be conveyed to the pond
using an underground stormwater collection system and above ground flumes / swales. This project is subject to
NPDES Phase B requirements. Proposed impervious for the site is 40.8%. The building will utilize splash blocks to
direct the runoff from the building into the onsite collection system that discharges into the pond. The site will have fire
access roads that will be constructed from gravel. Entrance to the site will be off Douglas road and the first part of the
entrance aprons will drain towards the roadside swales.
1.
PROJECT BMP: high density wet detention basin
STORMWATER ENGINEER/CONSULTANT:. Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Howard Resnik, PE
[e-mail]
910 791 4441 office
910 791 1501 fax

PROJECT DATA:
Existing Site Data (areas within property boundary
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:
MAR 0 4 2009
0.00 sf (0.00 acres)
482,426 sf (11.07 acres)
482,426 sf (11.07 acres)
40,464 sf
(0.93 acres)
107,038 sf
(2.46 acres)
31,621 sf
(0.73 acres)
13,964 sf
(0.14 acres)
193,087 sf
(4.43 acres)
Abbreviation
Type and Description
Hydrologic Group
Area
Bab
Bayrneade
A
6.83 ac
GpB
Goldsboro
B/C
1.97 ac
MaC
Marvyn
B
1.66 ac
On
Onslow
B
0.61 ac
(See attached soils map
and pages 132-134 of Table 15, "Physical
and Chemical Properties of the
Soils")

MAR o 4 2009,
MCAS P-632 POND CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR POND (see hydrograph summary and reports):
- Pre-dev. to Pond
CN Pre Developed = 52 (SCS) composite value determined as follows:
+/- 268,008 sf of soils are A, woods poor (CN = 45)
+/- 129,368 sf of soils are B, woods poor (CN = 66)
Area = 397,376 sf or 9.12 acres
Hydraulic length = 625 ft
Basin slope = 1.9%
Qmax for pre-dev 1-yr/24-hr storm = 0.66 cfs
POST -DEVELOPED CONDITIONS (see hydrograph summary and reports):
- Post-dev. to pond
CN Post Developed = 70 (SCS) composite value determined as follows:
+/- 193,087 sf of impervious surface (CN = 98)
+/- 158,167 sf of soils are A, open space -good cond. (CN = 39)
+/- 41,922 sf of soils are B, open space -good cond. (CN = 61)
+/- 4,200 sf of soils are C, open space -good cond. (CN = 74)
(193,087 x 98 + 158,167 x 39 + 41,922 x 61 + 4,200 x 74) / 397,352 = 70.4
USED CN = 70
Area = 397,376 sf or 9.12 acres
Hydraulic length = 864 ft
Basin slope = 1.0%
Qmax for post-dev 1-yr/24-hr storm = 3.84. cfs
- Routed site —areas draining to pond routed through pond (see hydrograph summary & reports):
Qmax for post -route 1-yr/24-hr storm = 0.19 cfs
SUMMARY:
Qmax for routed post-dev. 1-yr/24-hr storm = 0.19 efs < 0.66 cfs... O.K.

P-632 WET DETENTION BASIN CALCULATIONS
MAR, 4 2009
DETERMINE IMPERVIOUS PERCENTAGE
area to basin = 397,376 sf
9A2
acres
buildings = 40,464 sf
0.93
acres
paved area = 107,038 sf
2.46
acres '
sidewalks= 31,621 sf
0.73
acres
gravel access = 13,964 sf
0.32
acres
total impervious surface = 193,087 sf
4,43
acres '
total non -impervious surface = 204,289 sf
4.69
acres
percent imp. = 48.6 %
DETERMINE REQUIRED SURFACE AREA
from 90% TSS Removal Chan:
Qo depth =
4 It
imp % SAIDA
40
3,5
48.6
50
4.3
x=
4.19
minimum surface area =
0.0419 x 397,376 sf
=
16,639 sf
surface area provided =
20,519 sf @ elevation 15.0
1.5" VOLUME DETERMINATION:
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 48.6 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0,05+0,009(1)
Rv= 0.49 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv= 0.49 in/in
drainage area = 9.12 acre:
volume = ?
;volume= (design stonn)(Rv)(dainagearea)
volume = 0.6 acre-ft
volume = 24,206 cf of required storage volume
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN STAGE-STORAGEITABLE
INCREMENTAL
MAR. (I A 2009
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(co
10 10,995
10,330
11 12.393
11,694
-
12 13.848
13,121
-
13 15.360
14,604
-
14 16.927
16,144
-
Bottom Shelf 14.5 17,733
8,665
-
PP 15 20,519
9,563
-
Top Shelf 15.5 23.463
10,996
10.996
16 24,376
11,960
22.955
State Storage 16.1 24,561
2,447
25,402
17 26,246
22,863
48,265
18 28,172
27,209
75,474
average pond depth =
4.10
ft
volume at permanent pool (elev. 15.0) =
84,120
cf
1.5"storage volume provided(elev. 16.1)=
25,402
cf
total volume of basin =
159,594
cf
surface area at bottom of 10:1 shelf ( 14.5) =
17,733
sf
volume at bottom of 10:1 shelf=
74,557
cf
surface area at lop of 10:1 shelf (15.5) =
23,463
at
volume at top of 10:1 shelf=
95,115
cf
minimum forebay volume=
16,824
cf
FOREBAY #1 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(FT) (SF)
(cf)
(cf)
11 499
12 820
660
660
-
13 1,196
- 1,008
1.668
14 1,629
1,413
3,080
15 2,761
2,195
5.275
forebay volume
provided =
5,275 cf
approximatley 31 % of required forebay volume
FOREBAY #2 STAGE -STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
15
4,637
-
-
16
5,596
5,117
5,117
17
6.611
6.104
11.220
18
8.998
7,805
19.025
19
11,013
10,006
29.030
forebay volume provided =
29,030 cf
Note: forebay 2 combined with forebay 1 exceeds the 20%
requirement but forebay two is detached and wasn't
included in any of the calculations for the pond,
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
size of onfice (in) = 2.0
crest length of weir cut (ft) = 0.10
crest length of grates (51) = 20.0
crest length of spillway (ft) = 40.0
ELEVATION 2" PVC WEIR
(ft) (cfs) (cfs)
15 0.00
16 0.11 -
17 0,15 0.28
18 0.18 0.86
PVC DRAW DOWN
. Onfice size = 2.0 in
Normal Pool Storage Elev. = 15.0 -
1.5" storage Elev. = 16.1
elevation of onfice = 15.0
elevation of weir cut= 16.1
elevation of grates = 16.5
elevation of spillway = 17.0
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
23.33
121.25
232
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to onfice (h) = If 6.1 - 15.0) /2 =
0.55 ft
Onfice cross sectional area (A) = pi x rA2 = 3.14 x (r/12)A2 =
0.02181 at
Acceleration due to gravity (g) =
32.2 8/sA2
O=CA (2gh)Al/2 = 0.6 x 0.02181 x (2x32.2x0S5)41/2 =
0.07787 cfs
25.402 / 0.07787 = 326,232 seconds =
3.78 days
0.11
23.76
122.30
MAR (1 4 2009
�' �/s ►,FPS= `ZIMkk
4•b A&V
I
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

NIAR, n L] 2009
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
(cuft)
Hydrograph
description
1
SCS Runoff
0.656
5
795
11,746
---
-----
---
Pre Dev
2
SCS Runoff
3.844
5
765
40,812
---
---
---
Post Dev
3
Reservoir
0.194
5
1455
40,477
2
16.46
33,956
Routed
Coastal SHO Design, PC
P.O. Box 4041
Wilmington, NC 28406
p632.gpw
Return Period: 1 Year
Friday, Feb 13, 2009

Hydrograph Report
MM o 4 2009
Hydraflow Hydrographs by Intelisolve v9.1
Friday, Feb 13, 2009
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.656 cfs
Storm frequency
= 1 yrs
Time to peak
= 795 min
Time interval
= 5 min
Hyd. volume
= 11,746 cuft
Drainage area
= 9.120 ac
Curve number
= 52
Basin Slope
= 1.9 %
Hydraulic length =
625 ft
Tc method
= LAG
Time of conc. (Tc) =
33.60 min
Total precip.
= 3.83 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Q (cfs)
1.00
0.90
0.80
0.70
[IMIG
0.50
0.40
0.30
0.20
0.10
0.00
Pre_Dev
Hyd. No. 1 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28408
e

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 5 min
Drainage area
= 9.120 ac
Basin Slope
= 1.0 %
Tc method
= LAG
Total precip.
= 3.83 in
Storm duration = 24 hrs
Q (cfs)
4.00
3.00
OM
1.00
0.00 -L
0
Post Dev
Hyd. No. 2 -- 1 Year
120 240 360 480 600 ' 720 840 960
— Hyd No. 2
n A 2009
Friday, Feb 13, 2009
Peak discharge = 3.844 cfs
Time to peak
= 765 min
Hyd. volume
= 40,812 cuft
Curve number
= 70
Hydraulic length
= 864 ft
Time of conc. (Tc) =
37.80 min
Distribution =
Type III
Shape factor =
242
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Coastal Site Deals PC
n P.O. Box 4041
wiminMon, NC 28408

Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.1
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 - Post Dev
Reservoir name
= P632
Storage Indication method used.
Q (cfs)
4.00
4111I111
2.00
1.00
0.00 1--&--1
0 1500
— Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
3000 4500 6000
— Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Feb 13, 2009
= 0.194 cfs
= 1455 min
= 40,477 cult
= 16.46 ft
= 33,956 cult
Q (cfs)
4.00
3.00
2.00
1.00
- I l I I 0.00
7500 9000 10500 12000 13500 15000
ir]] i1T1 iT] Total storage used = 33,956 tuft Time (min)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NO 28406

Pond Report
Hydraflow Hydrographs by lntelisolve v9.1 I'r1AN 11 `3 [(Jl)y
Pond No. 1 - P632
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 15.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
15.00
1.00
16.00
2.00
17.00
3.00
18.00
Contour area (sqft)
20,519
24,376
26,246
28,172
Incr. Storage (cuft)
0
22,418
25,303
27,201
Total storage (cult)
0
22,418
47,720
74,921
Friday, Feb 13, 2009
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.00
0.00
0.00
Crest Len (ft)
= 20.00
0.10
40.00
0.00
Span (in)
= 18.00
2.00
0.00
0.00
Crest El. (ft)
= 16.50
16.10
17.00
0.00
No. Barrels
= 2
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 14.00
15.00
0.00
0.00
Weir Type
= Riser
Rect
Broad
-
Length (ft)
= 30.00
1.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.20
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. (ft)
= 0.00
Note: CON.WOnf ce outlo,,s are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice 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 Exfil
User Total
It
tuft
ft cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
cfs cfs
0.00
0
15.00 0.00
0.00 --
-- 0.00
0.00
0.00
- 0.00
1.00
22,418
16.00 3.55 oc
0.10 is --
- 0.00
0.00
0.00 -- --
-- 0.10
2.00
47,720
17.00 21.88 oc
0.15 is --
-- 21.88 s
0.28
0.00 -- --
--- 22.31
3.00
74,921
18.00 30.55 is
0.18 is --
-- 30.53 s
0.87
104.00 -- ---
--- 135.59
YCnast"l Sate Design, PC
' AP.O. &N 4C4I

COMPOSITE 'C' FACTORS
LOCATION: 632 New River DATE: 2/11/2009
BASIN
DESIGNATION
AREAS (ACRES)
SOIL
TYPE
UNDEV
PAVED
LAWNS
COMP. C FACTOR
UNDEV
PAVED
LAWNS
TOTAL
% 1
10 YR
%I
10 YR
%1
10 YR
%1
10 YR
Notes
DEVELOPED'
A
0.00
0.17
0.64
031
AJB
2.0
0.30
100.0
0.95
0.0
0.15
21.0
0.32
B
0A0
0.02
0.26
0.28
A+B
2.0
0.30
100.0
0.95
0.0
0.15
7.1
0.21
C
0.00
0.13
0.26
0.39
Ai8
2.0
0.30
100.0
0.95
0.0
0.15
33.3
0.42
D
0.00
021
0.06
0.27
A/13
2.0
0.30
100.0
1 0.95
0.0
0.15
77.8
0.77
E
0.00
0.09
OA4
0.13
AiB
2.0
0.30
100.0
0.95
0.0
0.15
69.2
0.70
F
0.00
0.11
0.12
0.23
.WB
2.0
0.30
100.0
0.95
0.0
0.15
47.8
0.53
G
0.00
0.16
0.09
0.25
NB
2.0
0.30
100.0
0.95
0.0
0.15
64.0
0.66
H
0.00
0.11
0.10
0.21
A+B
2.0
0.30
100.0
0.95
0.0
0.15
52.4
0.57
1
0.00
0.10
0.10
0.20
AiB
2.0
0.30
100.0
0.95
0.0
0.15
50.0
0.55
1
0.00
0.13
0.26
0.39
A/B
2.0
0.30
100.0
0.95
0.0
0.15
33.3
0.42
K
0.00
1.32
0.83
2.15
AiB
2.0
0.30
100.0
0.95
0.0
0.1.5
61.4
0.64
L
0.00
1.70
2.15
3.85
A/B
2.0
0.30
100.0
0.95
0.0
0.15
44.2
0.50
M
0.00
0-00
0.13
0.13
AB
2.0
0.30
100.0
0.95
0.0
0.15
0.0
0.15
N
0.00
0.02
0.16
0.18
AIB
2.0
0.30
100.0
0.95
0.0
0.15
11.1
0.24
O
0.00
0.02
0.34
0.36
AM
2.0
0.30
100.0
0.95
0.0
0.15
5.6
0.19
P
0.00
0.03
0.11
0.14
AIB
2.0
.0.30
100.0
0.95
0.0
0.15
t 21.4
0.32
Cal3xe nlc a201 sa n,park Lane; Suite 2� unlefon, co 8m�1 _ _130?) TdQoa3a Nww.cal bie�rl eertrg.co n,
_ .. �1
P\CASS NEWRNEROD INAGEK32 RatioM A, 2/1V2oo9
2:15 PM

gliCalibTe
Cale. by: RJC
Chk'd by: RWL
632 New River Phase 1 Date: 217112009
DIRECT
RUNOFF
TOTAL
RUNOFF
W
n
PIPE
TRAVEL
TIME
REMARKS
F
2
_
C
„
N
W
N
u
W
f
3
N
Y
<
W
E
.-.
n
K
W
LL
VI
W
_
N
F
Q
O
4
O
=
U
e
N
O
2
LL
f01
4
F
1
O
3
I
3
W
LL
J
N
F
l'J
LL
W
w
H
ug
w
<
e
u
E
E
e
E
7i
I.
u
o
W
m
O
W
O
V
H
N
O
N
N
VI
F
O
LL
N
6
6
J
F
DEVELOPED
1
A
0.81
0.32
5
0.26
10.45
2.7
2.7
D
0.030
150
1.0
2.5
A
2
B
0.28
0.21
5
0.06
10.45
0.6
109
7.5
9.25
0.32
2.9
2.9
P
0.013
2.9
1 00%
124
15
130
5.1
0.4
A + B
3
C
0.39
0.42
5
0.16
10.45
1.7
148
7.9
9.08
0.48
4.3
4.3
P
0.013
4.3
100%
144
15
210
5.6
0.6
A+B+C
4
D
0.27
0.77
5
0.21
1045
2.2
2.2
P
0.013
2.2
0,50%
12.E
15
75
3.7
0.3
D
5
E
0.13
0.70
5
0.09
10.45
1.0
040
5.3
10.26
T30
3.1
3.1
P
0.013
3.1
0.72%
13.4
15
92
4.6
0.3
D+E .
6
F
0.23
0.53
5
0.12
10,45
1.3
0.63
5.7
10.09
0.42
4.3
4.3
P
0.013
4.3
0,88%
14.6
15
53
5.3
0.2
D+E+F
7
G
0.25
0.66
5
0.17
10.45
1.7
17
P
0.013
1.7
1.56%
9A
16
80
5.1
0.3
G
8
H
0.21
0.57
5
-0.12
10.45
1.2
1.09
5A
10.01
0.71
7.1
7.1
P
0.013
7.1
1.09%
17.0
18
55
6.6
0.1
D-H
9
1
0.20
0.55
5
0.11
10.45
1.1
1.29
60
9.94
182
8.1
8,1
P
0.013
8.1
2.72%
1&1
15
160
9.5
0.3
D-1
10
J
0.39
0.42
5
0.16
10,45
1.7
17
P
0.013
1.7
L37%
9.5
15
185
4.9
0.6
J
11
K
2.15
0.64
5
1.38
10,45
14A
2.54
5.6
10.12
1.54
15.6
15.6
P
0.013
15.6
2.00%
20.4
18
75
9.5
0.1
J+K
12
L
3.65
0.50
5
1.94
10.45
20.2
9.16
6.3
9.81
4.77
46.8
46.8
Total to Ports
13
M
0.13
0.15
5
0.02
10.45
0.2
0.2
P
0.013
0.2
0.07%
75
15
55
0.9
1.0
M
14
N
0,18
0.24
5
0.04
10.45
0.4
0,31
6.0
9.93
006
0.6
0.6
P
0.013
0.6
0.65%
715
15
39
2.8
0.2
M + N
15
O
0.36
0.19
5
0.07
10.45
0.7
0.57
62
9.82
0.13
1.3
1.3
P
0.013
T3
0.50%
10.4
15
29
3.2
0.2
M+N+O
16
P
0.14
0.32
5
0.05
10.45
0.5
0.81
6.4
9J5
0.18
17
1.7
P
0.013
1.7
1,30%
9.68
15
52 1
4.9
1 0.2
M-P
vllrz
P:1CA55 NEVJRNERVRAINSGFb33 Rallonal.xLs i17 PM

Scenario: 632 10-YEAR
0�5
E)
DP-2
OP-1
10
;DP-3
M-4
DP
Dv
..
........
P.,
0-7
8
Title NEW RIVER 632 Project Engineer: Greg Murphy
p:%...\drainage\sIorm cadd\632-ston-ncad.stm Calibre Engineering StormCAD v4.1 . 1 f4.2014a]
02112/09 08:14.06 AM OlHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA 1-203-755-1666 Page 1 of 1

Scenario: 632 10-YEAR
Report Summary
Label
Upstream
Node
Downstream
Node
Length
(fit)
Section
Size
Mannings
n
Slope
N
Known
Flow
(cfs)
Velocity
In
(fl/s)
Velocity
Out
(flits)
Depth
In
(it)
Depth
Out
(ft)
Hydraulic
Grade
Line In
(fl)
Hydraulic
Grade
Line Out
(fl)
Hydraulic
Slope
M
Rim
Elevation
(ft)
Upstream
Cover
(ft)
Downstream
Cover
(fl)
DP-2
2.90
4.19
4.19
0.69
0.69
16.76
16.76
19.20
P-2
DP-2
DP-3
102.00
15 inch
0.012
0.50
4.19
3.49
0.69
0.80
16.76
16.36
0.39
1.88
3.61
DP-3
4.30
4.54
4.54
0.90
0.90
16.36
16.36
20.42
P-3
DP-3
0-2
192.00
15 inch
0.012
0.50
4.54
4.90
0.90
0.84
16.36
15.34
0.53
3.71
0.75
0-2
4.90
0.00
0.84
0.84
15.34
15.34
16.50
DPA
2.20
3.84
3.84
0.59
0.59
18.65
18.65
21.30
P-6
DPA
DP-5
73.00
15 inch
0.012
0.51
3.84
2.97
0.59
0.73
18.65
18.42
0.32
1.99
3.38
DP-5
3.10
3.60
3.60
0.83
0.83
18.42
18.42
22.32
P-8
DP-5
DP-6
92.00
15 inch
0.012
0.51
3.60
2.57
0.83
1.20
18.42
18.32
0.11
3.48
3.03
DP-7
1.70
3.54
3.54
0.52
0.52
19.02
19.02
21.23
P-10
DP-7
DP-8
76.00
15 inch
0.012
2.29
3.54
1.39
0.52
1.36
19.02
18.12
1.19
1.48
3.22
DP-6
4.30
3.50
3.50
1.30
1.30
18.32
18.32
21.40
P-9
DP-6
DP-8
53.00
15 inch
0.012
0.49
3.50
3.50
1.30
1.36
18.32
18.12
0.38
3.13
3.22
DP-8
7.10
5.79
5.79
1.46
1.46
18.12
18.12
21.23
P-11
DPA
DP-9
54.00
15 inch
0.012
0.50
5.79
6.07
1.46
1.13
18.12
17.52
1.09
3.32
3.35
DP-9
8.10
6.07
5.21
1.23
1.23
17.52
17.52
20.99
P-12
DP-9
0-3
157.00
18 inch
.0.012
0.50
5.21
5.82
1.23
1.10
17.52
16.60
0.59
3.20
0.50
0-3
5.82
0.00
1.10
1.10
16.60
16.60
17.50
DP-10
1.70
3.54
3.54
0.52
0.52
19.04
19.04
21.41
P-13
DP-10
CA
174.00
15 inch
0.012
0.51
3.54
3.67
0.52
0.50
19.04
18.14
0.51
1.64
0.75
OA
3.67
0.00
0.50
0.50
18.14
18.14
19.64
DP-15
1.30
3.27
3.27
0.45
0.45
17.97
17.97
19.70
P-14
DP-15
0-7
20.00
15 inch
0.012
0.50
3.27
3.40
0.45
0.44
17.97
17.86
0.56
0.93
0.89
0-7
3.40
0.00
0.44
0.44
17.86
17.86
19.56
DP-16
1.70
3.54
3.54
0.52
0.52
17.47
17.47
19.00
P-15
DP-16
0-8
48.00
15 inch
0.012
1.10
3.54
4.87
0.52
0.41
17.47
16.83
1.33
0.80
0.82
0-8
4.87
0.00
0.41
0.41
16.83
16.83
18.49
DP-1
2.70
4.11
4.11
0.66
0.66
20.62
20.62
22.15
P-16
DP-1
0-1
30.00
15 inch
0.012
0.50
4.11
4.12
0.66
0.66
20.62
20.47
0.50
0.94
0.73
0-1
4.12
0.00
0.66
0.66
20.47
20.47
21.79
1
DP-14
0.60
2.62
2.62
0.30
0.30
18.28
- 18.28
20.00
P-17
DP-14
OE
38.90
15 inch
0.012
0.54
2.62
2.80
0.30
0.29
18.28
18.06
0.58
0.77
0.73
0-6
2.80
0.00
0.29
0.29
18.06
18.06
19.75
DP-13
0.20
1.94
1.94
0.17
0.17
19.02
19.02
22.00
P-18
DP-13
0-5
54.77
15 inch
0.012
0.47
1.94
1.95
0.17
0.17
19.02
18.76
0.48
1.90
1.16
0-5
1.95
0.00
0.17
0.17
18.76
18.76
21.00
DP-11
15.601
8.831
8.831
2.61
2.611
19.84
19.841
20.00
Title: NEW RIVER 632 Project Engineer: Greg Murphy
PA ... \drainage\storm cadd\632-stonncad.stm Calibre Engineering StormCAD v4.1.1 [42014a]
02/11/09 02:14:36 PM ®Haestad Methods, Inc. 37 13rookside Road Waterbury, CT 06706 USA [phone] Page 1 of 2

Scenario: 632 10-YEAR
Report Summary
Label
Upstream
Downstream
Length
Section
Mannings
Slope
Known
Velocity
Velocity
Depth
Depth
Hydraulic
Hydraulic
Hydraulic
Rim
Upstream
ovmstrea
Node
Node
(ft)
Size
n
M
Flow
In
Out
In
Out
Grade
Grade
Slope
Elevation
Cover
Cover
(cfs)
(ft/s)
(fl/s)
(ft)
(fl)
Line In
Line Out
M
(fl)
01)
(fl)
(ft)
(fl)
P-19
DP-11
0-9
1 153.00
18 inch
1 0.012
1.13
1
8.83
9.02
2.61
1.42
19.84
16.92
1.91
1.27
1.00
0-9
1 9.02
0.00
1.42
1.42
16.92
16.92
18.00
Title: NEW RIVER 632 Project Engineer: Greg Murphy
p:\...\drainage\storm cadd%632-stormcad.stm Calibre Engineering - StormCAD v4.1.1 [4.2014a)
02/11/09 02:14:36 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2

CAROROLI PIGS
• Construction Materials
Mr. Michael R Wasner
Caddell Construction Co., Inc.
2700 Lagoon Park Drive
Montgomery, Alabama 36109
Re: Seasonal High Water Level Estimation
MCAS-P-632, P-634
Jacksonville, Onslow County, North Carolina
Dear I& Wasner,
• P'acilifies January 26, 2009
ECS Project No. 22.14699
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed pond areas at the proposed MCAS P-632, P-634 in Jacksonville, Ons low County, North
Carolina. This letter, with attachments, is the report of our estimation.
Field Testing I
On January 23, 2009, ECS conducted an exploration of the subsurface soil and groundwater conditions at
eight requested locations shown on the ,attached Test Location Plans (Figures 1, 2). The borings were
field located using a boring location plan provided by Coastal Site Design,_P.C. The purpose of this
exploration was to obtain subsurface information:of the in place soils for the proposed pond areas. ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the
existing ground surface at the requested boring locations. ECS -visually classified the subsurface soils and'
obtained representative samples of each soil.type encountered. ECS also recorded the groundwater level.
observed at the time of each hand auger boring. The attached SHWL sheet provides a summary of the
subsurface conditions encountered at each hand auger'boring location.
The ground water level and the seasonal high water level (SHWL) were estimated at each boring location
below the existing grade elevation. Below is a summary of each boring location.
PC
........ V. , , v avplp .
7211 Ogden Business Park- Suite 201• Wilmington, NC 28411 • [phone]• Fax [phone]. www.ecslimited.com
Asheville, NC • Chuleston, SC • Charlotte, NC - Conover; NC *- Greensboro, NC • Greenville, SC • Fayetteville, NC Little River, SC
Raleigh, NC • Swarisboro; NC* Wilmington NC -
r, * testing services only

SHWL Estimation
MCAS-P-632, P-634
Jacksonville, Onslow County„ North Carolina
ECS Project No. 22.14699
January 26, 2009
MAR n 4 2009
The SHWL may varywithin the proposed site due to changes in subsurface conditions and elevation.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Site Diagmm/SHWL sheet
CC: Rodney Wright -Coastal Site Design, P.C.
�K //4---
Kris J. Stamm
Construction Services Manager
Coastal Site Design, PC
®, P.O. Box 4041
Wilmington, NC 28406

MAR 0 4 2005
MCAS P-634
Jacksonville, Onslow County, NC
ECS Project No. 22-14699
January 23.2009
KBW
P-M
5 �WV
,
t _ I
. I
i•
NN :r —7 id
;• _'•_ •---� =fie-{{
r
.4 _
Ilia. � t
3 G r
®2 {rt
t
1 p
BORING LOCATIONS
Figure 1-Boring Location Plan
Provided by; Coastal Site Design
®s—��►� ��, Coastal Site Design,

BORING I.W471Dt43
I
MCAS P-632
Jacksonville, Onslow County, NC
ECS Project No. 22-14699
January 23. 2009
KBW
NiAl'i (k 4 2009
to fi
Z!7'
7
BORING LOCATIONS
Figure 2-Boring Location Plan
Provided by: Coastal Site Design
Coastal site

Season High Water Level Estimation
MCAS-P-632, P-634
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14699
January 23, 2009
Location Depth Soil Description
1 0-12" Black silty SAND
12"-18" Tan/grey clayey SAND,
18"-60" Grey/tan/orange sandy CLAY
MAR, C 4 2009
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Groundwater was encountered at 60 inches below the existing grade elevation.
Location Death Soil Description
2 0-6" Black silty SAND
6"-18" Tan clayey SAND
18"-60" Grey/tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Groundwater was encountered at 60 inches below the existing grade elevation.
Location Depth Soil Description
3 0-10" Black silty SAND
10"-24" Tan clayey SAND
24"-60" Grey/tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 16 inches below the existing
grade elevation.
Groundwater was encountered at 60 inches below the existing grade elevation.
Location Depth Soil Description
4 0-18" Dark grey SILT w/sand
18"-24" Grey clayey SAND
Seasonal High Water Table was estimated to be at 10 inches below the existing
grade elevation.
Groundwater was encountered at 20 inches below the existing grade elevation.
Coastal Site Design, PC
c P.O. BOX 4041
ffiImingfon, NC 26406

Season High Water Level Estimation MAR n 4 2009
MCAS-P-632, P-634
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14699
January 23, 2009
Location Dew Soil Description
5 0-18" Grey silty SAND
18"-42" Tan fine SAND w/clay
42"-60" Grey/tan/orange sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Groundwater was encountered at 60 inches below the existing grade elevation.
Location D_eDth
6 0-6"
6"-12"
12"-30"
30"-50"
Soil Description
Black silty SAND
Grey fine SAND
Black silty SAND (hardpan)
Tan fine SAND w/silt
Seasonal High Water Table was estimated to be at 12 inches below the existing
grade elevation.
Groundwater was encountered at 48 inches below the existing grade elevation.
Location D�th Soil Description
7 0-12" Black/orange/grey clayey SAND (fill)
12"-20" Black silty SAND (hardpan)
20"-30" Brown silty SAND
Seasonal High Water Table was estimated to be at 12 inches below the existing
grade elevation.
Groundwater was encountered at 30 inches below the existing grade elevation.
Coastal Site Design, PC
P.O Box 4041
`� Wilmington, NC 28406

Season High Water Level Estimation MAR n tl 2009
MCAS-P-632, P-634
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14699
January 23, 2009
Location Depth Soil Description
8 0-12" Black/orange/grey clayey SAND (fill)
12"-36" Brown fine SAND (fill)
Seasonal High Water Table was estimated to be at 12 inches below the existing
grade elevation.
Groundwater was encountered at 28 inches below the existing grade elevation.
Coastal Site Design, PC
o. P.O. BOX4041
Wilmington, NC 28406

NtHR n 4 2009'
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). 5
Fair
43
65
76
82
Good
32
58
72
79
Woods. a
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.
kCoastal Site Design, PC
P.O. Boa 4041
-Wilminglon, NC 26406
Rev. 6/06
8.03.17

.. 6
t A,R ti 4 -00q
Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
---------------------------------------Cover Description -------------------------
--------=hydrologic soil group--------
Covertype and hydrologic condition Average percent
A
g
C
D
impervious
areal
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.
(excluding right-of-way) ...........................................
g8
98
98
98
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)..................................................................
g8
98
98
98
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
112 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
(pervious areas only, no vegetation) ° ..............................
77
86
91
94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use 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 y gr� V.,g3.9.Wtg �� r PC
P.O. Box 4041
Rev. 6/06 V� Wilmington, NG 284068.03.15

APR-09-1996 16:15 FROM EHNR WILM REG OFFICE TO
.. 0
97624201 t P.02
85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
NIAR 0 4 2009
DEPTH
3'
3.5'
4,0'
4,5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
TMP %
10 %
.9
.8
.7
.6
.5
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
H.8
.7
.6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50 %
4.2
3.7 13.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.9
80 %
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90 %
7.5
6.5
5.8 15.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4,4
3.8 13.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DEPTH
3'
3.5'
4.0'
4.5'
5.0
5.5'
6.0'
6.5'
7,0'
7.5'
IMP %
10 %
1.3
1.0
.8
.7
.6
.5
.4
.3
2
1
20 %
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30 %
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40 %
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
15.3
4.3
3.9
3.5
3.1
2,7
2.3
1.9
1.5
60 %
7.0
6.0
4.8
4.3.
3.9
3.4
2.9
2.4
11'.9
70 %
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2,9
2.3_
80 %
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8'-
90 %
100%
10.7
12.0
L9.
0
7.9
8.8
7.2
8.1
6.5
7.3
5.9
6.6 15.8
5.2
4.6
3.9
Ic
. rm w
i u c 6

1tAR 0 4 2009
@ POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 10
WILMINGTON WSO AIRPORT, NORTH CAROLINA (31-9457) 34.2683 N 77.9061 W 26 feet
from "Precipitation -Frequency Atlas of the United 'Stays• NOAA Atlas 14, Volume 2, Version 3
G.M. Bonefo, D. Mutiv, B. Lin, T. Par ybok M.Ydaa, and D. May '
NOAA, National Weather Service, Silva Spring, Mag4znd. 2004
Extmcmd: Toe Feb 5 2008
real
*
Upper
bound
of
the 90%
confidence
interval
*a)
r>uD
10
,
n�
�
Precipitation
�
1�
nF
Frequency
nr
n�
Estimates
nor
hr
(inches)
aey
aey
a y
a y
a y
a y
a y
�1
0.56
0.90
1.12
1.53
1.91
2.2E
2.46
3.04
3.58
4.27
5.02
5.68
6.46
7.27
9.65
11.74
14.60
77.50
0.66
1.06
1.33
1.64.31
2
2.79
2.98
3.69
.33
5.19
6.08
6.85
7.79
8.71"
11.51
13.96
17.26
20.61
0.78
1.24
1.57
224
2.87
3.56
3.81
4.73
5.59
6.71
7.80
8.68
9.79
10.80
14.02
16.74
20.45
24.10
]o.
0.87
1.39
1.75
2.54
3.31
4.21
4.54
5.64
6.69
8.03
9.29
10.25
11.46
12.53
16.07
88.99
23.03
26.85
25
0.98
1.56
I.EJ
2.92
3.89
5.14
5.61
6.99
8.37
]0.07
I1.58
12.60
13.91
15.07
19.05
22.16
26.61
30.61
50
1.06
1.69
2.14
3.23
4.37
5.95
6.58
8.20
9.87
I L90
13.61
14.64
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
18.28
19.54
24.21
27.39
32.47
36.58
20o
1.24
1.96
2A7
3.85
5.40
7.80
8-8 11
11.09
E52
16.38
18.56
19.49
20.SD
22.09
27. 11
30.19
35.58
39.58
500.
1.35
2.14
2.69
4.28
6.14
9:28
10.64
33.46
16.57
20.18
22.64
23.42
24.61
25.94
31.26
34.19
39.86
43.67
1000
1.44
2.27
2.85
4.62
6.75
10.57
12.26
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 rnnfdence
interval
at 90%con0denra
level is
Me value
which 5%01
the simulated
uanflle
values
far a inn
he
am
q 0 quencp area er n.
'" There Precipitation frequenq estimataz are hazed r. a NOTE:
F duration serene t, e fi thees near ro to ape Interval.
Please refer t0 the
tlocumenfad0n for more information. NDiE: FOrmettin0 Prevents estimates near xero b appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Fre uency Estimates (inches)
rs) ndmuhhdyr 12
nun Inn r hhd y day
ed
0.49
0.78
0.97
D4FEEE12.08
2.59
3:0D
3.50
4.Ib
4.73
5.49
6.22
8.37
10.37
13.00
15.63
0.58
0.93
1.16
1.61
2.02
2.36
2:53
3.14
EjjKjj
5.03
5.70
6:62
7.43
9.98
12.32
15.38
18.42
0
0.68
1.08
1.37
1.95
2.50
3.02
3.23
4.02
4.70
5.48
6.44
7.19
8.30
9.19
12.14
14.78
18.21
21.53
10
0.75
1.20
1.52
2.21
2.87
3.56
3.83
.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
4.73
5.91
6.98
8.15
9.43 7
10.28
11.69
12.74
16.38
19.43
23.57
27.20
50
0.92
1.46
].85
2.78
3.77
4:99
5.51
6. 00
8.21
9.56
10. 77
11.83
33.32
14.45
18.35
21.54
25.94
29. 77
100
0.98
1.57
1.98
3.03
4.17
5.71
6.36
8.00
9.57
11.10
12:63
13.52
15.06
16.23
20.41
23:65
28.33
32.
200
1.05
1.67
2.10
3.27
4.59
6.47
7.29
9.17
11:06
12.80
14.48
15.32
16.89
18.11
22.55
25.78
30.73
34. '.
Coastal Site Design, PC
u PO. Box 4041
Wilminoon, NO 2806

about:blank
February 25, 2009
HEQ P 632, P 636 & MCAS Jogging Trail
Gentlemen:
The Express Submittal Meeting for Stonnwater & Erosion Control has been scheduled with Rhonda hall and Christine Nelson on Tuesday, Starch
3, 2009 at 10:15 AM here in the Wilmington Regional Office.
Please read the submittal requirements, attached. Note that plans should be submitted folded to tit our files, 9" x 14". Please don't bind the plan set if
binding the set makes them too thick to fold.
Please respond within 2 business days to confirm and reserve the meeting dale.
Thanks,
Janet Russell
Express Coordinator
1 of 1 2/25/2009 11:17 AM

Seeping Meeting P632,636, walking trail.
Subject: Scoping Meeting P632,636, walking trail.
From: "RODNI-Y WRIGHT" <rodneyacoaslalsiledesign.ewm>
Date: Fri, 23 Jan 2009 14:31:23 -0500
'ro: "'Jane( Russell"' Glane1.Russcll a ncmail.net>
CC: 'Ryan W Littleton" <R WLittleton a calibre-engineering.com>, "Howard Resnik" <howard cot coastalsitedesign.com>
Janet,
Please accept this email for confirmation for the Scoping meeting on Tuesday the 27.
Rodney Wright
Engineering Tech
Coastal Site Design, PC
[e-mail]
Ph. 910-791-4441
Fax [phone]
***ANY DIGITAL INFORMATION IS PROVIDED FOR YOUR CONVENIENCE. NO CLAIM FOR ACCURACY IS
MADE BY COASTAL SITE DESIGN, PC EXCEPT FOR SIGNED AND STAMPED DOCUMENTS. USER SHALL
ASSUME ALL LIABILITY FOR USE AND/OR ALTERATION OF THIS DIGITAL PRODUCT.***
I of 1 1/23/20093:01 PM

aboutblank
January 21, 2009
BEQ P-632, BEQ P-636 & MCAS Jogging Trail
Gentlemen:
The Express Stomwater Scoping meeting for the 3 projects listed above has been scheduled with Christine Nelson on Tuesday, January 27, 2009 at
11:00 AM here in the Wilmington Regional Office. Christine already has a meeting scheduled with David Towler at 10:00 AM that day so I'm pretty
sure Dave is planning to here anyway.
The projects are subject to the Coastal Stonnwaler Rules that look effect in October, 08. Projects that propose (remmenl measures for stormwater are
required to have soils reports specifically describing the areas) where the treatment is proposed - including seasonal high water table clevation(s).
Please review the submittal requirements, attached. Please note that the checklist for a complete application is in the bmp manual and should be
reviewed. The most current supplement sheets, operation & maim. forms, etc. should be downloaded for each project since they change often.
-Please respond ASAP to confine and reserve the scope meeting date on these proiects.
Thanks,
Janet Russell
Express Coordinator
I of 1 1/21/2009 3:47 PM

:�� � o 9 411%
North Carolina Department of Environment and
AGA Natural Resources
Request for Express Permit Review
NCDENR
co
For DENR Use ONLY
Reviewer:
Submit L
Time:
11L°=
Confirm t - 23
SL 6
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. Include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(cDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(dncmaiLnet 0 Le��
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(a),ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(a.ncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or Janet✓ussell(u)ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: BACHELOR ENLISTED QUARTERS, MICAS P-632 " County: ONSLOW 130 Mr S Z 04CJ
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: cad.h.bakercDusmc.mil
Project is Drains into C;NSW waters Project Located in WHITE OAK River Basin R
E C E ( V ED
Engineer/Consultant: Howard Resnik Company: Coastal Site Design, PC
Address: P.O. BOX 4041 City: WILMINGTON, State: NC Zip: 28406 JAN 16 2009
Phone: [phone] Fax::[phone] Email: howard coastalsitedesign.com
DWO
(Check all that apply) PROD #
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls - Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ElOff-site[SW (Provide permit #)j
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ElHigh Density -Constructive Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW _ (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 11_07 acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
® Wetlands (401): Check all that apply Isolated wetland on Property ❑ Yes ® No
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Minor Variance: ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No Major General Variance ❑ No ❑ YES
404 Application in Process w/ US ACOE: ❑ Yes ❑ No 401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Fee Split for multiple permits: (Check # 1 Total Fee Amount $
SUBMITTAL DATES
Fee
I I
SUBMITTAL DATES
Fee
CAMA
$
1 Variance ❑ Ma'; ❑ Min)
1
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401..
$
LQS
$
Stream Deter,_
I $

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
January 16, 2009
PROJECT NAME: Bachelor Enlisted Quarters, MCAS P-632 U AS A -A r--- LJA
MCB Camp Lejeune, NC �e S,
Onslow County
PROJECT DESCRIPTION: This project is for the construction of barracks and a parking lot to be located on the Marine
Corps Air Station Base at Camp Lejeune. The owner is the United States Marine Corps. There are no wetlands located
within the area of the development.
Stormwater from the site will drain into QNSW waters located in the White Oak River Basin (Index # 19-17-(0.5)). The
project will be high density utilizing a wet detention basin as treatment for runoff, conveyed to the pond using both an
underground stormwater collection system and above ground flumes / swales. This project is subject torl-;—_S
Phase 11 equirements. Proposed impervious for the site is 50.9%. As with all high density stormwater projects, all runoff
from impervious surfaces will be collected and conveyed to the wet detention basin for treatment. The project will have
direct access onto Douglas Road.
PROJECT BMP: high density wet detention basin
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
110 Box 4041
Wilmington, NC 28406
j�E C E I V ED
Howard Resnik, PE �Ur;U{
haoward coastalsitedesign.com J&,1 1 6 2009
910 791 4441 office
910 791 1501 fax p1114Q
ocpJ 4 �__- --

/ �� A T/r1A / A X A D

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BACHELOR ENLISTED QUARTERS
iY08 NOON PROJECT: P-63P
cAvaL xw--
P-636 III
n
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cull
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SRE GRAOINO AND STORM OMIN/LGE PLAN
—
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OY 1. A01 iW0 IK-11NIL ...0 I.XJ IOUMAIYM