SW8091113_HISTORICAL FILE_20120615

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Q)c� �� \3
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2012 0l,o 15
YYYYMMDD

North Carolina
Beverly Eaves Perdue
Governor
June 15, 2012
'A
NC®ENR
Department of Environment and
Division of Water Quality
Charles Wakild, P. E.
Director
Commanding Officer, MCB Camp Lejeune
c/o Carl Baker, P.E., Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Natural Resources
Dee Freeman
Secretary
Subject: State Stormwater Management Permit No. SW8 091113 Mod.
P688 Apron Expansion Phase II, P683/P687 MV-22 Hangar Development and POV
Parking Garage
High Density Commercial infiltration Basin and Sand Filter Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office of the Division of Water Quality received a complete, modified State
Stormwater Management Permit Application for P688, Apron Expansion Phase II, P683 / P687 MV-22
Hangar Development and POV Parking Garage on June 12, 2012. 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
modified Permit No. SW8 091113 dated June 15, 2012, for the construction, operation and
maintenance of the built -upon areas and BMP's associated with the subject project.
This following modifications are included in this permit:
1. Combines the two previously permitted separate hangar buildings P683 and P687 into one larger
hangar, MV-22. An additional BMP (Rainwater Harvesting System) was added within the existing
IB-1 drainage area to collect the runoff from 110,000 sf of the MV-22 roof area, reuse it as
airplane washdown water and bypass any overflow to I13-1. Because the RHS tank only holds
80,000 gallons, the net roof impervious area gain for IB-1 is 34,960 square feet.
2. Adds a POV (privately owned vehicle) parking garage to accommodate 1254 vehicles, with
runoff treated in 4 new sand filters.
3. The P688 Apron Expansion and existing Infiltration Basin #1 (IB-1) are unchanged from the April
2010 permit, although the allocated total BUA has been broken down into its component parts.
The combined hangar has resulted in 228,260 square feet of BUA directed into the existing
infiltration basin. The future allocation for IB-1 under the April 2010 permit was 268,050 square
feet, thus leaving 39,790 square feet available for future development in IB-1.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development
approval issued by the Division of Water Quality under Article 21 of Chapter 143 of the General
Statutes, which is current and valid at any point between January 1, 2008, and December 31, 2010,
The law extends the effective period of any stormwater permit that is set to expire during this time
frame to three (3) years from its current expiration date. On August 2, 2010, the Governor signed
Session Law 2010-177, which grants an extra year for a total potential of four (4) years extension.
Please note that the expiration date of this permit, January 1, 2022, has been adjusted to reflect this
extension.
This permit shall be effective from the date of issuance until January 1, 2022, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the conditions listed
in this permit regarding the Operation and Maintenance of the BMP(s), certification of the BMP's,
procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system,
to certify the BMP's, to transfer the permit, or to renew the permit, will result in future compliance
problems.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405.
One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
NOrthCarolina
Internet: \ .ncwaterquality.org
Najinna//ff
An Eoual O000rlunity \ ARrmalive Action Emolover

State Stormwater Management Systems
Permit No. SW8 091113
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Since ly,
k" Charles akiW Id, %PE.., Director
Division of Water Quality
GDS/arl: S:\WQS\Stormwater\Permits & Projects\2009\091113 HD\2012 06 permit 091113
cc: Travis Lumen, P.E., Haskell Architects & Engineers
Wilmington Regional Office Stormwater File
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 091113
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 Officer US Marine Corps Base Camp Lejeune
P688 Apron Expansion Phase 11, P683IP687 MV-22 Hangar and POV Parking Garage
Curtis Road, Camp Lejeune, Jacksonville, Onslow County
FOR THE
construction, operation and maintenance of one (1) infiltration basin and four (4) sand filters 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 January 1, 2022, 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 Sections 1.9, 1.10 and 1.11 of this permit. The stormwater controls labeled
IB-1, SF-1, SF-2, SF-3, SF-4 and RHS have been designed to handle the runoff from
2,439,933 sf; 53,815 sf; 81,260 sf; 115,730 sf; 76,267 sf; and 71,290 sf of built -upon
area, respectively. Infiltration Basin IB-1 has 39,790 square feet of future allocation
available.
3. The infiltration basin IB-1 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. The
four sand filters are not required to be operated with a vegetated filter.
4. The RHS tank will collect the runoff from 110,000 sf of the MV-22 roof area, reuse it as
airplane washdown water and bypass any overflows to I8-1. Because the RHS tank only
holds 80,000 gallons, the net volume of the roof impervious area that can be stored in
the RHS tank is 10,695 cubic feet which results in an impervious area of 71,290 square
feet.
5. The drainage area of each BMP will be limited to the amount of built -upon area indicated
in Sections 1.9, 1.10 and 1.11 of this permit, and as shown on the approved plans.
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 areas of this project
must be directed into the permitted stormwater control system.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 091113
8. The project shall provide a 50 foot wide vegetated buffer adjacent all surface waters,
measured horizontally from and perpendicular to the normal water line of impounded
structures, the top of bank of both sides of streams and rivers, and the mean high water
line of tidal waters. No built -upon area is allowed in the buffer.
9. The following design criteria have been permitted for the proposed sand filters and must
be provided and maintained at design condition:
Desi n Criteria
Units
SF-1
SF-2
SF-3
SF- 4
SF #
1. Drainage Area
Onsite
Offsite
acres
Ft
Ft2
1.90
82.905
0
4.88
212,500
0
4.50
196,000
0
3.78
164,785
0
2. Total Impervious Surfaces
(1) Buildings
(2) Roads
(3) Parking
(4) Sidewalks
(5) Other
6 Future
Ft
53,815
0
31,516
22,299
0
0
0
81,260
0
75.907
648
4,440
265
1 0
115,730
105,460
10,270
0
0
0
0
76,267
0
70,142
0
5,860
265
0
3. 2008 Design Storm
Inches
1.5
1.5
1.5
1.5
4. Sediment Chamber Depth
Feet
4.5
3.0
3.0
3.0
5. Sand Chamber Depth
Feet
4.5
7.0
5.5
4.5
6. Sed. Chamber Bottom Elev.
fmsl
12.5
10.0
12.0
10.0
7. Sand Chamber Bottom Elev.
fmsl
12.5
6.0
9.5
8.5
8. Sed. Chamber Surface Area
Ft
850
750
1,350
1,250
9. Sand Chamber Surface Area
Ft
800
700
1,350
1,250
10. Sed. Chamber Weir Elev.
fmsl
14.0
13.0
15
13
11: Top of Sand Elevation
fmsl
14.0
7.5
11.0
10.0
12. Maximum Head on Filter
Feet
3
5.5
4
3
13. Offline Bypass Weir Elev.
fmsl
17.07
14.08
15.1
13.17
14. Permitted Storage Volume
Ft
4,950
14,384
16,459
10,765
15. Underdrain Diameter
Inches
6
6
6
6
16. Number of underdrains
ea
1
4
3
3
17. Time to Draw Down
hours
<40
<40
<40
<40
18. SHWT Elevation
fmsl
10.0
5.0 1
8.0
7.0
19. Receiving Stream
New River
20. Stream Index Number
WOK02 19- 11
21. Stream Classification
SC HQW NSW
10. The following design criteria have been permitted for the Rainwater Harvesting System,
RHS, and must be provided and maintained at design condition:
a. Captured Roof Area, ft2: 110,000
b. 2008 Design Storm, inches: 1.5
C. Permitted Storage Volume, ft3: 10,694
d. Net Effective captured roof area, ft2: 71,290 (Overflow is directed to IB-1)
e. Dedicated Use: Washdown water for planes
(An estimated 57,600 gallons (7,700 ft) per week is needed for this dedicated use.)
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 091113
11. The following design criteria have been permitted for the existing infiltration basin IB-1
and must be provided and maintained at design condition:
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Apron, ft2:
Taxiway, ft2:
MV-22 Hangar, ft2:
Future, ft2:
C. 2008 Design Storm, inches:
d. Basin Depth, feet:
e. Bottom Elevation, FMSL:
f. Bottom Surface Area, ft2:
g. Bypass Weir Elevation, FMSL:
h. Permitted Storage Volume, ft3:
i. Type of Soil:
j. Expected Infiltration Rate, in/hr:
k. Seasonal High Water Table, FMSL:
I. Time to Draw Down, hours:
M. Receiving Stream/River Basin:
n. Stream Index Number:
o. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
59.41
2,587,759
0
2,439,933
2,082,465
172,718
144,960 (includes 34,960 from RHS overflow)
39,790
1.5
6.0
11.0
160,218
12.8
291,198
sand
5.0
9.0
5.0
New River / WOK02
19-(11)
"SC:HQW:NSvv
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The 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.
4. 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.
5. 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.
6. 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.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 091113
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. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area.
d. Any alteration to any pipe or any vegetative conveyance shown on the approved
plan.
e. The construction of any allocated future built -upon area within the permitted
drainage area.
10. 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.
III. GENERAL CONDITIONS
1. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
2. 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 owner 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.
3. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request.
4. Any individual or entity found to be in noncompliance with the provisions of this
stormwater management permit or the stormwater rules, is subject to the enforcement
procedures as set forth in Article 21, Chapter 143 of the North Carolina General
Statutes.
5. 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.
6. 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.
7. 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.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 091113
8. 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.
9. 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.
10. 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
2H.1000, and NCGS 143-215.1 et. al.
11. 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 modified and reissued this the 15th day of June 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Q
Charles kild, A�1—irector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 091113
P688 Apron Expansion„ P683/P687 MV-22 Hangar Development
and POV Parking Garage
Stormwater Permit No. SW8 0911.13
MCAS Camp Leieune 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,
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 specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems.
Permit No. SW8 091113
Certification Requirements: Page 2 of 2
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 9 of 9

-
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
5-
- oi�
Applicable Rules:
(select all that apply)
❑Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph II - Post onstruction
❑ Non -Coastal SW- FIQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
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.):
MCAS New River P-683 / P-687 MV-22 Hangar Development
2. Location of Project (street address):
Longstaff Street between Curtis Road and Perimeter Street
City:iacksonville County:Onslow Zip:28545
3. Directions to project (from nearest major intersection):
From U.S. 17 and Curtis Road travel East on Curtis Road then South on Longstaff Street
4. Latitude:34° 42' 7" N Longitude:77° 25' 51" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): [-]New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit nomnberSW8 091113 , its issue date (if known)4/13/2010 , 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, N/A and the previous name of the project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 90.73 ac of Disturbed Area
❑NPDES Industrial Stormwater E404/401 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: ESC and Wetland permits not yet acquired Federal Consistency for
CAMA will also be applied for.
:CIEI V Eb
'
MAY 0 4 2012
z
BY:
FormSWU-101 Version07Jun2010 Page I of

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: Commanding Officer, Marine Corps Base Camp Lejeune
Signing Official & Title:Carl H. Baker, P.E., Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:13uilding 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:[e-mail]
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
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
City:
Phone: ( )
State:
Fax:
U
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
CEIVE
Other Contact Person/Organization
Signing Official & Title:Civil Design Branch by:
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28547
Form SWU-101 Version 07Jun2010 Page 2 of 7

Phase: (910 ) 451-3238, ext. 3284 Fax:
Emaibdavid.towler©usns.mil
4. Local jurisdiction for building permits:
Point of
IV. PROJECT INFORMATION
Phone #:
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The majority of the new Hangar will drain to and be treated by the facility permitted under
No. SW8 091113. The remainder of the new Hangar will be collected and treated by a new Rainwater
Harvesting System (RHS) for a dedicated vear-round use of washing the MV-22's 7'he surrounding
developed area, including the entire parking garage, will be treated via closed sand filter BMP's
Pre-treatment will occur through sedimentation chambers/basins. Flows in excess of the 10-vear/24-liour
storm will bypass these systems via overflow weirs incorporated in the sand filter chamber/basin design.
2. a. ff claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. ff claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 24.34 acres 5. Total Coastal Wetlands Area: 0.00 acres
6. Total Surface Water Area: 0.00 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project
Area+:24.34 acres
Total project area shall be calculated to exclude the following the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands larndward of the NHW (or MHW) line nay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100=12.99/24.34 = 53.4 %
9. How many drainage areas does the project have? 7 (For high density, count 1 for each proposed engineered
stornnoater BMP. For low densihj and other projects, use I 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.
ECEIVE
MAY 0 4 2012
Form SWU-101 Version 07Jun2010 Page 3 of

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
New River
New River
New River
New River
Stream Class *
SC; NSW
SC; NSW
SC; NSW
SC; NSW
Stream Index Number *
19-(H)
19-(11)
19-(11)
19-(11)
Total Drainage Area (so
82,905
212,500
196,000
164,785
On -site Drainage Area (so
82,905
212,500
196,000
164,785
Off -site Drainage Area (sf)
0
0
0
0
Proposed Impervious Area** (so
53,815
81,260
115,730
76,267
Impervious Area** total
64.9
38.2
59.0
46.3
Impervious** Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (sf)
0
0
105,460
0
On -site Streets (so
31,516
75,907
10,270
70,142
On -site Parking (so
22,299
648
0
0
On -site Sidewalks (so
0
4,440
0
5,860
Other on -site (so
0
265
0
265
Future (so
0
0
0
0
Off -site (so
0
0
0
0
Existing BUA*** (sf)
0
0
0
0
Total (so:
53,815
81,260
115,730
76,267
Stream Class and Index Number call be determined at: 6ttp://portal.nedenr.org web/zoq[ps/esn/classifrrntions
Impervious area is defined as the built upon area including, but not lirrdted to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report ally existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Protects in Union County: Contact DWQ Central Office slaj) to check if the project is located witllin a Threatened &
Endangered Species watershed that may be subject to more stringent stormwaler requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ticdenr.org/web/wq/ws/su/bop-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the: items listed below. A detailed application instruction sheet and BMP
checklists are available from htt : ortal.ncdenr.org/web/wq/ws/su/statesw/forms docs. Thecomplete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package fromhttp://portaimcdennorg/web/wg/ws/su/statesw/forms docs.
Initials
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 /V<%
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. I E
4. Permit application processing fee of $505 payable to NCDE (For an Express rev refer to
http://www.envhelp.org/pages/onestopexpress.html for fort, Yoyyiw Ex s program
OM
and the associated fees. Contact the appropriate regional ficeExpreS's �'ed l5l{t C dinator for
additional information and to schedule the required appfi lion meeting.)
Form SWU-101 Version 07Jun2010 Page 4 of 7

4s n 1s+riaA_ ,� xyiFy 3x*'� i
Basmal'ntoW ion$
."y. .i ..Q b
,,Existing (I },��,
by . . ....; ..
RHOS
;Redevelopments
r
Receiving Stream Name
New River
New River
New River
Stream Class
SC; NSW
SC; NSW
SC; NSW
Stream Index Number
19-(11)
19-(11)
19-(11)
Total Drainage Area (sf)
2,587,759
110,000
183,860
On -site Drainage Area (sf)
2,587,759
75,040
183,860
Off -site Drainage Area (sf)
0
34,960
0
Proposed Impervious Area (sf)
2,439,933
110,000
1 18,280
Impervious Area (total)
94.3%
100.0%
1
I"m,"'pervious' Surface -'A er a f ,r�'
*�aE-zi`stin ,(IyB,)"
_ f2HS t ;
Redevelopment
On -site Building / Lots (sf)
110,000
71,290
0
On -site Streets (sf)
172,718
0
18,280
On -site Parking (sf)
2,082,465
0
0
On -site Sidewalks (sf)
0
0
0
Other on -site (sf) (RHS
34,960
0
0
Future (sf)
39,790
0
0
Off -site (sf)
0
0
0
Existing BUA (sf)
0
0
0
Total (sf)
2'•,""439 933
• ° 741"290
8�280
To be noted for the "Existing Infiltration Basin (I-B):"
A "Future" BUA amount of 268,050 ft2 was included for the Hangar and the 50' access
apron, per Permit SW8 091113. The amount of that future allocation used in this
project's developed conditions is 228,260 ft2. This amount includes 110.000 ft2 of
Hangar roof drainage directly discharged to the apron trench drain system, an
additional 34,960 ft2 of Hangar roof drainage bypassed through the Rainwater
Harvesting System (RHS) overflow, and 83,300 ft2 of the 50' access apron. Being that
the total is less than what the infiltration basin was designed to treat, there is 39,790 ft2
allocated for future BUA that may be routed to the infiltration basin.
JUN l 2 ZU12
,., M3 5wI�(i(
___ _- 3 Mi

5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
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 r�
receiving stream drains to class SA waters within'h mile of the site boundary, include the 1/2
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.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SFIWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"Al" 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: N/A Page No: N/A AI�
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 21-1.1003(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/CSearcli.aspxx
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://portaimcdennorg/web/wg/ws/su/statesw/forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and peerson Qkning
under them, that they will run with the land, that the required covenants canno 1 I c j
without concurrence from the NC DWQ and that they will be recorded prior to sale of any lot.
MAY 0 4 2012
Form SWU-101 Version 07Jun2010 Page 5 of BY:

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to clesignate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Myra W. Tones, P.E., LEED AP
Consulting Firm: Haskell Architects and Engineers, Sr. Civil Engineer
Mailing Address:111
City: Jacksonville
Phone: (904 ) 791-4666
Email: myra [e-mail]
State:FL Zip:32202
Fax: (904 ) 475-7887
IX PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled ollt, complete this
section)
1, (print or type name of person lister! in Contact lrtfornation, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or hype none of person
lister! inn Contact Information, itent 1o) with (print or type name of organization listed in
Contact Information, item Ia) 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.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
a Notary Public for the State of
do hereby certify that
before the this — day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
4=11
My commission
ECEIVE
MAY 0 4 2012
BY:__
Form SWU-101 Version 07Jun2010 Page 6 of 7

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Carl H. 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 stor ater rules under A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature:[ Date:
I, VIVIZ gO r Ir1 a Notary Public for the State of(Yd eL t om, County of
Oh do hereby certify that (L6LLr J personally appeared
before me this ay of 1 tI FI _ I % s�� �� and acl wledge the dueexecution e application for
a stormwater permit. Witness my hand and official seal,
SYLVIA NORRIS
NOTARY FUE! IC
ONSLOW COUNTY, NC
MY COMMISSION EXPIRES
SEAL
My commission expires cln�t_ o2_01 S
Form SWU-101 Version 07Jun2010 Page 7 of 7

Permit Number:
(to be provided by DWQ)
Op W ATEq
•��� Q2 OG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 1/1) and the I&M Agreement (Section IV)
I. PROJECT INFORMATION
Project name MICAS New River P-683I P-687 MV-22 Hangar Development
Contact name Myra W. Jones, P.E.
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
[phone]
May 21, 2012
SF-1
Drainage area (AD) 82,905.00 ftZ OK
Impervious area 53,815.00 ft2
% Impervious OA) 64.9% %
Design rainfall depth (Ro) 1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.59
in
1-yr, 24-hr intensity
0.15
in/hr
Pre -development 1-yr, 24-hr runoff
0.05
ft'/sec
Post -development l-yr,24-hrrunoff
0.19
ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.14
ft'/Sec
Storage Volume
Design volume (WQV)
6,529.00 ft'
Adjusted water quality volume (WQVAdi)
4,896.75 ft3
Volume contained in the sedimentation basin and on top of the sand filter
OK
4,950.00 ft3
Top of sand filter/grate elevation
18.75 ft amsl
Weir elevation (between chambers)
16 ft amsl
Maximum head on the sedimentation basin and sand filter (IiM.Fev)
3.00 It OK
Average head on the sedimentation basin and sand filter (hA)
1.50 It OK
Runoff Coefficient (Rv)
0.63 (unitless)
Type of Sand Filter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (ds,,r)
Closed/pre-cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsmw)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dS,,,e)
N YorN
It amsl
ft amsl
Y YorN
10.00 It amsl
12.50 ft amsl
2.50
RECEIVE,
N E,
MAY 2 2 .2012
`' -
Form SW401-Sand Filter -Revs 2009Septl7 Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
S6&mentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filler (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flaw -splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsey)?
What is the depth of sand over the outlet pipe (dpipe)?
850.00 ft2
4.50 ft
800.00 ft2
14.00 ft amsl
12.50 ft amsl
1.50 ft
3.50 (fUday)
6.00 in
0.03 fe/sec
40.00 hours
1.67 days
vn. Meew nunuum I1, uul IIIdy neeu w ue HIUVdJCU w
.........:...A.........:...d ...J.......:l ....... ....A... C....---
Vn. IVICCW IIIIIIIIIIUIII, JUL nldy n UU W uC H1UUdbVU W
OK. Submit drainage calculations.
Y YorN OK
Y YorN OK
YorN
ft
YorN
Y YorN OK
YorN
YorN
YorN
10.00 ft OK
1.00 ft OK
MAY 2 2.2012
Form SW401-Sand Filter-Rev.5 2009Sept17
Parts I and It. Project Design Summary, Page 2 of 2

�J
Permit No.
(to be provided by DWQ)
IIL REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
'11�pe CG
CG
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
2. Plan details (1" _= 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CG 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
filter
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
Gls� 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
�.� 6. Signed and notarized operation and maintenance (0&M) agreement
.A14- 7. A copy of the deed restrictions (if required).
ECEIV
MAY 0 4 2012
Form SW401-Sand Filter-Rev.5 2009Sept17
Part III, Page 1 of 1

.►.
Permit Number:
(to be provided by DWG
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the sand filter.
— The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
— Once a year, sand media will be skimmed.
— The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element:_
Piblew—:
Trash debris is present.
, Ho--
I will iemediate'the emblem: • -
Remove the trash/debris.
Enh re BMP
Adjacent pavement (if
applicable)
Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as
possible.
Perimeter of sand filter
Areas of bare soil and/or erosive
gullies have formed.
Regrade the soil if necessary to remove the
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one -lime fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area
Sediment has accumulated to a
Search for the source of the sediment and
depth of greater than six inches.
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
roblems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401•Sand Filter O&M-Rev.4 2009Septl7
ECEI tlf/ E
MAY 0 4 2012
Page 1 of 3

BMB element: � -. ' - '
Pol ential blew. ..;: • .. • . , ."
How 1 willremedlate the blew .
Filter bed and underdrain
collection system
Water is ponding on the surface for
more than 24 hours after a storm.
Check to see if the collector system is
clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the outlet.
401 Oversi ht Unit at 919-733-1786.
EVEIVE
MAY 0 4 2012
BY:._ -
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:MCAS New River P-683 / P-687 MV-22 Hangar Development
BMP drainage area number: J F- 1
Print name: Carl H. Baker, P.E.
Title:Denuty Public Works Officer
Address:Buildine 1005 Michael Road, MCB Camp Leieune, NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of do hereby certify that
personally appeared before me this/,' day of
and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
=�A�.�B20pNTN�ET�T[-:'ETTE�licntam 1,s�j&/�, z
SEAL
My commission expires �/��
Form SW401-Sand Filter O&M-Rev.4 2o09Septl7
ECEUVE
MAY 0 4 2012
BY:_
Page 3 of 3

Permit
(to be provided by DWQ)
j
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)
Project name
Contact name
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
MCAS New River P-683 / P-687 MV-22
Myra W. Jones, P.E.
(904) 7914666
May 21, 2012
SF-2
Drainage area (AD)
212,500.00 ft2 OK
Impervious area
81,260.00 W
% Impervious (IA)
38.2% %
Design rainfall depth (Ro)
1.50 in
. Peak Flow Calculations
1-yr, 24-hr runoff depth
3.59 in
1 -yr, 24-hr intensity
0.15 in/hr
Pre -development 1-yr, 24-hr runoff
0.27 ft3/sec
Post -development 1-yr, 24-hr runoff
0.33 ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.06 ft3/sec
Storage Volume
Design volume (WQV)
10,360.00 ft'
Adjusted water quality volume (WQVAd)
7,770.00 ft3
Volume contained in the sedimentation basin and on top of the sand filter
OK
14,384.00 it
Top of sand fltedgrate elevation
15 It amsl
Weir elevation (between chambers)
13 It amsl
Maximum head on the sedimentation basin and sand filter (hm.F;ner)
5.50 ft OK
Average head on the sedimentation basin and sand filter (hA)
2.75 It OK
Runoff Coefficient (Rv)
0.39 (unitless)
Type of Sand Filter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHwT)
Closed/pre-cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHwr)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (ds,,,)
YorN
ft amsl
ft amsl
Y YorN
5.00 It amsl
6.00 ft amsl
1.00
a�F�yW,�A,�7\Fj�\OG
O� C
MAY 2 2 .ZU12
Form SW401-Sand Filter-Rev.5 2009Sep117 Parts I and II. Project Design Summary, Page 1 or 2

Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (Ar)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (d,)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow -splitting device used?
If draining to SA waters: Does volume in excess of the design volume Flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (W J?
What is the depth of sand over the outlet pipe (dpipe)?
750.00 ft'
yr . V=U, uni imiwn, uuundy nccu iu uc nwrddacu ru
3.00 ft
700.00 ft'
vn. IVI=U, 111111n l ul l 1, UUl IIldy Iicum ru uO mUcdbtu ru
7.50 ft amsl
6.00 ft amsl
1.50 It
3.50 (ft/day)
6.00 in
0.28 ft3lsec
40.00 hours
OK. Submit drainage calculations.
1.67 days
Y
YorN
OK
Y
YorN
OK
YorN
ft
YorN
Y
Y or N
OK
YorN
Y
YorN
OK
YorN
ft
1.00 it
OK
i MAY 2 2.2012
Form SW401-Sand Filter-Rev.5 2009Sept17
Parts I and II. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by D WQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
filter
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required).
ECEIVE
MAY 0 4 2012
BY:
Form SW401-Sand Filter-Rev.5 2009Septl7
Part III, Page 3 of 3

Permit Number:��y0!//����
(to be provided by DWQf
Drainage Area Number: Z
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the sand filter.
— The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
— Once a year, sand media will be skimmed.
— The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
D111L elemenk •_...r.
;fla e., h
Potentiel'pmblem,'
-.�,T„
Howl will remedlate the problem
Entire BUT
Trash/debris is present.
Remove the trash/debris.
Adjacent pavement (if
applicable)
Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as
2ossible.
Perimeter of sand filter
Areas of bare soil and/or erosive
gullies have formed.
Regrade the soil if necessary to remove the
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
hei t.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area
Sediment has accumulated to a
Search for the source of the sediment and
depth of greater than six inches.
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
(Needs are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
MAY 0 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 BY:_ Page 1 of 3

Bhe element
Potential blew:.:
How I will remediate the probljm
Filter bed and underdrain
collection system
Water is ponding on the surface for
more than 24 hours after a storm.
Check to see if the collector system is
clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the outlet. 1
401 Oversight Unit at 919-733-1786.
ECEUVE
MAY 0 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 page 2 of 3

Permit Number:_
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:MCAS New River 11-683 / P-687 MV-22 Hangar Development
BMP drainage area number: S F—
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address:Buildina 1005 Michael Road, MCB Camp Leieune, NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of do hereby certify that
GEC r�O� r personally appeared before me thiS/� day of
gXi.L , and acknowledge the due execution of the forgoing sand filter
maintenance requirements.
Witness my hand and official eal,
14" � �-
=A.BONNENETTElicntyarolinae /f
SEAL
My commission expires
IrMAY I 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3

Permit Number:
(to be provided by DWQ)
///��� Op w A TFq
;A Q2 OG
m �
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
I. PROJECT INFORMATION
Project name MICAS New River P-6831 P-687 MV-22 Hangar Development
Contact name
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
[phone]
May 21, 2012
SF-3
Drainage area (AD)
196,000.00 ft' OK
Impervious area
115,730.00 ft2
% Impervious (IA)
59.0% %
Design rainfall depth (Ro)
1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.59 in
1-yr, 24-hr intensity
0.15 in/hr
Pre -development 1-yr, 24-hr runoff
0.22 ft'/sec
Post -development 1-yr, 24-hr runoff
0.42 ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.20 ft'/sec
Storage Volume
Design volume (WOV)
14,210.00 ft'
Adjusted water quality volume (WQVAdi)
10,657.50 it'
Volume contained in the sedimentation basin and on top of the sand filter
OK
16,459.00 It'
Top of sand filter/grate elevation
17 ft amsl
Weir elevation (between chambers)
15 ft amsl
Maximum head on the sedimentation basin and sand filter (hM.riner)
4.00 ft OK
Average head on the sedimentation basin and sand filter (hA)
2.00 ft OK
Runoff Coefficient (Rv)
0.58 (unitless)
Type of Sand Filter
Open sand filter?
N Y or N
SHWT elevation
It amsl
Bottom of the sand filter elevation
It amsl
Clearance (dsw)
Closed/pre-cast sand filter?
Y Y or N
SHWT elevation
8.00 ft amsl
Bottom of the sand filter elevation
9.50 ft amsl
Clearance (dsFwT)
1.50
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
ft
structure (ds,.)
.�11a:��Lru �`l ��-•
MAY 2 2 2U12
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2

Permit
(to be provided by OWQ)
SedinnWitation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filler (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filler?
Is an off-line flaw -splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easementwith a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamberlforebay (Wsd)?
What is the depth of sand over the outlet pipe (dpipe)?
Form SW401-Sand Filter-Rev.5 2009Sept17
1,350.00 ft'
vn.
Meeu wnumm I1, JUL ulay I=u w ue Iwiedaeu w
3.00 ft
1,350.00 ftZ
Jn.
meeu nllnIIIIUIu, uur umy lieeu w ue muaaaeu ru
11.00 It amsl
9.50 ft amsl
1.50 ft
3.50 (ft/day)
6.00 in
0.05 ft3/sec
40.00 hours
OK.
Submit drainage calculations.
1.67 days
Y YorN
OK
Y Y or N
OK
YorN
n
YorN
Y YorN
OK
YorN
Y Y or N
OK
YorN
it
1.00 it
OK
MAY 2 2.2012
I
Parts I and II. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST 1'
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
CG 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
/ - Boundaries of drainage easement.
CG 2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
Off -site drainage (if applicable), and
- Boundaries of drainage easement.
CG 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required).
ECEI 49 E
MAY 0 4 2012
SY:.—_---
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 3 of 3

Permit Number:
(to be prMded by DWQJ
Drainage Area Number:_
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the sand filter.
— The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
— Once a year, sand media will be skimmed.
— The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem. -
How I will ieaiediate the Problem:
Entire BMP _
Trash debris is present
Remove the trash/debris.
Adjacent pavement (if
applicable)
Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as
possible.
Perimeter of sand filter
Areas of bare soil and/or erosive
gullies have formed.
Regrade the soil if necessary to remove the
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area
Sediment has accumulated to a
Search for the source of the sediment and
depth of greater than six inches.
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
ECEOVE�
MAY 0 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 BY:_ Page e t of 3

BW element: • : .'
.'Potential ` blemc
'Haw I will remediate'the problenu
Filter bed and underdrain
Water is ponding on the surface for
Check to see if the collector system is
collection system
more than 24 hours after a storm.
clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the outlet.
401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:MCAS New River P-683 / P-687 MV-22 Hangar Development
BMP drainage area number:_�F
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address: Building 1005 Michael Road MCB Camp Le'eune NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of do hereby certify that
s/ii personally appeared before me this//10 day of
and acknowledge the due execution of the forgoing sand filter
maintenance requirements.
Witness my hand and official seal,
M
ETTEictyrolina e
SEAL
My commission expires
E E IVE
MAY 0 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 3 of 3

Permit Number:
j
(to be provided by DWQ)
QF WATFH
NCDENR
STORMINATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section fill and the 1&M Agreement (Section IV)
I. PROJECT INFORMATION
Project name
MCAS New River P-683 / P-687 MV-22 Hangar Development
Contact name
Myra W. Jones, P.E.
Phone number
[phone]
Date
May 21, 2012
Drainage area number
S174
II. DESIGN INFORMATION
Site Characteristics
Drainage area (Au)
164,785.00 ft' OK
Impervious area
76,267.00 ft2
% Impervious (IA)
46.3% %
Design rainfall depth (Ro)
1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.59 in
1-yr, 24-hr intensity
0.15 in/hr
Pre -development 1-yr, 24-hr runoff
0.19 ft'/sec
Post -development 1 -yr, 24-hr runoff
0.30 ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.11 ft3/sec
Storage Volume
Design volume (WQV)
9,681.00 ft'
Adjusted water quality volume (WQVAdi)
7,260.75 ft'
Volume contained in the sedimentation basin and on top of the sand filter
OK
10,765.00 ft'
Top of sand filter/grate elevation
15 ft amsl
Weir elevation (between chambers)
13 fit amsl
Maximum head on the sedimentation basin and sand filter (hM.FJler)
3.00 It OK
Average head on the sedimentation basin and sand filter (hA)
1.50 ft OK
Runoff Coefficient (Rv)
0.47 (unitless)
Type of Sand Filter
Open sand filter?
N Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (dsHWr)
Closed/pre-cast sand filter?
Y Y or N
SHWT elevation
7.00 ft amsl
Bottom of the sand filter elevation
8.50 It amsl
Clearance (dSHWT)
1.50
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
It
structure (dspace)
Form SW401-Sand Filter-Rev.5 2009Sept17
i
MAY 2 2 .ZU12
Parts I and 11. Project Design Summary, -Page 1 of

::
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow -splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsvy)?
What is the depth of sand over the outlet pipe (dpipe)?
Form SW401-Sand Filter-Rev.5 2009Sept17
Permit Number:
(to be provided by DWQ)
1,250.00 ff2
V(\. lvl=LW 11111 III I I u I I I, uul IIldy Ilum w ue IIIbledbtu w
3.00 It
1,250.00
ft2
vry viccw unmiuum, uut may uccu ry uc niul edbeu w
10.00 it amsl
8.50 it amsl
1.50 It
3.50 (fVday)
6.00 in
0.05 ft3/sec
40.00hours
OK. Submit drainage calculations.
1.67 days
Y
Y or N
OK
Y
Y or N
OK
YorN
it
YorN
Y
YorN
OK
YorN
Y
YorN
OK
YorN
It
1.00 It
OK
MAY 2 2.2012
Parts I and II. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
r
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials
Pagel Plan
SheetNo.
t 6
1. Plans (V - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
_ 5. Supporting calculations (including drainage calculations)
_fk,�d _ 6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required).
ECEIVE
MAY 0 4 2012
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 3 of 3

Perini[ Number: '�5�y////�
(to be provided by DWQ)
Drainage Area Number: "(
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
rBMP element; _�
G, Potential problem.. -
How I will'rethediate the problem:
Entire BMP
Trash/debris is present..
Remove the trash/debris.
Adjacent pavement (if
Sediment is present on the
Sweep or vacuum the sediment as soon as
applicable)
pavement surface.
possible.
Perimeter of sand filter
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Flow diversion structure
The structure is clogged.
Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area
Sediment has accumulated to a
Search for the source of the sediment and
depth of greater than six inches.
remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
un acts to streams or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
roblems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
ECE VE
Form S W40I-Sand Filter O&M-Rev.4 2009Sept 17 MAY 0 40
2012 Page 1 of 3

BhT element:. -
Potential; blem: ' . .
.How I will remedietc theproblem:.
Filter bed and underdrain
Water is ponding on the surface for
Check to see if the collector system is
collection system
more than 24 hours after a storm,
clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the outlet.
401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 2 of 3

Y
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:MCAS New River P-683 / P-687 MV-22 Hangar Development
BMP drainage area number: SF— 4
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address:Buildiniz 1005 Michael Road, MCB Camp Leieune, NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdiNision has been named the president.
I,41, is ,/,z�r , a Notary Public for the State of
r/// County of do hereby certify that
personally appeared before me this day of
and acknowledge the due execution of the forgoing sand filter
maintenance requirements.
Witness my hand and official seal,
EAU. SO:NETEary Pow CNortolin����on Exd.Z-2
SEAL
My commission expires ��
4 f j `i ! c ±r't
i,t''
MAY I 4 2012
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 3 of 3

Permit No.
(to be provided by DWQ)
OF W A TF9
ODGRMG
PICDEIdR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
RAINWATER HARVESTING SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pert Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name MCAS New River P-6831 P-687 MV-22 Hangar Development
Contact person Myra W. Jones, P.E.
Phone number [phone]
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Captured Horizontal Surface Area of Roof 110,000 it,
Are you in Coastal County SA waters or ORW Areas? No
Storage Volume: Non -SA Waters I Other
Design rainfall Qa`,r/jffol 1.5 in
Rain Harvesting VolumePfevid_ed (Must include a factor of safety at 10693.757 ft3
least 1.2x design rainfall)
Rain Harvesting Volume Provided 80000.00 gal
Storage Volume: SA Waters & Saltwater ORW Areas
Runoff Volume generated from 1.5'
it,
1-yr, 24-hr rainfall depth at your site
in
Pre -Development 1-yr, 24-hr Runoff
it,
Post -Development 1-yr, 24-hr Runoff
it,
1-yr, 24-hr Runoff Volume Post -Pre
0.00 ft3
Use 1.5" or Pre/Post?
Volume of Rainwater Harvesting System Provided
Rain Harvesting Volume Provided at Site ��%�� 10,693.76 ft3
Factor of Safely 1.20
Rain Harvesting Volume Provided 80000.00 gal
Fill out Non -SA Watem/Other Section
OK
Chrism Volume Must be at least 1.2X Design Rainfall
Runoff
Do not fill out this section
Do not fill out this section
Do not fill out this section
Do not fill out this section
Do not fill out this section
Minimum Rainwater Harvesting Volume must be at least
1.2 times the Runoff Volume
Volume Must Have a Safety Factor of 1.2
ECEIVEJ`j.
MAY 0 4 2012
Form SW401-Rainwater Harvesting-Rev.3 Pans I. & II. Design Summary, Page 1 of 3

'
Permit No.
(to be provided by DWQ)
% Runoff
% Runoff Used On -Site
65
%
Primary Method Used On -Site
vehicle washing
% Runoff Treated On -Site
35
%
Primary Method of Treatment
Infiltration Basin
% Runoff Infiltrated On -Site
0
%
Total Runoff Accounted For
100
%
OK
Water Balance Calculations Attached?
Yes
Cistern Overflow, Gutter, & Gutter Downspout Sizing)
Closest City
Wilmington
Captured Roof Area
110000
ffz
Overflow Pipe Diameter Needed (in Dec. Inches)
18
in
Maximum Captured Area for above Overflow Pipe
110000
ffz
OK
Guttering
Number of Gutters Total
24
gutters
diameters, downspout sizing and areas going to each
Do you have a plan details showing numbered gutters?
Yes
Please include plan details showing numbered gutters
Do you have a detailed table showing slopes of all gutters?
No
gutters
Do you have a detailed table showing diameters of all gutters?
No
gutters
Do you have a detailed table showing downspout diameterof all
No
Please include a detailed table showing downspout
guders?
diameter of all gutters
Do you have a detailed table showing maximum captured area for
Please include a detailed table showing maximum
all gutters?
Yes
captured area for all gutters
Additional Design Elements
Have you modeled this system using a water harvesting model?
Yes
OK
Days to Draw Down Rainwater Harvester
5
days
Overflow discharged to:
Properly Designed BMP
OK
Does the overflow discharge directly to impervious surfaces?
No
OK
What is the overflow velocity for the 10-year storm?
2.5
R/S
Is the overflow velocity non -erosive
Yes
velocity
Is a First Flush Diverler Used?
Yes
If First Flush Diverter used, where is bypassed water discharged to?
Properly Designed BMP
OK
Actual City
Jacksonville, NC
Closest City
Wilmington
Average Annual Historic Rainfall at your Site
in
Percent of Rainfall that will Overflow Cistern
%
Additional Design Elements
Which Model?
Does this cistern have a dedicated year-round use?
Yes
OK
Screen Sizing at Entrance to Rainwater Harvester
mm
Do you have a secondary water supply to the rainwater harvester?
No
Plans for the fooling included in submittal?
No
cistern at full capacity is greater than the soils will
If cistern is buried, calculations must be provided to
Is the cistern buried?
Yes
show cistern will not float when empty
Pump provided? What is the pressure?
psi
What are the designated uses of the pump?
Are Pump Sizing Calculations Attached?
qq
E G E p1g V E A
Is Cistern Metal?
If Metal Cistern - Is Waterproof Bladder Provided?
MAY 0 4 2012
If the only use is irrigation - are plans provided?
Labeled as non -potable water?
Are Local & Stale pumbing codes followed?
BY' -----'-----
Farm SW401-Rainwater Harvesting-Rev.3
Parts I. & R. Design Summary, Page 2 of 3

Permit
(to be provided by DWQ)
Does this roof area deduct BUA from calculations of ano?her BMP?
If so, what BMP?
Yes
SF-7
"�CEU VE
Mar 0 4 2012
BY:_
Form SW401-Rainwater Harvesting-Rev.3 Parts I. & II. Design Summary, Page 3 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1 Plans (i" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Rain Haniester dimensions,
- Pretreatment system,
Any first flush bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details of rain harvester showing:
- Maintenance access
Volume
Area overflow is directed to and appropriate details of overflow area including vegetation, seeding plan
and side slopes
- Screen sizing
- Waterproof bladder if applicable
- Footings
- Pump design and sizing
- Guttering with sizing and slopes, overflows, and
- Filler strip.
3. Section view of the roof and rain harvester (1" = 20' or larger) showing:
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. Rain harvesters shall not be used for sediment and erosion control during construction.
5 A table of elevations, areas, gutter slopes, gutter and overflow dimensions, incremental volumes &
accumulated volumes for overall site to verify volume provided.
A construction sequence that shows how the rain harvester will be implemented on site.
7' The supporting calculations.
&' A copy of the signed and notarized operation and maintenance (O&M) agreement.
g' A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information. p y 11 A copy of the printout from the water harvesting model used. E C E Q �y
12 A copy of average annual rainfall at your site. MAY U 4 2012
By:
Form SW401-Rainwater Harvesting-Rev.3 Part III. Required Items Checklist, Page 1 of 1

PermitNumber:_5 � f///'5
(to be provided by DW2)
Drainage Area Number:
Rainwater Harvesting System
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The roof area will be maintained to reduce the debris and sediment load to the
system. Excess debris can clog the system and lead to bypass of the design
storm, and reduced reuse volume.
— To ensure proper operation as designed, a licensed Professional Engineer,
Landscape Architect, or other qualified professional will inspect the system
annually.
— The system components will be repaired or replaced whenever they fail to
function properly.
— If the outlet is metered, use must be recorded at a minimum of monthly. These
records shall be kept on site for inspection by DWQ.
The system will be inspected by the owner/operator at least monthly and within 24
hours after each rain event. Records of operation and maintenance will be kept in a
known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How to remediate theproblem:
The entire system
A component of the system is
damaged or leaking.
Make any necessary repairs or replace if
dama a is too large for re air.
Water is flowing out of the
overflow pipe during a
design rainfall or smaller
(usually a 1" or 1.5" rainfall).
Check system for clogging and damage. Repair
as needed so the design volume is stored
properly without discharging during a design
storm.
Check that the pump is operating properly and
that the water is actually being used at the
volume designed.
If it is still not operating properly, then consult
an expert.
The captured roof area
Excess debris or sediment is
Remove the debris or sediment as soon as
resent on the rooftop.
ossible.
The gutter system
Gutters are clogged, or water
is backing up out of the
Unclog and remove debris. May need to install
gutter screens to prevent future clogging.
gutter system.
Rooftop runoff not making it
into gutter system.
Correct the positioning or installation of gutters.
Replace if necessary to capture the roof runoff.
Form SW401-Rainwater Harvesting O&M-Rev.l MAY 0 4 2012 Page 1 of 3
BY:.__

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
HMP element:
Potentialproblems:
How to remediate the problem -
The pump
Pump is not operating
Properly.
Check to see if the system is clogged and flush if
necessary. If it is still not operating, then
consult an expert.
The overflow pipe
Erosion is evident at the
overflow discharge point.
Stabilize immediately.
The overflow i e is clogged.
Unclog or replace if it cannot be unclogged.
The outflow pipe is damaged.
Re air or replace the i e.
The secondary water
supply
Not operating properly.
Consult an expert.
The cistern
Sediment accumulation of 5%
Remove sediment.
or more of the design volume.
Algae growth is present
inside the cistern.
Do not allow sunlight to penetrate the cistern.
Treat the water to removeprevent algae.
Mosquitoes in the cistern.
Check screens for damage and repair/replace.
Treat with 'mosquito dunks' if necessary
The screens and filters
Debris and/or sediment has
accumulated. Screens and
filters are clogged.
Search for the source of the debris/sediment
and remedy the problem if possible.
Clean/clear debris/sediment from screen or
filter. Re lace if it cannot be cleaned.
Form SW401-Rainwater Harvesting O&M-Rev.I
1
MAY I 4 2012
;s^
Page 2 of 3

w
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:MCAS New River.tP7-683 / P-687 NW-22 Hangar Development
BMP drainage area number: RAl/Ip 4,cr ArvessiM �rsiewt
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address:Building 1005 Michael Road, MCB Camp Leieune, NC 28547
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I> �`' < ��/JPi// a Notary Public for the State of
County of 64r16cl do hereby certify that
personally appeared before me this
day of �_2G,z . , and acknowledge the due execution of the
forgoing rooftop management maintenance requirements. Witness my hand and offi
seal,
[A"
A. BONNETTE
Notary Public
OnaIOW County
State of North Carolina
Commlaelon Ex ireacV:Z�
SEAL
My commission expires 7
Form SW401-Rainwater Harvesting O&M-Rev.I
cial
MAY 0 4 2012
Page 3 of 3

l'
p
Permit No. �w0'9zz&_5
(to be provided by DINO)
WA)pgOG
O=�
C
STORMWATER MANAGEMENT PERMIT APPLICATION FORM a� 7
NCDENR
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part )ll) must be printed, filled out and submitted along with all of the required information.
I'=:PROJECT.INF.ORMATION
Project Name
P688 APRON EXPANSION PHASE II
Contact Person
DAVID TOWLER _
Phone Number
910; 451-3238
.
Dale
3-Feb-10 -. ,• , .. ,,.:. _ „_
Drainage Area Number
.1^(T -
II`DESIGN'INFORMAT ION '
5rh
Site Characteristics
Drainage area
2,587,759.00 ,ftz -
Impervious area
--.2,439,933.00 ' ftZ
Percent impervious
0.94 %
Design rainfall depth
- " 1.50 ..'''in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
-, . 3.51 ..'' in "
1-yr, 24-hr intensity
_ - 0.15 inmr
Pre -development 1-yr, 24-hrdischarge
40.81 ff'Isec
Post -development 1-yr, 24-hr discharge
ii '- 130.41 ff'/sec
Pre/Post 1-yr, 24-hr peak flow control
89.60 ft'/sec
Storage Volume: Non -SA Waters
-
Minimum design volume required
_
291,123.00 it'
Design volume provided
- 291,198.00 ft' OK for non -SA waters
Storage Volume: SA Waters
1.5" runoff volume ft'
Pre -development 1-yr, 24-hr runoff volume ` ft'
Post -development 1-yr, 24-hr runoff volume : • it,
Minimum required volume ft'
Volume provided ,ff'
Soils Report Summary
Soil type 1_:"..,.SM
Sand .
Infiltration rate -
5.00 inmr
SHWT elevation
r 9.00 fmsl
Basin Design Parameters
_
Drawdown time -
0.18 -. days OK
Basin side slopes -'3.33
:1 OK
Basin bottom elevation
11.00fmsl OK
Storage elevation
12.80 fmsl
Storage Surface Area
165,415.00 : If
Top elevation
47.00 '-"fmsl
Basin Bottom Dimensions
Basin length -
• 414.06 . H
Basin width
%387.00 '- ft
Bottom Surface Area -
160,218.00 ' it'
r
�c�crrr�n
MAR 1 2 2010
IBY: I
Form SW401-Infiltration Basin-Rev.4 Parts 1. & II. Design Summary, Page 1 of 2

Permit No.
(ro bo provided by DWO)
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac-in
OK
Length of vegetative filler for overflow
450.00
ft
OK
Distance to structure
20.00
It
OK
Distance from surface waters
>50
It
OK
Distance from water supply well(s)
> 100
It
OK
Separation from impervious soil layer
> 7
ft
OK
Naturally occuring soil above shwt
Y
tt
OK
Bottom covered with 4-In of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
N/A
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Pretreatment device provided
Y
oiVwater separator
Form SW401-Infiltration Basin-Rev.4 Parts I. & 11. Design Summary, Page 2 of 3

1
Permit
(to be provided by DWD)
n
III'QREQUIRED ITEMS CHECKLISTk 1 4 "'' ;_ �• ir'
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
. Pagel Plan
Initials Sheet No.
SWO03 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
At,� SWO04 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin crass -section with benchmark for sediment cleanout,
Flow distribution detail for inflow,
Vegetated filter, and
Pretreatment device.
Aug SWO06-SWOO, 3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
AU6 Attached 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
hug Attached 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
SWO02 6. A construction sequence that shows how the infiltration basin will be protected from sediment until the
entire drainage area is stabilized.
Ail Attached 7. The supporting calculations.
A i.((L Attached 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
h NIA 9. A copy of'the deed restrictions (if required).
MAR 1 2 2010
BY:
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

„ Alp
NCDENR
2�F W�ArFgO
11_JIIJIJI'
Dlii�I
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
L PROJECT INFORMATION
Project name
P688 APRON EXPANSION PHASE II -
Contact name
DAVID TOWLER
Phone number
910 - 451 - 3238
Dale
5-Mar-10
Drainage area number
II DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP `` ►► �_ '7 �( • {
Type of BMP
Drawdown Flow from the BMP — cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient.
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed biorelention cell?
To a mulched biorelention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to lop of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer 'Y” to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
2,267,215.00 ftz Jdiee;—Joel Eve— o
2,267,215.00 ft2
100.00 %
0.95
49.45 cfs
23.00 min
3.5 in/hr
173.06 cfs
(Y or N)
(Y or N)
(Y or N)
Y (YorN) Please complete filter strip characterization below.
387.00
It
0.00
It
0.00
If
387.00
It
11.20
fmsl
8.00
fmsl
0.83
% OK
N
(Y or N) OK
4,308.00 sq it OK
13 ft/cfs
N (YorN)
Y (Y or N) 17t�k�
N (Y or N)
20.65 cfs
N (YorN) A bypass device is not neede . L
AR M1 2 2010
Form SW401-Level Spreader, Filter Strip, Restored Ripanan Buffer-Rev.5 LPgrt6.1:.ond:li.Oeslgn:Summary,-pagall of 2.

• 'Length of the level lip
114.00 ft
Are level spreaders in series?
N (Y or N)
t
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
(Y or N)
Do not complete this section of the worksheet.
Does the channel enter the stream at an angle?
(Y or N)
Do not complete this section of the worksheet.
Dimensions of the channel (see diagram below):
Do not complete this section of the worksheel.
M
ft
Do not complete this section of the worksheet
B
ft
Do not complete this section of the worksheet.
W
ft
Do rot complete this section of the worksheet.
. y
ft
Do not complete this section of the worksheeL
Peak velocity in the channel during the 10-yr storm
cfs
Do not complete this section of the worksheet.
Channel lining material
__.
Do not complete this section of worksheet.
y I
�_ ------- M _____�
M
i D i
r`. ,—i'il v '
MAR 1 2 2010
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and If. Design Summary, page 2 of 2

III. REQUIRED ITEMS, CHECKLIST 5
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
_AL6_ SW003 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
A L(5 SWO04 2. Plan details (1" = 30' or larger) for the level spreader shoving:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build -out.
a Li3 SWO08 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
A W N/A 4. A date -stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
ALB SWO02 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
ALS Attached 6. The supporting calculations.
Ali 8 Attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
AFL N/A 8. A copy of the deed restrictions (if required).
MAR 1 2 2010
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

Permit Number: 5�8 09 l3
(to be provided by DWQ)
Drainage Area Number: 1
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will.be.watered twice weekly if needed until the plants become established,.,
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC, 1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pfl will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall. be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire filter strip
Trash/debris is present.
Remove the trash/debris.
system
The flow splitter device
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
APR 01 2010
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page l of 3

BMP element:
Potentialproblem:
How I will remediate theproblem:
The swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one-time fertilizer
application.
'
Tiees or shrubs have begun
Remove them7
to grow on the swale or just
downslo e of the level lip.
The bypass channel
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
(if applicable).
approximately three to six inches.
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919-733-1786.
APR 01 2010
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3

• Permit [Number: '5 . & D9
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:P688 Apron Expansion Phase II
BMP drainage area number:
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address:1005 Michael Rd., MCB Camp Lejeune, NC 28547
Date: J —10 —0
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County ofdo hereby certify that
//
personally appeared before me thisAe
�/� ,and acknowledge the due execution of the day of , �ZG<
forgoing filter strip, riparian buffer, and/or level spreader inrequirements.
Witness my hand and official seal,
ALICE A SONNETTblic
E
Notary Pu
Onalow County
State of North Carolina
My Commission Expires Oct 23. 2010
SEAL
My commission expires C-(�/l�c/d
R CRE V E—D
APR 01 2W
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

Permit Number.
(to be provided by DWQ)
Drainage Area Number:
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
— Immediately after the infiltration basin is established, the vegetation will be
watered twice weakly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
— The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
MAR 1 2 2010
Form SW401-Infiltration Basin O&M-Rev.3

BMP element:
Potentialproblem:
How I will remediate theproblem:
The forebay
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or
Provide additional erosion
riprap is displaced.
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
Brain.
The main treatment area
A visible layer of sediment
Search for the source of the
has accumulated.
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
immediately.
Water is standing more than
Replace the top few inches of filter
5 days after a storm event.
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair.
Weeds and noxious plants are
Remove the plants by hand or by
growing in the main
wiping them with pesticide (do not
treatment area.
spray).
The embankment
Shrubs or trees have started
Remove shrubs or trees
to grow on the embankment.
immediately.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1756.
MAR 1 2 2010
Form SW401-Infiltration Basin O&M-Rev.3

Permit Number: 41'O8 C I I I I �%
(to be pro vicled by DWQ)
I acknowledge and agree by my signature below that 1 am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:P688APPRIDN EXPANSION PHASE II
BMP drainage area number: I
Print name:Carl H. Baker. P.E.
Title:Dcputy Public Works Officer
Address: Building 1005 Michael Road
Date: 02 - q — /D
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Azlu a Notary Public for the State of
, County of do hereby certify that
personally appeared before me this
day of �.y Fria , and acknowledge the due execution of the
forgoing infiltration basin maintenance requirements. Witness my hand and official seal,
ALICE A BONNETTE
Notary Public
Onslow County
State of North Carolina
My Commiulon Expires Oct 231 2010
SEAL
My commission cxpires_��
Form SW401-Infiltration Basin O&M-Rev.3
MAR 1 2 2010
Page 3 of 3

MEMORY TRANSMISSION REPORT
TIME :06-18-'12 07:17
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
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TIME :06-18-'12 07:10
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
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DATE 06.18 07:07
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Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date: _ 4g —/O —o O �-
To:
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Dee Freeman, Secretary
No. Pages (excl. cover):
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Phone: [phone]
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :06-18-'12 07:12
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
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DATE
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Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHFET Dee Freeman, Secretary
Date: - � —/,?— ZO�i �;-
To: // 1 Z-cZ J o h
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

Levvis,Linda
From: Luman, Travis M. [[e-mail]]
Sent: Friday, June 15. 2012 11:26 AM
To: Lewis, Linda
Subject: RE: SW8 091113
Linda,
Yes, the original 2,587,759 sf drainage area for IB-1 already includes the area where the MV-22 Hangar is now located. It
is part of the "future" allocation from the original permit. The highlighted note on my Drainage Table (from the Application)
discusses the future allocation from the original permit and how it is now being used. The RHS overflow is, of course,
Hangar rooftop drainage.
I see that the Volume Calculation in your spreadsheet added the 34,960 sf to the 2,587,759 sf to obtain the amount of
2,622,719 sf, but the Drainage Area should still be the original 2,587,759 sf. I have stayed within the bounds of the original
drainage area calculations and there is, in fact, still 39,790 sf BUA still available for future use.
I hope this answers your question but if you need anything further, please don't hesitate to ask or even give me a call
Thanks for your help and quick response!
Travis M. Luman, P.E. (FL) I Haskell Architects and Engineers [ 904.357.4271 1 Travis. LumanCcDhaskell.com
From: Lewis,Linda[mailto:Iinda.lewisCclncdenr.gov]
Sent: Friday, June 15, 2012 9:36 AM
To: Luman, Travis M.
Subject: SW8 091113
Travis -
I think the Infiltration Basin calculations need to be tweaked again to increase the drainage area by the amount
of roof area that is not being collected and stored in the RHS tank. Did the original 2,587,759 sf drainage area
for IB-1 already include the area where the MV-22 Hangar will now be located? If not, please increase the DA
for I13-1 by 34,960 sf and revise those IB-1 calculations.
That should take care of everything. The permit is drafted and can be issued upon receipt of the revised Basin
Information sheet (DA columns — if necessary) and the revised calculations. You can scan and email all that to
me. These changes do not result in any physical changes to the basin itself — it's just a numbers game at this
point.
Thanks.

44/ HASKELIL
ARCHITECTS AND ENGINEERS, P.A.
Ms. Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, North Carolina 28405
910-796-7215
Dear Ms. Lewis:
HASKELL rel 904.791-4500
111 Riverside Avenue tax 904.791.4699
Jacksonville, Florida 32202-4950 web www.haskell.com
June 11, 2012
Re: MV-22 Aviation Complex
Jacksonville, North Carolina
Please see Responses to your Comments as provided below:
�w� OVII 3
Comment 1: The underdrain calculations need to be redone as well. I don't know exactly why,
but I am coming up with much larger minimum underdrain diameters even though
am using the same equation that you do. Fortunately, you have specified enough
underdrains in each case to accommodate the expected flow through the sand
filter media, but I think the calculation of the minimum underdrain diameter needs
to be correct. I think the problem may be in the slope — I see that you use 0.5%,
but the equation needs the slope to be in feet per foot, so it should be .005. Are
you entering 0.5 in the equation or .005?
Response 1: You are correct that I used 0.5 in the equation instead of 0.005. Section 5.7 is not
specific on which unit to use, but in the step-by-step process it refers to % in Steps
2 and 3; however, I have revised the calculations and the plans are still adequate.
Comment 2: The revised calculations must be signed, sealed and dated.
Response 2: Noted. All new revisions as well as those previously sent will be re -sent under a
new cover and signed and sealed.
Comment 3: The Rainwater Harvesting System (RHS) calculations that you submitted are not
what I am looking for. They appear to be based on a 1" design storm. Essentially, I
need to see your calculations (via the Simple method) of the required minimum
volume to capture based on a 1.5" design storm, and whatever the roof BUA is (DA
at 100% impervious) that is being directed to that RHS.
es onse 3: The treatment volume calculations via the Simple Method are now included in the
revised Report. The Supplement Form already reflects these results based on the
1.5" design storm.
LLP
Comment 4: 1 am concerned that the up -front filtering will cause the incoming flow to slow down,
resulting in much more bypassing to the infiltration basin. Did you tell me before
that you weren't claiming any volume credit for the RHS and that all of the runoff
volume had been accounted for in the infiltration basin? If that's true, then I don't

r.
41 HASKELL HASKELL fa 904.791-4500
II I Riverside Avenue faz 904.791.4699
ARCHITECTS AND ENGINEERS, P.A. Jacksonville, Florida 32202-4950 web wv wvhaskell.com
need anything else. But, if you are claiming any of the volume credit for the RHS,
then I will need to see those calculations. Please include the location of the bypass
line in the schematic details you provided.
Response 4: The RHS is claiming volume credit for the constant year-round use of vehicle -
washing. As shown in the Supplement (and now supported in the revised report)
65% of the roof drain collection is designed to be stored in the RHS while 35% is
designed to go to the infiltration basin. The up -front filtering unit is designed to filter
the stormwater below the influent and effluent pipe inverts, thus not reducing the
effluent flow. See attached brochure of CDS unit. Also, see revised sheet P-701
showing the bypass line according to the civil layout.
Comment 5: 1 am looking into an error in the BMP Manual for the volume provided in the sand
filter (vertical box only). Essentially, the volume provided in a vertical box sand filter
is only what is above the sand surface on the sand side up to the external overflow
weir, and what is above the internal weir elevation on the sediment side up to the
external overflow elevation. When runoff enters the sediment chamber, the volume
below the weir into the sand chamber will never be able to drain into the sand
chamber, so that volume cannot be included as part of the provided volume. The
BMP Manual, however, just uses Hmax multiplied by the sum of the two chamber
surface areas to determine the volume provided. When I get it resolved, I will be
back in touch.
Response 5: 1 have reviewed the BMP Manual across my calculations, plans and details and
have come to the conclusion that my details for SF-1 on Sheet CG-513 are in
error. As you can see from Sections A & B, I have shown the 2'x1' internal weirs
set to the top of Hmax which does not allow all of the Hmax volume in the
Sedimentation Chamber to make it to the Sand Chamber. I have revised the detail
to show the bottoms of the internal weirs set at the top of the sand media, thereby
being able to treat all 3' of Hmax.
Thank you for your time and assistance on this project.
Respectfully,
Travis M. Luman, P.E.
tml
CC: Thomas Bradshaw, MCB Public Works
File

FIASKELL HASKELL tel [phone]
® ,Hl Riverside Avenue fax [phone]fi99 Transmittal
acksonville, Florida 32202-4950 web www.haskell.com
ARCHITECTS AND ENGINEERS, P.A.
To: Ms. Linda Lewis DATE: June 11, 2012
NCDENR Wilmington Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
PROJECT: MV-22 Hangar Complex Development SUBJECT: NCDENR High Density RAI 2
MICAS New River Package 1 of 1
Jacksonville, North Carolina
6601220
We are sending you ® herewith the following documents on this project.
❑ under separate cover
NUMBER
COPIES
DRAWING
NUMBER
DATED
TITLE OR DESCRIPTION
PREPARED BY
2
6/11/12
Revised Report including Underdrain Pipe Sizing &
Haskell
RHS calculations__
2
P-701
6/11/12
Rainwater Harvesting Diagram
Haskell
1
6/11/12
Responses to Comments (RAI 1)
Haskell
1
Revised Drainage Table from Section IV of Haskell
Application
These documents are being submitted to you:
❑ For your use.
❑ Please sign and return both copies; one executed copy will be returned to you
❑ For estimating purposes.
® For your approval. Please return (1) copy "APPROVED" or, "APPROVED AS NOTED".
❑ Approved.
❑ Due to revisions. Please acknowledge receipt, advising if these revisions will affect the
❑ Approved as noted.
contract price.
❑ For
REMARKS:
COPIES TO: Mr.
Thomas Bradshaw — MCB Public Works
Mr.
Kenneth J. Boeser
Ms.
Myra W. Jones
Mr.
Michael R. McCarthy
Mr.
Larry W. Willis
Very truly yours,
HASKELL ARCHITECTS AND ENGINEERS, P.A.
Trav4 M. Luman, 6P.E.
Civil Engineer
RECEIVED
LJUN 12.zutz
__ -___-

U
a
High Density Stormwater Modification RAI
P-683 / P-687 MV-22 (Hangar Development
MCAS New River at Camp Lejeune
Jacksonville, North Carolina
Prepared for:
North Carolina Department of Environmental and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
[phone]
Prepared by:
Haskell Architects and Engineers
111 Riverside Ave
Jacksonville, FL 32202
[phone]
June 11, 2012
'CEIVED
JUN 12 .2012
BY:SwBoglll 3 �'1

Erosion & Sedimentation Control and
High Density Stormwater Modification Reports for
P-683 / P-687 MV-22 Hangar Development
MCAS New River at Camp Lejeune
Jacksonville, North Carolina
Prepared for:
North Carolina Department of Environmental and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
[phone]
RECEIVED
MAY 0 4 2012
BY:__
Prepared by:
Haskell Architects and Engineers
111 Riverside Ave
Jacksonville, FL 32202
[phone]
April 26, 2012

This submittal package addresses a request for additional information (RAI) received from
NCDENR for the modification of High Density Permit SW8 091113.
Table of Contents
Basin SF-1: Sand Filter
1. Basin Summary
2. Sand Filter Treatment Volume
3. Sand Filter Box Geometry
4. Underdrain Pipe Sizing
Basin SF-2: Sand Filter
1. Basin Summary
2. Normal Depth of Swale
3. Sand Filter Treatment Volume
4. Sand Filter Basin Geometry
5. Underdrain Pipe Sizing
Basin SF-3: Sand Filter
1. Basin Summary
2. Sand Filter Treatment Volume
3. Sand Filter Basin Geometry
4. Underdrain Pipe Sizing
Basin SF-4: Sand Filter (Basin)
1. Basin Summary
2. Normal Depth of Swale
3. Sand Filter Treatment Volume
4. Sand Filter Basin Geometry
5. Underdrain Pipe Sizing
Basin RHS: Rainwater Harvesti
1. Basin Summary
2. Treatment Volume Required
3. Treatment Volume Provided
Appendices
Appendix A — Drainage Basin Characteristics
RECEIVED
JUN 12 ZG12
F_t Y

Erosion & Sedimentation Control and
High Density Stormwater Modification Reports for
P-683 / P-687 MV-22 Hangar Development
Project Location: Onslow County, Jacksonville, NC
Marine Corps Air Station New River
South of the intersection of Curtis and Longstaff Roads
Project Areas: 24.34 acres total drainage area
90.73 acres total disturbed area
85.09 acres additional disturbed area to Permit ONSLO-2010-105
0.00 acres surface water area
0.62 acres wetland impacts
River Basin: White Oak
Stream Class: New River (SC; NSW)
Stormwater
Classification: High Density Development
Overall Project Description:
The overall MV-22 Hangar Development project combines both the P-683 and P-687
maintenance hangars into one combined hangar at MCAS New River (MCASNR) in
Jacksonville, North Carolina. The hangar facility will provide maintenance and administration
spaces in support of the MV-22 aircraft squadrons. This project also includes design and
construction of a privately owned vehicle (POV) parking garage. The three-story parking garage
is designed for 1254 vehicles to accommodate the hangar facility.
These facilities will be located between Runway 01/19 to the west and the bank of New River to
the east. Additionally, the hangar facility will be located adjacent to the east side of a new
parking apron, as described in the companion projects below. An existing residential housing
area and ball field complex are located within the proposed development's project limits. The
housing has recently been vacated and demolished by others to prepare for construction of the
hangar development complex. Further demolition of roadways, utilities and other existing
improvements will occur per the design of this project as well. The existing ball fields will be
closed and new ball fields will be constructed, also a companion project.
Companion Projects:
The construction phase of this new P-683/P-687 Hangar project is combined with the
construction efforts of the P-311 Parallel Taxiway, P-688 Apron Expansion, P-688B Ball Fields
projects and two re -aligned segments of Perimeter Road. A brief description of each project is
included below:
P-311 Parallel Taxiway and P-688 Parking Apron Expansion: These projects include
construction of a new taxiway of bituminous pavement; a new apron of heat resistant
concrete pavement; and a relocation of the Compass Rose. These projects also include
pavement markings; taxiway lighting; necessary water, storm, electrical and telephone
infrastructure to make a complete and usable airfield; along with incidental related work.

P-688B Ball fields: This project includes construction of a soccer field, a T-Ball field, and
baseball fields for Bronco League, Babe Ruth League, and Mustang League; as well as a
concession stand with restrooms. The project shall include the necessary fencing, water,
storm, electrical and telephone infrastructure to make a complete and usable support area;
along with incidental related work.
Perimeter Road: In preparation for the future extensions of Runway 01/19 and the P-311
Parallel Taxiway, Perimeter Road will be re -aligned in accordance with the imaginary
surface criteria as established by the Department of Defense's Unified Facilities Codes. A
second segment of Perimeter Road will be re -aligned parallel to Runway 05/23 where the
roadway currently encroaches upon this surface.
The P-688 Apron Expansion project was permitted through the North Carolina Department of
Environment and Natural Resources (NCDENR) as High Density under Stormwater Permit SW8
091113. The P-311 Parallel Taxiway and Compass Rose projects were permitted as Low
Density under Stormwater Permit SW8 100102. A stormwater infiltration basin with an oil/water
separator and energy dissipater was designed for the High Density Apron Expansion project
which is to be constructed adjacent to the southern end of the new apron. The P-311 and P-688
projects were permitted as one project for erosion and sedimentation control (ESC) under
Permit ONSLO-2010-105.
This submittal package seeks to modify the High Density Permit SW8 091113 and the ESC
Permit ONSLO-2010-105. A modification to the Low Density Permit SW8 100102 for the
Perimeter Road re -alignments will be submitted under separate cover.
Stormwater Discussion:
The aforementioned separator and basin will receive discharge via trench drains collecting the
P-688 Apron runoff as well as the 50-foot hangar access apron adjacent to the east side of the
apron. The basin is also designed to treat a portion of the new P-311 Taxiway (though most of
which is permitted as low density.) Of particular note, this basin was designed to treat the
hangar structure as well. At the time the basin was designed the hangar was planned to be two
separate and smaller structures; however, the scope of the hangar design has since been
modified. The hangar is now one combined structure and is a larger total area than the basin
was originally designed to treat. As part of this project half of the new hangar's rooftop runoff will
be routed to the infiltration basin, and the other half will be routed to a new Rainwater
Harvesting System (RHS) which will have a dedicated year-round use for washing the MV-22's.
Routing only half of the hangar to the infiltration basin will amount to less BUA than the basin
originally accounted for, and in addition, one-third of the 50-foot access apron was able to be
removed by combining the hangar into one facility further lessening BUA going to the basin.
Due to geotechnical information reporting that percolation rates are insufficient for the design of
new infiltration basins for this hangar project, the primary Best Management Practice (BMP) for
stormwater treatment will be through the use of sand filters. Additional percolation tests were
performed in the in -situ clays to verify that they are permissible for use as a bottom liner in the
sand filters. There are four sand filters in total. One is of an underground concrete box design
and three are of basin designs. All of these, by usage of the clay bottom liner, are considered
closed sand filters.
Low Impact Development (LID) practices have been considered throughout the stormwater
design process. Overland runoff and grassed swales have been utilized to the maximum extent
practicable in order to minimize the use of closed pipe culvert systems. This project is also

scoped to achieve a LEED status of Silver, at a minimum. LEED credits have been sough
wherever possible, including stormwater quality and quantit I MAY 0 < cult
The majority of MCASNR was developed throughout the 1940's during Worla�War_ll and much
of the housing was constructed in the 1960's and 1970's; thus pre -dating NCDENR permitting
requirements. The pre -development drainage pattern is reflected on sheets CJ-001 through CJ-
009 and displays how most of the stormwater discharges through piped culvert and grassed
swale systems to wooded riparian buffers and wetlands and then directly to New River with no
upstream treatment measures. The post -development drainage pattern is reflected on sheets
CK-001 through CK-009 and shows seven drainage divides: four sub -basins are directed to
new Best Management Practices (BMP,) two sub -basins encompass each half of the hangar —
one to the infiltration basin and the other to the RHS, and one sub -basin is a pocket of
redevelopment which will continue to drain in the same manner as in existing conditions.
Modification to High Density Permit SW8 091113:
The Parking Apron was permitted for 2,439,933 ft2 of BUA. Of that total 1,999,165 ft2 is Apron
BUA; 172,718 ft2 is Taxiway BUA; and 268,050 ft2 is "future" BUA reserved for the 50-foot wide
hangar access apron as well as for the hangar itself. As summarized in Section IV of the permit
application, the proposed hangar contributes 110,000 ft2 of BUA from rooftop runoff as well as
an additional 38,710 ft2 from the Rainwater Harvesting System overflow. The proposed access
apron contributes 83,300 ft2 of BUA; thus, the total BUA from this project going to the infiltration
basin is 232,010 ft2 (36,040 ft2 less than the "future" allotment factored into the basin design.)
This permit modification will not modify the infiltration basin design or functionality, but rather,
this modification will expand the permitted area to include the hangar and garage along with
new BMP designs.
Modification to ESC Permit CINSLO-2010-105:
A modification to Permit ONSLO-2010-105 was previously submitted for the surcharge and
water main construction efforts which were considered Phase 1. The current permit, which
applies to the Taxiway and Apron companion projects, is considered Phase 2. For the purposes
of this modification the MV-22 Hangar Development, along with the Perimeter Road re-
alignments, will be considered Phase 3.
Land Disturbances:
The existing ESC permit was approved for 107.00 acres of land disturbance. The Phase 1 ESC
modification created an additional disturbance of 6.68 acres. This second modification for Phase
3 will create 90.73 acres of land disturbance of which 85.09 acres are additional. Of the 90.73
acres, 80,73 acres will be due to construction efforts (of which 19.08 acres will be new BUA,)
and approx. 20.00 acres will be for construction staging, hauling and material lay -down areas.
The material lay -down areas will not create disturbed land and thus will not require further
erosion and sedimentation control measures. Three temporary skimmer sediment basins will be
constructed in the locations of the permanent sand filter basin BMP's, SF-2, SF-3 and SF-4. The
roadway re -alignments will consist of shoulders and grassed swales (no curb and gutter.)
Discussion of Construction Sequences:
Phase 1 deals with two segments of water main construction necessary to install and connect
prior to excavation and surcharging efforts can take place. Phase 2 will continue clearing,
demolition, and grading efforts for the Taxiway, Apron and Compass Rose. The excavated
infiltration basin will act as a temporary sediment basin for Phase 2 work. Phase 3 construction
efforts for the Hangar, POV Garage and Perimeter Road re -alignments cannot begin until all

necessary stormwater, ESC and wetland permitting is complete. It is anticipated that Phase 1
will be complete and Phase 2 will be well into preliminary grading by the time Phase 3 can
begin.
Once ESC measures for Phase 3 have been installed, diversion swales and skimmer sediment
basins can then be constructed. Clearing and grubbing, tree removal, utility removal and other
related demolition will follow. Underground infrastructure, such as water/sewer/storm/gas piping
and electrical/communications conduits, will be installed. Once the hangar and garage are
staked, preliminary grading can begin and will coincide with grading efforts for the Apron. All the
while appropriate stabilization timeframes for denuded areas and stockpiles will be followed,
and the stormwater pollution prevention plan with its record of updates will be kept on -site.
Riparian Buffers and Wetlands:
This site is located in Onslow County which is a coastal county. Per the regulations set forth by
the Coastal Area Management Act (CAMA,) a federal consistency determination must be
obtained through NCDENR's Division of Coastal Management. No Phase 3 construction efforts
are anticipated to occur within the 75-foot Area of Environmental Concern (AEC); thus
remaining outside any 50-foot riparian buffers as well. This site is also not located near shellfish
(SA) waters.
A jurisdictional determination for the wetlands has been obtained for this project. There are 0.62
acres of known, unavoidable, permanent wetland impacts. There are also 0.18 acres of
temporary wetland impacts which will be restored to original conditions. The site discharges to
several "blueline streams" as indicated on the USGS Quad Map, Jacksonville South, all of which
have been deemed ephemera'I. All runoff from within the high density boundary will be treated
through sand filters and then discharge into nearby wetlands heading to New River. The
wetland impacts are currently in the permitting review process by NCDENR and the U.S. Army
Corps of Engineers.

Basin Summaries
Basin RHS
The basin for the Rainwater Harvesting System (RHS) is comprised solely of rooftop runoff from
the Hangar. The northern half of the Hangar will be routed through a piped roof drain system to
the RHS where it will be pumped through a filter unit and then into the storage tank. Stored
water from the RHS will have a dedicated year-round use of washing the MV-22's on the
concrete wash rack located just north of the RHS.
Stormwater runoff from the wash rack will enter into a catch basin and be treated in SF-1 as part
of the SF-1 basin boundary; however, the discharge from vehicle -washing will enter into the
sanitary sewer system to be treated in the wastewater treatment plant due to the anticipated
high levels of soaps and chemicals that should not enter into a BMP. In order for this switch
from storm sewer to sanitary sewer to happen, the sanitary pipe is set lower than the storm pipe
and a gate valve is installed on the sanitary pipe to open it when washing and to keep it closed
during normal, non -washing operations. A sign will be posted by the gate valve and yard bibs to
offer sufficient instruction for opening and closing the valve.
As detailed in the Rainwater Harvesting Supplement Form, the RHS tank is not sized large
enough to hold the entire volume captured from the Hangar rooftop. An overflow pipe is installed
in the system to not only allow stormwater from an excess storm event to leave the system but
also to allow the excess rooftop runoff to leave the system. As noted earlier in this report there
is treatment volume available in the infiltration basin for portions of this development that are no
longer routed to it, and allowing the excess roof drainage to enter into the basin will not
overcome the volume available.
Existing Infiltration Basin (per Permit SW8 091113):
The basin divide noted in the construction plans as Existing I-B is comprised solely of rooftop
runoff from the Hangar. The southern half of the Hangar will be routed through a piped roof
drainage system and connected to the parking apron's trench drain which leads to the infiltration
basin. This is as anticipated by the design calculations of Permit SW8 091113. The usage of the
impervious surface areas from SW8 091113 is detailed in Section IV of this high density
application which also footnotes the amount of treatment volume still available in the infiltration
basin.
Redevelopment Area:
There is a 4.22 acre area of residential housing and roads to the north of the Hangar and wash
rack that will be completely demolished per this project's scope of design. In post -development
this same area will only comprise a portion of the 24-foot wide roadway leading to and from the
site. Since this area is 32.5% impervious in existing conditions and will be reduced to 9.9%
impervious in proposed conditions, this area will be considered a pocket of Redevelopment;
thus, a BMP is not proposed for this area; however, the swale on the westside of the road will
discharge to a new catch basin fitted onto an existing pipe which discharges to an existing inlet.
The roadway bank on the eastside of the road will tie -down to match existing grades.

Project Information and Requirements
Knowns:
Project Site is not within Y mile of SR or SA waters. Special precautions for outflow
regarding SR and SA waters do not need to be followed.
Rainfall Depth for Treatment Volumes in Coastal Counties is 1.5 inches.
See Vicinity Map for site location relative to state roads.
Major Design Elements for BMP's, applicable for this project:
Sand Filters:
- Vegetated side slopes shall be no steeper than 3:1.
- Volume in excess of the 1.5" treatment volume will bypass the filter.
- Vegetated Filter Strip is not required for overflows, bypass flows, or discharges.
- Sand Filters shall be located a minimum of 30' from surface waters.
- SHWT must be at least 1 foot below the bottom of closed filter designs, unless mitigated for.
- Maximum contributing drainage basin is 5 acres. One acre or less is preferred.
- Minimum width of sedimentation chamber or Forebay shall be 1.5 feet.
- Sand Filter must completely drain within 40 hours.
- Sand media shall be a minimum of 18" deep (min. 12" over the drainage pipes.)
- All sand filter designs must provide sufficient access to both chambers for maintenance.
Grassed Swales Not Seeking Pollutant Removal Credits:
- Must non-erosively pass the peak runoff rate for the 10-yr storm.
- Where practicable, maximum longitudinal slope shall be 5%.
- Swales shall convey the design discharge while maintaining a minimum of 0.5' of freeboard
and without exceeding the maximum permissible velocity.
- Maximum velocity shall be as specified in the NCDENR BMP Manual Table 14-2.
- Side slopes shall be no steeper than 3:1.
- The majority of the bottom of the swale shall be above the SHWT, but not necessarily 1-ft. of
separation.

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Pre -Development Areas
Basin `°
Total (SF)
Impervious
I Pervious-
Total (ac.)
I Impervious;.
Pervious
PRE 1
82,905
3,275
79,630
1.90
0.07
1.83
PRE 2
212,500
57,481
155,019
4.88
1.32
3.56
PRE 3
196,000
44,394
151,606
4.50
1.02
3.48
PRE 4
164,785
37,204
127,581
3.78
0.85
2.93
PRE RHS
110,000
27,830
82,170
2.53
0.64
1.89
PRE I-B
110,000
9,031
100,969
2.53
0.21
2.32
PRE Redev
1 183,8601
59,828
124,032
4.22
1.371
2.85
Total
1 1,060,050�
239,0431
821,007
24.341
5.48
18.86
Post -Development Areas
Basin
Total (SF)
Impervious
I Pervious
Total (ac.)
I Impervious
_Pervious""
SF-1
82,905
53,815
29,090
1.90
1.231
0.67
SF-2
212,500
81,2601
131,240
4.88
1.87
3.01
SF-3
196,000
115,7301
80,270
4.50
2.66
1.84
SF4
164,785
76,267
88,518
3.78
1.75
2.03
RHS
110,000
110,000
0
2.53
2.53
0.00
-B
110,000
110,000
0
2.53
2.531
0.00
Redev
183,860
18,280
165,580
4.22
0.421
3.80
Post-Dev Totals"
Basin '-r
Total (SF)
11,mpervious 1, Pervious
Total (ac.)
I Impervious,,I,
.Petvious-
BMP
656,1901
327,0721 329,118
15.06I
7.511
7.55
Other
1 403,8601
238,2801 165,580
9.281
5.481
3.80
Total
1 1,060,0501
565,3521 494,698
24.341
12.991
11.35

Curve Numbers
Impervious 98 Built Upon Area
Pervious 39 Open Space - Good Condition Soil Type A
Runoff Coefficient, Rv (as calculated by the Simple Method)
Rv=0.05+0.9' IA
where: IA (Impervious percentage) = Impervious area / Total Area
Pre -Development CN and Rv
Basin
Total (ac.)
Impervious
Pervious
Composite CN
IA
IRv
PRE 1
1.90
0.07
1.83
41
3.95%
0.09
PRE 2
4.88
1.32
3.56
55
27.05%
0.29
PRE 3
4.50
1.02
3.48
52
22.65%
0.25
PRE 4
3.78
0.85
2.93
52
22.58%
0.25
PRE RHS
2.53
0.64
1.89
54
25.30%
0.28
PRE 1-113
2.53
0.21
2.32
44
8.21 %
0.12
PRE Redev
4.22
1.37
2.85
58
32.54%
0.34
RDSt-Development CN and Rv
Basin ..-
Total (ac.)
FimperAousj
Pervious
Composite CN
IA
Rv
SF-1
1.90
1.23
0.67
77
64.9%
0.63
SF-2
4.88
1.87
3.01
62
38.2%
0.39
SF-3
4.50
2.66
1.84
74
59.0%
_
0.58
SF-4
3.78
1.75
2.03
66
46.3%
0.47
RHS
2.53
2.53
0.00
98
100.0%
0.95
-113
2.53
2.53
0.00
98
100.0%
0.95
Redev
4.22
0.42
3.80
45
9.9%
0.14

Basin SF-1:
Sand Filter Box
JUN 12 2012

1. Basin Summary
This proposed drainage divide is located at the northern end of the hangar and is the smallest of
the seven drainage divides due to the many constrictions in locating SF-1. Per MCASNR
criteria, the sand filter may not be located underneath pavement; however, the corridor through
this area of the site has been narrowed as much as possible in order to reduce wetland impacts
so much of this sub -basin consists of roadway pavement. In addition, the new perimeter security
fence is aligned through this corridor as well as the many utilities servicing these new facilities.
With the limited amount of space available, a concrete box sand filter was designed and located
in a grassed area immediately adjacent to the east side of the vehicle wash rack.
The treatment area does not include rooftop runoff as that is being routed to the rainwater
harvesting tank which will have the sole purpose of washing the MV-22's on a regularly
scheduled cycle. Though the discharge from the vehicle washing will be routed to the sanitary
system, stormwater runoff will be routed directly to SF-1.
The outfall pipe from SF-1 will stub out the bottom of the retaining wall and discharge into a 1-
foot deep concrete sump structure to dissipate energy, and then into existing wetlands. There is
a significant difference in elevation from the sand filter to the discharge point. In order to cross
the many utilities plus be able to achieve a low flow velocity, this pipe will connect to a drop
manhole outside the sand filter upstream of the discharge point.
2. Sand Filter Treatment Volume
The treatment volume in this Coastal County will be calculated using a rainfall depth of 1.5
inches by the Simple Method as presented in the NCDENR BMP Manual. The runoff coefficient
must first be calculated as such:
Rv = 0.05 + 0.9 * IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (53,815 ftz / 82,905 ft2) = 0.63
The volume is now calculated using the following formula:
WQV =Rv*A*RD
where: WQV = Water Quality Volume (ft)
A = watershed area (ft)
RD = design storm rainfall depth (ft)
therefore: WQV = 0.63 * 82,905 * 1.5 / 12 (ft)
WQV = 6,529 ft3 to be treated
WQV,dj = 75%(WQV) = 4,897 ft3 (adjusted water quality volume)
3. Sand Filter Box Geometry
The sand filter box geometry is calculated using the method in the BMP Manual while also
considering the various site and soil conditions and constraints. First, the minimum bottom area
for the sedimentation chamber is calculated using the following formula: 7BY:
IVED
2 .2012

As = [(240)(Rv)(A)] * RD
where: A is in acres, RD is in inches, and 240 is a conversion factor
thus: A, = [(240)�0.63)(1.90)] * 1.5
As = 431 f1:
The next point to consider before moving forward is the constraint that the seasonal high water
table (SHWT) has on the allowable depth of the sand filter. In the vicinity of SF-1, it is estimated
that the SHWT is two feet above an existing ground elevation of 8.00 feet. With the proposed
top elevation of SF-1 set at 18.50 feet, the sand filter box can be designed up to a 7.5-foot
maximum depth. After an iterative process it is therefore concluded that hma, can be no greater
than 3.0 feet, A, will equal 850 ft2 and Af will equal 800 ft2. The supporting calculations are
below, beginning with hma, and have
hmax = WQVadj / (As + Af)
thus: hmax = 4,897 / (850+800) = 2.97 ft
Use 3.00 ft
hava=3.00/2=1.50ft
Next, the minimum bottom area for the sand filter chamber must be checked using the following
formula:
Af = (WQV * 1.5 ft) / 13.5 fpd * 1.136 days * (have + 1.5 ft)]
thus: Af = (6,529 * 1.5) / [3.5 * 1.66 * (1.5 + 1.5)]
Af = 562 ft2
The minimum areas calculated above are less than the areas stated for design; thus, they are
sufficient sizes for each chamber. Now the chambers' areas must be double-checked with hma,
to ensure that WQVadj is met by using the following formula:
Volume = (A, + Af) * hma,
thus: Volume = (1,650) * 3.00 = 4,950 ft3 > 4,897 ft3 4 Adequate
See the construction plans and details for sand filter box layout, dimensions and sections.
4. Underdrain Pipe Sizing
Per Section 5.7 of the NCDENR Division of Water Quality BMP Manual, the sizing of the
underdrain is calculated as such below:
D = 16 * [(Q)(n) / �S] (aia)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 800 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.032*10) cfs * (0.011) / (�0.005)] (38)
D = 5.2 inches 4 USE: One 6" PVC pipe down the centirGFhkVE+ D
sand filter chamber
JUN 1 2 .zu1t
13Y: -_-

Basin SF-2:
Sand Filter Basin
=RFCEI�V�ED

1. Basin Summary
This proposed drainage divide is. located to the northeast of the hangar and wraps around the
north side of the garage where the sand filter, SF-2, is located. Since SF-2 is located in an area
of sufficient open space, it is of a basin design. Due to the many other site constrictions and
limited locations for BMP's, however, the grading and drainage of this sub -basin is designed to
be close to the maximum allowable drainage area of 5 acres. Grading for overland flow and the
use of grassed swales was designed to the maximum extent practicable in an effort to reduce
the need for closed pipe systems.. The treatment area does not include rooftop runoff from either
the hangar or the garage. The outfall pipe from SF-2 will discharge through a mitered end
section, with a concrete sump for energy dissipation, and from there the discharge will flow into
existing wetlands.
2. Normal Depth of Swale
The majority of the flow into SF-2 will be collected through Swales SF-2A and SF-2B that run
alongside the new Curtis Road and into a catch basin which is then piped into the forebay of
SF-2. Other runoff from the north side of the garage will be collected into a catch basin and
similarly piped into the forebay. The normal depth calculations for these swales are included in
the Appendices. Freeboard, SHWT, clearance from the roadway base structure and pipe sizing
were considered in the design depth and geometry of this swale as well.
3. Sand Filter Treatment Volume
The treatment volume in this Coastal County will be calculated using a rainfall depth of 1.5
inches by the Simple Method as presented in the NCDENR BMP Manual. The runoff coefficient
must first be calculated as such:
Rv = 0.05 + 0.9 * IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (81,260 ft2 / 212,500 ft2) = 0.39
The volume is now calculated using the following formula:
WQV =Rv*A*RD
where: WQV = Water Quality Volume (ft3)
A = watershed area (ft)
RD = design storm rainfall depth (ft)
therefore: WQV = 0.39 * 212,500 * 1.5 / 12 ft
WQV = 10,360 ft3 to be treated
WQVadl = 75%(WQV) = 7,770 ft3 (adjusted water quality volume)
4. Sand Filter Basin Geometry
The sand filter basin geometry is calculated using the methoc
considering the various site and soil conditions and constraints.
for the forebay is calculated using the following formula:
in the BMP Manual while also
First, the minimum bottom area
RECEIVED
JUN 1 2 .ZU1Z
BY:_____

As = [(240)(Rv)(A)] * RD
where: A is in acres, RD is in inches, and 240 is a conversion factor
thus: AS = [(240)�0.39)(4.88)1' 1.5
As = 685 ft
The next point to consider before moving forward is the constraint that the SHWT has on the
allowable depth of the sand filter. At the location of SF-2 with the groundwater table (GWT) at
16 feet below an existing ground elevation of 16.00 feet, the SHWT being estimated at five feet
above the GWT, and the proposed berm elevation of SF-2 set at 15.00 feet; the sand filter basin
can be designed up to a 9-foot maximum depth. After an iterative process, hmax will be rounded
up to 5.50 ft, AS will equal 750 ft2 and At will equal 700 ft2. The supporting calculations are
below, beginning with hmax and have.
hmax = WQVadi / (As + Af)
thus: hmax = 7,770 / (1,450) = 5.36 ft
Use 5.50 ft
have = 5.50 / 2 = 2.75 ft
Next, the minimum bottom area for the filter must be checked using the following formula:
At = (WQV * 1.5 ft) / [3.5 fpd * 1.66 days * (have + 1.5 ft)]
thus: At = (10,360 * 1.5) / [3.5 * 1.66 * (2.75 + 1.5)]
At = 630 f1:2
The minimum areas calculated above are less than the areas stated for design; thus, they are
sufficient sizes for the Forebay and the filter. Now the WQVad; required for the forebay and filter
areas is compared to the volume calculated in the stage -storage relationship:
Volume provided = 14,384 ft' > WQVad; = 7,770 ft3 4 Adequate
See the construction plans and details for basin layout, dimensions and sections. See the stage -
storage relationship in the Appendices for verification of the above calculations.
5. Underdrain Pipe Sizing
Per Section 5.7 of the NCDENR Division of Water Quality BMP Manual, the sizing of the
underdrain is calculated as such below:
D = 16 * [(Q)(n) / JS] 13/8)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 700 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.028*10) cfs * (0.011) / (�0.005)1 (3/8)
D = 4.9 inches -* USE: Four 6" PVC pipes for adequate spacing
F'CF.I�V�ED
JUN 1 2

Basin SF-2
Stage - Area Storage:
V = h/3 ' [ Al + A2 + Sgrt(A1 ' A2) ]
�p
StageSurfaceAreas
(ft a.�(sf)
vForebay
x
>Inc>Vcila"
�if(ac)Y' (��tl
;'Sand Filter
Su face Areas
`,._(s � . (ac)
lnc'.Vol
'(c�
Surface!`Areas 4-Volume -
(s� (ac) it :(b� �(a4ftia
7.5
0.00_
700
0.02
-
700
0.02
0.00
8.0
0.00
866
0.02
391
866
0.02
391
0.01
9.0
0.00
_
_
1,245
0.03
1,050
1,245
0.03
1,441
0.03
10.0
770
0.02
1,680
0.04
1,457
2,450
0.06
2,898
0.07
11.0
1,140
0.03
_
9.19
2,172
0.05
1,421
3,312
0.08
5,767
0.13
12.0
1,567
0.04
1,348
2,721
0.06
2,441
4,288
0.10
9,557
0.22
12.25
1,688
0.04
407
2,872
0.07
699
4,560
0.10
10,662
0.24
13.0
2,050
0.05
1,399
3,326
0.08
2,322
5,376
0.12
14,384
0.33
14.0
0.00
6,652
0.15
4,894
6,652
0.15
19,278
0.44
15.0
0.00
7,651
0.18
7,146
7,651
0.18
26,424
0.61
Treatment Volume Calculation:
Total Contributing Drainage Area = 4.88 ac.
R = 0.39
V = 10,630 ft3
1.5" TV Elevation = 12.25 ft
Forebay Berm Elevation = 13.00 ft
RECEIVED
JUN 1 2 .ZU]Z
BY:

Basin SF-3: .
Sand Filter Basin
Jul 1 2 .ZU12
1'j �i

1. Basin Summary
This proposed drainage divide is located to the east of the garage and treats the entire garage
parking structure as well as some sheet flow from the surrounding area. Since SF-3 is located in
an area of sufficient open space, it is of a basin design. Grading for overland flow and the use of
a grassed swale was designed to the maximum extent practicable in an effort to reduce the
need for closed pipe systems. This treatment area does include, however, rooftop runoff from
the garage conveyed via PVC roof drain piping. The outfall pipe from SF-3 will discharge
through a mitered end section onto'a rip rap pad designed by others. From there the discharge
will flow into existing wetlands.
2. Sand Filter Treatment Volume
The treatment volume in this Coastal County will be calculated using a rainfall depth of 1.5
inches by the Simple Method as presented in the NCDENR BMP Manual. The runoff coefficient
must first be calculated as such:
Rv=0.05+0.9*IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (115,730 ft2 / 196,000 ft2) = 0.58
The volume is now calculated using the following formula:
WQV =Rv*A*RD
where: WQV = Water Quality Volume (ft)
A = watershed area (ft)
RD = design storm rainfall depth (ft)
therefore: WQV = 0.58 * 196,000 * 1.5 / 12 ft
WQV = 14,210 ft3 to be treated
WQVadj = 75%(WQV) = 10,658 ft3 (adjusted water quality volume)
3. Sand Filter Basin Geometry
The sand filter basin geometry is calculated using the method in the BMP Manual while also
considering the various site and soil conditions and constraints. First, the minimum bottom area
for the forebay is calculated using the following formula:
As = [(240)(Rv)(A)1 * RD
where: A is in acres, RD is in inches, and 240 is a conversion factor
thus: As = [(240)(0.58)(4.50)) * 1.5
As = 940 ft2
The next point to consider before moving forward is the constraint that the SHWT has on the
allowable depth of the sand filter. At the location of SF-3 with the GWT at 16 feet below an
existing ground elevation of 19.00 feet, the SHWT being estimated at five feet ab ve the GWT,
RECEIVED
JUN 1 2 .2012
RY•

and the proposed berm elevation of SF-3 set at 17.00 feet; the sand filter basin can be designed
up to an 8-foot maximum depth. After an iterative process, hmax will be equal to 4.00 ft and AS
and Af will each equal 1,350 ft2. The supporting calculations are below, beginning with hmax and
have
hmax = WQVadj / (As + Af)
thus: hmax = 10,658 / (2,700) = 3.95 ft
Use 4.00 ft
have=4.00/2=2.00ft
Next, the minimum bottom area for the filter must be checked using the following formula:
Af = (WQV * 1.5 ft) / [3.5 fpd * 1.66 days * (have + 1.5 ft)]
thus: Af = (14,210 * 1.5) / [3.5 * 1.66 * (2.00 + 1.5)]
Af = 1,048 ft'
The minimum areas calculated above are less than the areas stated for design; thus, they are
sufficient sizes for the Forebay and the filter. Now the WQVadj required for the forebay and filter
areas is compared to the volume calculated in the stage -storage relationship:
Volume provided = 15,728 ft' > WQVadj = 10,658 ft3 4 Adequate
See the construction plans and details for basin layout, dimensions and sections. See the stage -
storage relationship in the Appendices for verification of the above calculations.
5. Underdrain Pipe Sizing
Per Section 5.7 of the NCDENR Division of Water Quality BMP Manual, the sizing of the
underdrain is calculated as such below:
D = 16 * [(Q)(n) / JS] (3')
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 1,350 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.055*10) cfs * (0.011) / (J0.005)] (3fe)
D = 6.4 inches -* USE: Three 6" PVC pipes for adequate spacing
RECEIVED
JUN 12 2012
BY:

Basin SF-3
Stage - Area Storage:
V = h/3 * [ Al + A2 + Sgrt(i41 * A2) ]
ForebaySanii
Filter,
,T,otalsy��
g
Stage
(ft)
Surface
(s�
Areas
�� r(ac)`;�
I c, Vdl
3 � (cf) ;l
Surface
(sf)' .. t�
Areas
(ac)
Inc.'Vol
�'(cf)
Surface Areas
(a�).
I111Volume
(fit).
(agmft) ;
11.0
_
1,576
0.04
-
1,576
0.04
-
0.00
12.0
338
-
2,075
0.05
1,820
2,413
0.06
1,820
0.04
13.0
1,125
rO=.O3
_
693
2,630
0.06
2,347
3,755
0.09
4,860
0.11
14.0
2,363
1,706
3,242
0.07
2,931
5,605
0.13
9,497
0.22
14.67
2,759
1 0.06
1,714
3,690
0.08
2,321
6,449
0.15
13,532
0.31
15.0
2,954
0.07
942
3,911
0.09
1,254
6,865
0.16
15,728
0.36
16.0
0.00
8,387
0.19
6,008
8,387
0.19
21,737
0.50
17.0
0.00
_
9,508
0.22
8,942
9,508
0.22
30,678
0.70
Treatment Volume Calculation:
Total Contributing Drainage Area = 4.50 ac.
R = 0.58
V = 14,210 ft3
1.5" TV Elevation = t4.67 ft
Forebay Berm Elevation =1 15.00 ft
JUN 12 .ZOIZ

Basin SF-4:
Sand Filter Basin
(_;C,ty C.
JUN 12 .ZbIz

1. Basin Summary
This proposed drainage divide encompasses the southern areas of the hangar and garage, and
the sand filter, SF-4, is located south of the garage beyond Longstaff Street. Since SF-4 is
located in an area of sufficient open space, it is of a basin design. Overland flow and the use of
a grassed swale, Swale SF-4, were designed to the maximum extent practicable in an effort to
reduce the need for closed pipe systems. The treatment area does not include rooftop runoff
from either the hangar or the garage. The outfall pipe from SF-4 will discharge into an outfall
pipe system that also captures SF-3 discharge and will outfall through the same mitered end
section and rip rap pad (designed by others.) From there the discharge will flow into existing
wetlands.
2. Normal Depth of Swale
The majority of the flow into SF-4 will be collected through Swale SF-4 that runs alongside the
new Curtis Road and into a catch basin which is then piped into the forebay of SF-4. Other
runoff from the south side of the: garage will sheet flow directly into the sand filter. The normal
depth calculation for this swale is included in the Appendices. Freeboard, SHWT, clearance
from the roadway base structure and pipe sizing were considered in the design depth and
geometry of this swale as well.
3. Sand Filter Treatment Volume
The treatment volume in this Coastal County will be calculated using a rainfall depth of 1.5
inches by the Simple Method as presented in the NCDENR BMP Manual. The runoff coefficient
must first be calculated as such:
Rv=0.05+0.9*IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (76,267 ft2 / 164,785 ft2) = 0.47
The volume is now calculated using the following formula:
WQV =Rv*A*RD
where: WQV = Water Quality Volume (ft)
A = watershed area (ft)
RD = design storm rainfall depth (ft)
therefore: WQV = 0.47 * 164,785 * 1.5 / 12 ft
WQV = 9,681 ft3 to be treated
WQV,dj = 75%(WQV) = 7,261 ft3 (adjusted water quality volume)
4. Sand Filter Basin Geometry
The sand filter basin geometry is calculated using the method in the BMP Manual while also
considering the various site and soil conditions and constraints. First, the minimum bottom area
for the forebay is calculated using the following formula: (V�, D
JUN 12 .zutz i
i�zv.

As = [(240)(Rv)(A)] * RD
where: A is in acres, RD is in inches, and 240 is a conversion factor
thus: As = [(240)�0.47)(3.78)1* 1.5
As = 640 f1:
The next point to consider before moving forward is the constraint that the SHWT has on the
allowable depth of the sand filter. At the location of SF-4 with the GWT at 16 feet below an
existing ground elevation of 18.00 feet, the SHWT being estimated at five feet above the GWT,
and the proposed berm elevation of SF-4 set at 15.00 feet; the sand filter basin can be designed
up to an 7-foot maximum depth. After an iterative process, hmax will be equal to 3.00 ft and As
and Af will each equal 1,250 ft2. The supporting calculations are below, beginning with hmax and
have
hmax = WQVadj / (As + Af)
thus: hmax = 7,261 / (2,500) = 2.90 ft
Use 3.00 ft
have = 3.00 / 2 = 1.50 ft
Next, the minimum bottom area for the filter must be checked using the following formula:
Af = (WQV * 1.5 ft) / [3.5 fpd * 1.66 days * (have + 1.5 ft)]
thus: Af = (9,681 * 1.5) / [3.5 * 1.66 * (1.50 + 1.5)]
Af = 833 f1:2
The minimum areas calculated above are less than the areas stated for design; thus, they are
sufficient sizes for the Forebay and the filter. Now the WQVadj required for the forebay and filter
areas is compared to the volume calculated in the stage -storage relationship:
Volume provided = 10,765 ft3 > WQVadj = 7,261 ft3 _* Adequate
See the construction plans and details for basin layout, dimensions and sections. See the stage -
storage relationship in the Appendices for verification of the above calculations.
5. Underdrain Pipe Sizing
Per Section 5.7 of the NCDENR Division of Water Quality BMP Manual, the sizing of the
underdrain is calculated as such below:
D = 16 * [(Q)(n) / JS] (3fa)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 1,250 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.051 *10) cfs * (0.011) / (40.005)] 1318)
D = 6.2 inches 4 USE: Three 6" PVC pipes for adequate spacing
RECEIVED
JUN 1 2 ZU1'L
L
Y:_----- --

Basin SF-4
Stage - Area Storage:
V = h/3 ' [ Al + A2 + Sgrt(A1 ` A2) ]
<i Yi
Stage i
yFore,bay
c.
�Surf6diaikeas i' ,, Inc. Vol.
"(S� (ac);;;. (c�
SandiFilter_-�-'
Surface AreasF
(sf)' „(ac)'
Inc. Vol
(c)
a��ySotals..,::",;;y
Surfac Areas ', ;Volume ? y
(SflCt) (ac-ft).'
(f1):
10.0
313
0.01
1 -
1,250
0.03
-
1,563
0.04
-
0.00
11.0
969
0.02
611
1,728
0.04
1,483
2,697
0.06
2,093
0.05
12.0
2,263
0.05
1,571
2,263
0.05
1,989
4,526
0.10
5,654
0.13
12.81
2,742
0.06
2,024
2,742
0.06
2,024
5,483
0.13
9,702
0.22
13.0
2,854
0.07
532
2,854
0.07
532
5,708
0.13
10,765
0.25
14.0
0.00
_
6,906
0.16
4,733
6,906
0.16
15,498
0.36
15.0
0.00
7,887
0.18
7,391
7,887
0.18
22,889
0.53
Treatment Volume Calculation:
Total Contributing Drainage Area = 3.78 ac.
R = 0.47
V = 9,681 ft3
1.5" TV Elevation = 12.81 ft
Forebay Berim Elevation = 1 3--001 ft
k.F.CF1VED
JUN 12 .ZU1Z

Basin. RHS:
Rainwater Harvesting System
I�CEIVED
JUN 12 .ZOV
BY:

1. Basin Summary
The basin for the Rainwater Harvesting System (RHS) is comprised solely of rooftop runoff from
the Hangar. The northern half of the Hangar will be routed through a piped roof drain system to
the RHS where it will be pumped through a filter unit and then into the storage tank. Stored
water from the RHS will have a dedicated year-round use of washing the MV-22's on the
concrete wash rack located just north of the RHS.
Stormwater runoff from the wash rack will enter into a catch basin and be treated in SF-1 as part
of the SF-1 basin boundary; however, the discharge from vehicle -washing will enter into the
sanitary sewer system to be treated in the wastewater treatment plant due to the anticipated
high levels of soaps and chemicals that should not enter into a BMP. In order for this switch
from storm sewer to sanitary sewer to happen, the sanitary pipe is set lower than the storm pipe
and a gate valve is installed on the sanitary pipe to open it when washing and to keep it closed
during normal, non -washing operations. A sign will be posted by the gate valve and yard bibs to
offer sufficient instruction for opening and closing the valve.
As calculated below and reported in the Rainwater Harvesting Supplement Form, the RHS tank
is not sized large enough to hold the entire volume captured from the Hangar rooftop. An
overflow pipe is installed in the system to not only allow stormwater from an excess storm event
to leave the system but also to allow the excess rooftop runoff to leave the system. As detailed
in the Drainage Basin Table in the Application, there is treatment volume available in the
infiltration basin for portions of this development that are no longer routed to it, and allowing the
excess roof drainage to enter into the basin will not overcome the volume available.
2. Treatment Volume Required
The treatment volume in this Coastal County will be calculated using a rainfall depth of 1.5
inches by the Simple Method as presented in the NCDENR BMP Manual. The runoff coefficient
must first be calculated as such:
Rv=0.05+0.9'IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 ' (110,000 ft2 / 110,000 ft2) = 0.95
The volume is now calculated using the following formula:
WQV =Rv.A*RD
where: WQV = Water Quality Volume (ft)
A = watershed area (ft2)
RD = design storm rainfall depth (ft)
therefore: WQV = 0.95 ' 110,000 . 1.5 / 12 ft
WQV = 13,063 ft3 to be treated
JUN 12 ZOIZ

3. Treatment Volume Provided
After a factor of safety of 1.2 is applied, the total treatment required to size the rainwater
harvesting tank is 15,674 ft3 or 117,260 gallons. An 80,000 gallon tank has been selected to be
used for this project due to mechanical efficiency of the overall system. As discussed the excess
volume collected will drain through the overflow pipe, into the apron trench drain, and ultimately
discharge into the existing infiltration basin.
The square footage of rooftop runoff that is actually being stored and used in the RHS is verified
by the following calculations:
80,000 gallons (tank size) / 1.2 (factor of safety) = 66,667 gal 0005)
66,667 gal / 7.481 gal/ft3 8,911 ft3 (treatment volume provided)
Applying the water quality volume: equation, WQV = Rv ` A' RD, where WQV = 8,911 ft3,
provides the correlating square footage of rooftop runoff being stored in the RHS:
therefore: 8,911 ft3 = 0.95 " A " (1.5/12) ft
thus: A = 75,040 ftZ
Treatment volume has been provided for 75,040 ft2 of rooftop runoff from the hangar to be
stored and used in the RHS. The rooftop area captured by the roof drainage system is 110,000
ftZ leaving 34,960 ftZ designed to bypass the RHS and be accounted for in the existing infiltration
basin.
JUN 1 2 .Z012

,s
Custom Cistern Optimization Modeling from Wahaso
Project:
Camp LeJeune VM-22 Hangar
Location:
Jacksonville, NC e�
Water Sources:
Rainwater
Water Uses:
Airplane Washing (57,600 gallons per week) Wc1llc1SO
Analysis Date:
3/22/2012
Wahaso's proprietary cistern size optimization model evaluates a range of potential cistern size options to help customers
understand the trade-off between storage capacity and the annual savings of municipal water replaced by non -potable
sources on -site.
Wahaso's model uses six years of actual daily precipitation history for the project location to determine how each cistern
option would have performed under actual local conditions day by day. As cistern size increases, a larger percentage of
demand can be met from the non -potable source, but there are diminishing returns as the cistern grows. Wahaso's
model accurately predicts the average annual water savings at each cistern size so that clients can understand the
cost/savings trade off. We then recommend a cistern configuration to optimize the efficiency of the proposed system.
Cistern Size
% of Total
Demand Met
Projected Annual Savings
of Munic al Water
Gallons Change from
Previous Increment
Rain Event Size Capable
of Being Handled
(inches):
40,000
57.65%
1,731,674
-
3/4
50,000
61.39%
1,843,977
112,303
1
60,000
64.03%
1,923,168
79,190
1 1/8
70,000
66.04%
1,983,496
60,328
11/3
80,000
67.68%
2,032,773
49,278
11/2
_ 90,000 .....
_. 68.93%
2,070,451
37,678
12/3
_. 100,000 _
_69.98%
_ 2,101,894
_
_ 31,443_
_ _
_ _ _ 1 8(9
110,000
70.97%
2,131,785
-
29,891
2
120,000
71.90%
2,159,428
27,643
2 1/4
130,000__ _
72.73%
2,184,524
25,096
2_4/9
140,000_
_ 73.50% _ _
2,207,657
_ _. _23,133. _ - _
_ _
_ .. .22/3 _
150,000
74.11%
2,225,990
18,333
2 5/6
160,000
74.60%
2,240,740
14,749
3
170,000
75.04%
2,253,793
13,053
3 1/5
180,000
75.43%
2,265,459
11,667
3 2/5
190,000
75.81 %
2,277,126
11,667
3 3 5
fable -
%
of Total Demand Met
100.00%
—
90,00 %
58.0%
80.00%
_.._...-......
6).)%
68.9°b
)O.O% )1.086 71.9% )l.)% 73.5•/
)4:SWe""")06°/°"'-)5:0%--"')SCOW°-JS.B°b
61.4%
60.00%
57.7%
.
50.00%
-----
___--
40.00%
30.00%
20.00%
__..
......... .........
10.00%
0,00%
0
0
0
0
0
0
00
0
0
0to
0
--,--,
0
0
0
0
to
0
-
0
0
0
0
,
o
o a o 0
0 0 0
00 0 0 0
0 0 0
a
0
0
0
Co
0
0
0
m
0
0
0
0
0
0
0
0
ce
0
0
0
0
co
0
0
00
Table - 2
The tables above illustrate the effect of cistern size on the total demand met with the non -potable water supply. In Table-
t, Column 4 shows the diminishing return in savings as the cistern size increases. The last column of Table-1 shows the
maximum rain event size in inches that the empty cistern could handle. This number is important because we will lose all
rain amounts greater than this once this event size occurs. The red marker on Table-2 indicates the % of total demand
met by a cistern of an infinite size. This is the maximum possible "% of total demand met" and allows for useful
comparisons to be made to the range of cistern sizes.
Copyright 2012 - Water Harvesting Solutions, Inc. Fade l of MAY 2 2 .201Z Wahaso c°m 1800590.535013R2/1012
1
T.

System Effectiveness; Based on Recommended 100K Gallon Cistern
Projected Annual Averages Based On Past Six Years of Actual Daily Rainfall
Total Supply
Total Demand
Harvested Gallons
Used
Municipal Gallons Used
Total Days Requiring
Munici al Make -Up
2,682,703
3,003,585
2,101,894
901,691
1 140
Projected Monthly Supply & Demand
Rased on Historical 6-Year Daily Rainfall Amounts
"/o of Total Demand Met
Each Year
6 Year Average
Year 1:
66.8%
Year 2:
56.6%
Year 3:
84.1%
70 0%
Year 4:
76.0%
Year 5:
69.2%
Year 6:
67.3%
Supply refers to all of the potential non -potable water that can be harvested. Table-3 breaks down the total municipal
gallons into monthly segments. This is helpful in discovering seasonal shortfalls in the system.
C suyr r2UII Wafer Rarwssing Solutions,Ire, page 2 of
J
MAY 2 2.1012
Wanaso.com I800'58055501 5/22/2032

Precipitation Profile for Jacksonville, NC
Size of Rain Event: Percent of Rain Events: Annual Averages Past Six Years:
.02"-.25"
54%
51 events
�' Y4
$ 7 t
21%
20 events
.50�1 0
15%
14 events
t a
90/0
8 events
t
2%a
2 events
Average Annual Distribution of Rain Event Sizes
❑ .02"-.25"
❑.25"-.50"
0.50"-1.0"
0 1.0"-2.0"
u > 2.0"
Note the rain event distribution is unique to
each location and is important when
considering the storage capacity necessary to
ovoid losing rainwater during an event.
MAY 2 2 .Z012
Copyright 2012- water Harvesting solutions, Im. Page 3 of waNsoxem I eoa58a535a1 3/22/2012

Wahaso Cistern Optimization Model - Key Input Assumptions
Wahaso's Cistern Optimization Model depends on a series of assumptions about a building's water sources and uses to
calculate total water savings and model the value of different cistern capacities. Since the analysis is often for buildings
that don't yet exist, these assumptions for supply demand are educated guesses. We encourage you to review our
assumptions and we are happy to modify these assumptions if you have better numbers or would simply like to see the
impact of different variables on the model output.
Supply Side Variables
Rainwater SupplAssum tions ii
Historical rainfall data from:
Jacksonville NC
Roo fto and or other collection area insquare feet):
1100,000
Discount for loss through evaporation and first flush:
15%
Amount of rain from rooftop during 1" rain event (gallons):
62,338
for other supplies if applicable (daily gallons):
Demand Side Variables
Vehicle WasF in Demand Assum lions
Daily Vehicle Washing (Gallons): 8 229
J
MAY 2 2.2012
cowrighr 2012 water Harvesting Solutions, inc. P., a ors wahato.corn 1 SX-5110 535013/22/2012

ydrod namic Separator (NSBB)
PROVEN STORMWATER TREATMENT TECHNOLOGY
The Bio Clean Nutrient Separating A van
Baffle'Box (NSBB) is an advance
stormwater treatment system utiliz '
ing screening and hydrodynamic Enhanced 3 Chambered Separation
Proven Not to Scour
separation to capture pollutants.
; Separates Trash & -.
The patented screening system,su Easily Installed Inlineloss)
pended above the sedimentation 1.
chambers, captures and stores tras iV
and debris in a dry state. Dry state { „
storage of trash and debris mini-
mizes nutrient leaching, bacteria .
growth, bad odors and allows for
easier removal.
1 r "
The NSBB's triple cliamber design
provides higher removals of total
suspended solids over a wide rang
of,particle sizes, including the finest
particles. Fine sediments carry large
amounts of heavy (metals, nutrient
and otherharmful;pollutants.
I
The patented deflector shield system
ensures no scouring of captured s di-
ments during higli flow. This featu e
allows the systerr;to be installed i line,
thus eliminating the need for dive ion
structures. The oil skimmer with h dro-
carbon booms traps and absorbs it into
a polymer based media for perma ent
removal.
In use since 1994, it is a widely accepted
stormwater treatment solution among civil
engineers, municipalities and devc topers
nationwide. .
performance
87% Removal of TSS
99% Removal of Oils & Grease , I
71 % Removal of Turbidity
............................................................
Model # Surface
Area
NSBB-2.5-4-60 1
NSBB-3-6-72 1
NSBB-6.5-72
NSBB-4-8-94
N588-5-10.5-84 5:
NS1111-6-12-84 1
N58B-8-12-84 S
NSBB-8-14-96 1
NSBB-10-14-96 1
www.BioCle'anEnvironmelhtal.com

DUAL STAGE
Separator �NsaaI
Access Hatches
Outflow pipe
1
Oil Skimmer
• Sediment Chambers— Maximizes TSS removal and
eliminates scouring during extreme flow rates.
• Skimmer & Boom- Collects hydrocarbons &
controls flow velocity which improves removal
efficiency.
etween Storm Events
Trash, debris & organics are stored in a suspended
I. •• screen system allowing pollutants to dry out between
.. 0 0 storm events. This eliminates septic conditions and
... prevents leaching of plant based organics into water.
t
ti

Built -In Diversion Eliminates the Need for Diversion Structures
Installation
Low Flow (Fir Flush)
Diversion
Lake Tahoe, CA
...................... . ......... I.....................
Low Pick Weights
Delivered in a top &
bottom to minimize
weight
1 Hour Set: Time
Internal components
are installed prior to
delivery
Minimal Excavation
Bottom of structure
less than 4 ft. from
invert of pipe
Application
.....................................................................................
• Commercial
• Residential
• Retrofit
• Pretreatment for:
- Reuse Systems
- Infiltration Basins
- Bioretention & Swales
f., - Detention Basins
s sI - Wet Ponds
- Media Filters
Maintenance
.................................................................. I .................
• No confined space entry is required
for servicing
• Cleaning can be accessed through
manhole or hatch above ground
with vac truck
• Separating pollutants minimizes
costs - screen system allows gross
solids to be removed without
vacuuming out water or sediment
chambers
• Screen systems are hinged for easy
access to sediments collected in
lower chambers
DESIGNED FOR USE WITH STANDARD VACUUM TRUCKS

........................................ Ap p ro yals.......................................
S.W FRA XNO O
A�
NJ!
ESTUARY
PARTNERSHIP
USING NJ CAT RECOMMENDED PSD (67 MICRONS V)
C
Sit CLEAN Hydrodynamic Separator (NSBB)
.........................................................................................................................
Stores trash, debris
& organics in screen-
ing system separated
from water below.
Separation Prevents:
• Odor
• Bacteria Growth
• Nutrient Leaching
• Septic Conditions
Shallow Profile Minimizes Maintenance Cost
• Less Shoring
• Perfect for Areas with High Ground Water
n Results
.....................................
Other Separators
Trash, debris & organics
are captured and stored
in standing water.
This promotes
nutrient leaching,
bad odors, bacteria
growth and compli-
cates maintenance.
• High Excavation Cost
• Extra Shoring
• Challenge with Shallow Ground Water
B1 CLEAN cea San Luis Rey Rd
Oceanside, CA 92058
p 760.433.7640 f 760.433.3176
www.BioCleanEnvironmental.com

Appendix B:
Normal Depth Calculations for Swales

Precipitation Frequency Data Server
Page I of 4
NOAA Atlas 14, Volume 2, Version 3 e.=t'
Location name: Jacksonville, North Carolina, US* /4
• Coordinates: 34.7019,-77., i
Elevation: 19ft• j source: Google Maps t•\,,,_
POINT PRECIPITATION FREQUENCY ESTIMATES
GAL Bou, in, D. Manin, B. Lin, T. Parzybok, M.yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation, frequency estimates with 90% confidence intervals (in inches)'
Average recurrence Interval(years)
Duration
1
2
5
�j-�����
10
25
50
100
200
500
1000
0.490
0.578
0.669
0.751
0.848
0.924
1.00
1.08
1.17
1.26
5-min
(0.454-0.532)
(0.535-0.626)
(0,618-0.724)
(0.692-0.812)
(0.777-0.915)
(0.844-0.998)
(0.909-1.08)
(0.971-1.16)
(1.05-1.27)
(1.11-1.37)
0.783
0.924
1.07
1.20
1.35
1.47
1.59
1.71
1.85
1.98
10-min
(0.725-0.849)
(0.856-1.00)
(0.989-1.16)
1 (1.11-1.30)
1 (1.24-1.46)
1 (1.34-1.59)
(1.44-1.72)
(1.54-1.85)
(1.66-2.01)
(1.75-2.15)
0.979
1.16
1.36
1.52
1.71
1.86
2.01
2.15
2.33
2.48
15-min
(0.906-1.06)
1 (1.08-1.26)
1 (1.25-1.47)
(1.40-1.64)
1 (1.57-1.85)
1 (1.70-2.01)
(1.83-2.17)
(1.94-2.33)
12.09-L53)
(L20-2.70)
1.34
1.60
1. 33
F 2.20
2.54
2.81
3.08
3.35
3.71
4.02
30-min
(1.24-1.46)
(1.49-1.74)
1 (1.78-2.
1 (2,03-2,38)
1 (2.32-2.74)
1 (2.56-3.03)
(2.80-3.33)
(3.02-3.63)
(3.32-4.03)
(3.56-4.37)
1.67
2.01
2.47
2.87
3.38
3.80
4.24
4.70
5.33
5.87
60-min
(1.55-lA2)
(1.86-2.18)
1 (2.28-2.67)
1 (2.64-3.10)
1 (3,10-3.65)
1 (3.47-4.11)
(3.85-4.58)
(4.24-5.08)
(4.76-5.78)
(5.20-6.38)
2.03
2.46
3.10
3.67
4.45
5.12
5.84
6.61
7.72
8.68
2-hr
(1.87-2.21)
(2,27-2.68)
1 (2.85-3.17)
(3.37-3.99)
(4.06-4.83)
1 (4.65-5.56)
(5.26-634)
(5.92-7.18)
(6.84-8.39)
(7.63-9.47)
2.19
2.65
3.35
4.00
4.91
5.73
6.60
7.56
8.97
10.2
3-It
(2.02-2.40)
(2.45-2.91)
1 (3.08-3.67)
1 (3.66-4.38)
(4.47-5.36)
(5.17-6.24)
(5.91-7.19)
(6.71-8.24)
(7.87-9.79)
(8.88-11.2)
6-hr
2.67
(2.44-2.94)
3.23
(2.96-3.57)
4.09
1 (3.73-4.',i1)
4.89
(4.45-5.39)
6.02
1 (5.44-6.62)
7.03
(6.30-7.73)
8.13
(723-8.92)
9.35
(8.23-10.3)
11.2
(9.68-12.2)
12.8
(11.0-14.1)
3.14
3.81
4.84
5.83
7.22
8.49
9.88
11.4
13.8
15.9
12-hr
(2 ,85-3.50)
(3.45-4.24)
(4.38-5.39)
(5.25-6.48)
(6.45-8.0)
(753-9.39)
(8.68-10.9)
(9.94-12.6 )
( 11.8-15.2)
( 13.4-176)
24-It
3.59
(3.29-3.96)
4.36
(4.00-4.82)
5.64
(5.17-6.22)
6.75
(6.15-742)
8.40
(7.59-9.23)
9.85
(8.81-10.8)
11.5
(10.1-12.6)
13.3
(11.6-14.6)
16.0
(13.7-17.7)
F18.4
(15.5-20.4)
3
2
2-tlay
(3.81-4.62)
4.6105.59
5: 0-7.17
7.0�8.53
8.63610.E
10.0'12.4
115-14.5
132516s
15B 0.4
1761.0.E
4.43
5.35
6.83
8.09
9.97
11.6
13.4
15.4
18.4
21.1
3-day
(4.05-4.87)
(4.89-5.90)
(6.23-752)
(7.35-8.90)
1 (8.99-11.0)
1 (10.4-12.7)
(11.9-14.7)
(13.5-17.0)
(15.8-20.5)
(17.8-23.6)
4.67
5.65
7.17�
8.45
10.3
11.9
13.7
15.E
18.6
21.2
4-day
(4.28-5.13)
(5.17-6.21)
(6.55-7.38)
(7.70-9.27)
1 (9.34-11.3)
1 (10.7-13.1)
(12.2-15.0)
(13.7-17.2)
(16.1-20.6)
(18.0-23.6)
5.43
6.54
8.22�
9.62
11.E
13.3
15.2
17.1
20.0
22.4
7-day
(5.00-5.93)
(6,02-7.14)
(7.55-8.97)
(8.80-10.5)
1 (10.6-12.7)
1 (12.1-14.5)
(13.6-16.6)
(15.2-18.8)
(17.5-22.1)
(19.3-24.8)
6.08
7.29
9.04�
10.5
12.6
14.3
16.2
18.2
21.1
23.4
10-day
(5.62-6.64)
(6.73-7.95)
(8.32-9.85)
(9.62-11.4)
(1L5-13.7)
(13.0-15.6)
(14.6-17.6)
(16.2-19.9)
1
(20.3-26.0)
20-day
8.13
(7.56-8.77)
9.68
1 (9.00-10.4)
11.8
1 (10.9-12.7)
13.5
1 (12.5-14.6)
16.0
1 (14.7-17.2)
18.0
1 (16.5-19.4)
20.1
(18.3-21.7)
22.4
(20.1-24.3)
25.5
(22.7-27.9)
88.1
(24.7-30.9)
9.97
F11.8
14.2�
62
18.8
21.0
23.1
25.4
28.5
30.9
30-d7y
(9.33-10.7)
(11.1-12.7)
(13.3-1;i.3
(15.1-17.3)
1 (175-20.2)
1 1
(21.3-24.9)
(23.2-27.4)
(25.7-30.9)
(27.6-33.7)
12.5
14.8
17.6
19.9
33.1
25.7
28.4
31.2
35.0
38.0
45-dey
(11.7-134)
1 (13.8-15.9)
1 (16.4-18.9)
1 (18.6-21.4)
1 (21.5-24.9)
1 (23.8-27.7)
(26.1-30.6)
(28.4-33.7)
(31.5-38.0)
(33.9-41.5)
15.1
17.8
21.0�
23.5
26.9
29.E
32.3
35.0
38.E
41.4
60-day
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates al upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more informalion.
Back to Too
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.7019&Ion=-77.4309&dot... 12/14/201 1

Precipitation Frequency Data Server
Page I of 4
NOAA Atlas 14, Volume 2, Version 3 �...,�
Location name: Jacksonville, North Carolina, US" h
Coordinates 19,-77.4309 i t
Elevation: ion: 19ft'
' source: Google Maps !„ ,,.�
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. gastrin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. li
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF oraohical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches/hour)'
Average recurrence interval(years)
Duration
����
10
25
50
100
200
500
1000
5.88
6.94
8.03
9.01
10.2
11.1
12.0
12.9
14.1
15.1
5-min
(545-6.38)
(6.42-7.51
( 7.42-8691
8.30-974)
9.32-11.0
( 10.1-12.0
( 10.9-13.0)
(11.7-140)
12.6-15,3)
133-16.4
4.70
5.54
6.43
7.21
8.11
8.83
9.53
10.2
11.1
11.9
10-min
4.35-5.09
(5.14-6.01)
1 (5.93-6.95)
1 t6.64-7.79)
7.43-8.75)
1 (8.06-9.53)
1 (8.66-/03)
1 (923-11.1)
9.94-12.1)
10.5-12.9
3.92
4.65
5.42
6.08
6.85
7.46
8.04
8.61
9.34
9.93
15-min
(3.62-4.25)
(4.30-5.03)
1 (5.00-5.86)
(5,60-6.57)
1 (6.28-7.39)
1 (6.81-8.05)
(7.30-8.68)
(7.77-9.31)
1 (8.34-10.1)
(8.79-10.8)
2.68
3.21
3.85
4.40
5.07
5.61
6.15
6.70
7.43
8.04
30-min
(2.48-2.91)
(2.97-3.47)
(3.56-4.17)
4.06-4.76)
4.65-547)
513-6.06)
(559-6.65)
(6.05-7.25)
1 (6,64-806)
7,12-874
1.67
2.01
2.47
2.87
3.38
3.80
4.24
4.70
5.33
5.87
60-min
(1.55-182)
(186-2.18)
(228-2.67)
(264-3.10)
(310-3.65)
(347-4.11)
(385-4.58)
(4.24-5.08)
1 (4.76-5.78)
(5.20-638)
1.02
1.23
1.55
1.84
2.22
2.56
2.92
3.31
3.86
4.34
2-hr
(0.936-1.11)
(1.14-1.34
(lA2-1.68)
(1.68-2.00)
(2.03-2.41)
(2.32-2.78)
(2.63-3.17)
(2.96-3.59)
(3.42-420)
( 3.82-4.74
0.729
0.884
1.12
1.33
1.64
1.91
2.20
2.52
2.99
3.41
3-hr
(0.671-0.800)
(0.814-0.969)
(1.03-1.22)
1 (1.22-1.46)
1 (1A9-1.79)
1 (1.72-2.08)
1 (1.97-2.39)
1 (2.24-2.74)
1 (262-3.26)
1 (2.96-3.73)
0.445
0.539
0.682
0.817
1.01
1.17
1.36
1.56
1.86
2.13
6-hr
0.408-0.491)
(0.494-0.596)1(0.622-07E6)1(0.743-0.900
(0908-1.11)
(1.05-129)
1(1.21-1.49
(1.38-1.71)
1.62-2.05)
1.83-2.35
12-hr
(0.2372Q290)
(0.28630352)
(0.364 OA47)
(0.435--0538)
(0.535-0664)
(0.625--0779)
(0.72180906)
(0.82541105)
(0.978-1.26)
(1.1113246)
235
768
24-hr
0.137-0.1165
(0.167-0201
(0.2105-02!i�
0.256-0.309)
0.310630384)
(036 -0.450
(0.423-0524
OA84-O608)
0.5702-0737)
0s47-0652)
0.087
0.105
0.135
0.161
0.200
0.234
0.273
0.316
0.381
0.438
2-day
(0.079-0.096)
(0.096-0.116)1(0.123-0.1
J9
0.146-0.178)
0.180-0.221)
(0.209-0.259)
(0.240-0.301)
(0.274-0.350)
0.325-0A24)
0.367-0.491)
0.061
0.074
0.095
0.112
0.138
0.161
0.186
0.214
0.256
0.293
3-day
(0.056-0.068)
(0.068-0.082)
(0.086-0.105)
(0.102-0.124)
(0.125-0.152)
(0.144-0.177)
(0.165-0205)
(0.187-0.236)
(0.220-0.285)
(0.247-0.328)
0.049
0.059
0.075
0.088
0.108
0.124
0./43
0.163
0.194
0.221
4-day
0.045-0.053)
(0.054-0.065
(0.068-0.092
0.080-0.097)
0.097-0.118)
(0.112-0.136)1(0.127-0.157)1(0.143-0.179)
0.167-0.215)
0.188-0246)
0.032
0.039
0.049
0.057
0.069
0.079
0.090
0.102
0.119
0.133
7-day
(0.030 0.035)
(0.036-0.042)
(0.045-0.053)
(0052-0.062)
(0.063-0075)
(0,072-0.086)
(0.081-0.099)
(0.090-0.112)
(0.104-0.131)
(0.115-0.148)
Y(0.023
0.030
0.044
0.052
0.060
0.067
0.076
0.088
0.098
1F00.025
Od
0.028)
(0.028-0.033)
.038
(0.035-0.041)
(0.040-0.048)
(0.048-0.057)
(0054-0.08)
(0.061-0.074)
(0.067-0.083)
(0.077-0.097)
(0.085-0.108)
0.017
0.020
0.025
0.028
0.033
0.037
0.042
0.047
0.053
0.059
20-day
(0.016 0.018)
(0.019-0.022)
(0.023-0026)
(0.026-0.030)
(0.031-0.036)
(0.034-0.040)
(0038-0045)
(0.042-0.051)
(0.047-0.058)
(0.051-0064)
0.014
0.016
0.020
0.022
F 0.026
F 0.029
0.032
0.035
F 0.040
0.043
30-day
(0.013-0.015)
(0015-0018)
(0018-0021)1(0.021-0.024)
0.024-0.028)
(0.027-0031)
(0030-0035)
(0032-0.038)
(0.036-0.043)
(C.038-0.047)
0.012
0.014
0.016
0.018
0.021
0.024
0.026
0.029
0.032
0.035
45-day
(0.011-0.012)
(0.013-0015)
(0.015-0.018)
(0.017-0.020)
(0.020-0.023)
(0.022-0.026)
(0.024-0028)
(0.026-0.031)
(0.029-0.035)
(0.031-0.038)
0.011
0.012
0.015�
0.016
0.019
0.021
0.022
0.024
0.027
0.029
60-day
(13.010-0.011)
(0.012-0.013
(0.014-0.(116
(0.015-0.017)
(0.017-0.020)
(0.019-0.022)
(0.021 -0.024
(0.022-0.026
0.024-0.029)
0.026-0.031)
Precipitation frequency rl') estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probadliry that precipitation frequency estimates (for a given
duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against
probable maximum precipitation (PMP) estimates and may be higher than currently valid Phil values.
Please refer to NOAA Atlas 14 document for more in`ormation.
Back to Top
hitp://hdsc.nws.noaa.gov/hdsc/p1'ds/pfds_printpage.html?lat=34.7019&Ion=-77.4309&dat... 12/ 14/201 1

I Rational Method for Swale SF-2A + SF-2B I
Use Rational Method to calculate peak discharge: Q = c * i * A
Composite "c" factors:
+Area` ac
` "c"
Description
1A2
0.95
Impervious
1.40
0.15
Lawns, heavy soil, flat <2%
0.00
1 0.30
ILawns, heavy soil, steep >7%
0.55 - runoff coefficient
7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
2.83 acres - Northside Perimeter Road parallel of R/W 05/23
peak discharge, Qpeak = 11.26 cfs
Rational Method for Swale SF-4 I
Use Rational Method to calculate peak discharge:
Composite "c" factors:
Q= c*i*A
Area; ac
- ','c"
IDescription
1.52
1 0.95
jImpervious
0.98
1 0.15
1 Lawns, heavy soil, flat <2%
0.00
1 0.30
Lawns, heavy soil, steep >7%
c = 0.64 - runoff coefficient
i = 7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
A = 2.49 acres - Southside Perimeter Road parallel of R/W 05/23
peak discharge, Qpeak = 11.43 cfs
Rational Method for Swale Redev
Use Rational Method to calculate peak discharge: Q = c * i * A
Composite "c" factors:
.Area: ac
V'. ;
IDescription
0.42
0.95
jImpervious
3.80
0.15
Lawns, heavy soil, flat <2%
0.00
1 0.30
Lawns, heavy soil, steep >7%
0.23 - runoff coefficient
7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
4.22 acres - Eastside Perimeter Road parallel of West R/W 01/19
peak discharge, Qpeak = 699 cfs

Hi(]h Density`,: Swale SF=2A +`Swale`SF-2B
Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 11.26 cfs
The use of this Grassed Swale does NOT seek treatment credit.
0.035
0.50
� IRWS(ft)
3.0
tr f FTSNft)
3.0
Q;'.cfs"
11.26
Calculate'df
SWALE CHARACTERISTICS
r Tw
Q
F.s Ia� B s
I a.w -{
Tw = (F.S. x df)+ B.W . + (B.S. x df
COMPARISON BETWEEN R"'xA's
2/3
R (J 2/3 x A4f — R x A o.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale ;1.02. ; ft
VELOCITY
2
V_1.49x�vvp
aw�'x(S f2
1
/00
wp = Wetted perimeter, ft
aw = Cross sectional area based on depth of flow, ft2
bw = bottom width of swale, ft
S = Constructed slope,`%
n = Manning's formula
V = Velocity at swale, fps
2t7§ tt : fps

High Density Swale SF-4
Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 11:43 ; cfs
The use of this Grassed Swale does NOT seek treatment credit.
.n
0.035
0.50
2.0
3.0
3.0
11.43
Calc'ulate;df,
SWALE CHARACTERISTICS
�- �T w -�
F.S. Ian B.S.
t
L B.W.
Tw = (F.S. x df )+ B.W . + (B.S. x df
COMPARISON BETWEEN R2/3XA's
2/3 �/3
Rdf x Adf — R X A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at Swale: .T:1:A3�ft
VELOCITY
V 1.49 x �vvp
aw )i3 z
1 100J
wp = Wetted perimeter, ft
aw = Cross sectional area based on depth of flow, ftz
bw = bottom width of swale, ft
S = Constructed slope,%
n = Manning's formula
V = Velocity at swale, fps
2 18, , fps

Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 6.99 cfs
The use of this Grassed Swale does NOT seek treatment credit.
x Brix`
0.0"
1.00
B*W (ft•)
2.0
B S(ff)
3.0
3.0
Q 6f§491
6.99
SWALE CHARACTERISTICS
Tw
F,S. �di"�
B.S.
i— B.w, -{
Tw = F.S. x df )+ B.W . + B.S. x df
COMPARISON BETWEEN Rz13xA's
2/3 2�/3
Rdf x Adf — R x A o.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: ft
VELOCITY
V _ 1.n9 (wp
awl 'v2
J �100
wp = Wetted perimeter, ft
aw = Cross sectional area based on depth of flow, ft2
bw = bottom width of swale, ft
S = Constructed slope,"/o
n = Manning's formula
V = Velocity at swale, fps 2r:47 fps

STORM SEWER TABULATION
.•
;PROJECT.60
0510112012
r
PROJECT:Development
1 Des • Storm •• p
- - Avenue
-
r 904.357.4271
c
o
w
u
a
m
a
E
s
a
c
Drainage Area
(ac)
Time of
Tc Flow in
Section
m TOTAL
= (C-A)
(ph)
O
o ELEV.of H.G.
A Crown EL.
m Flow Line EL.
y Upper Lower FALL
r
2;
E
o
n
o
N
,u'11
o
j
n
tj
Notes
C- 0.95
SUB
Total
(CA)
_
m
r
C= 0.15
BASIN SF4
C= 0.30
UP
Incre-
ment
SUB
Total
DOWN
(feet)
(min.) (min.)
(cfs)
(feet) (feet)
(feel)
(feet)
(in.)
N
(fps)
(cfs)
Remarks
Bypass
WS
ST-3
67
0.23
1.24
1,18
15.58 0.17
6.02 1.28
7.69
18.25
77.00
0.07
24
RCP
0.10
2.45
7.69
Minor Loss= 0,00
0.22
0.66
0.10
16.00
15.50
0.50
Loss Coef. = 0.00
BMP
SF-1
0.00
0.00
0.00
14.00
13.50
0.50
0.75
6.74
21.17
Clearance = 11.13
Inlet
ST-4
90
0.23
0,76
0.74
15.32 0.26
6,04 0,77
4.68
18.40
1722
17.07
0.15
18
RCP
0,17
2.65
4.68Minor
Loss= 0.00
0.22
0.22
0.03
1625
15.50
0.75
Loss Coef. = 0.00
Inlet
ST-3
0.00
0.00
0.00
14.75
14,00
0,75
0.83
5.88
1039Clearance=
1118
Inlet
ST-5
97
0.55
0.551
O.521
15.00 0.32
6,08 0.52
3.18
18.76
17,42
17.221
0.201
15
RCP
0.21
2.59
3.18
Minor Loss = 0.00
0.00
0.00
0.00
1675
i6.00
0.75
Loss Coef. = 0,00
Inlet
ST-4
0.0o
000
0.00
15,50
14,75
0.75
0.77
5.01
6.15
Clearance = 7.34
Inlet
ST-6
143
0.23
0.23
0.22
15.00 0.50
6.08 0.25
1.53
19.00
17.49
17.42
0.07
15
RCP
0.05
7.25
1.53
Minor Loss = 0.00
0.22
0.22
0.03
17.25
16.25
1.00
Loss Coef. = 0.00
Inlet
ST-3
0.00
0.00
0.00
16.00
15.00
1 00
0.70
4.77
5 85
Clearance = 1.51
�ST-3 (BYPASS STRUCTURE) WEIR ELEVATION
MH
ST-2
53
0.00
0.00
0,00
15,76
0.23
5.99
0,00
8.69
18,75
6.57
5.75
0.82
15
RCP
1.54
7.08
6.69
Minor Loss = 0,00
0.00
0.00
0.00
6,00
5.75
0,25
Loss Coef. = 0.00
outfall
OUT
0.00
0.00
0.00
4.75
4.50
0,25
0.47
3.92
4.81
Clearance = 12.18
Bypass
D/S
ST-3
10
0.00
0.00
0.00
15.74
0 02
6.00
0.00
8.69
18.25
17.22
17.07
0.15
15
RCP
1.54
7.08
8.69
Minor Loss = 0.00
0.00
0.00
0.00
12.75
12.50
0.25
Loss Coef. = 0.00
MH
ST-2
0.00
0.00
0.00
11.50
t1.25
0.25
2.50
9.02
11.06
Clearance
AS
zlm P 1) AVVJ
/"A"`

STORM SEWER TABULATION
.•
-.
r r
6
f
r
(feet)
r
Drainage Area (ac)
C= 0.95
0.15 SUB
0.30 Total
SUB (CA)DOWN
ment Total
-.
Tc
(min.)
Time of
Flow In
Section
(min.)
Z'
iTOTAL
(iph)
(D•A)
Design
O
a o
r
(cfs)
Deife
Storm.
oELEV.
n
m
n
(feet)
lopment
CrowC=
Flow L
Upper LoUPIncre-
(feet) (fs)
=(in.)(%)
111 Riverside
Avenue
-
r 'r•
m
a
m
3 a
NC=
eL
Notes
BASIN SF-2
(cfs)
IRemarks
Bypass
UIS
ST-10
34
0.06
1.79
1.70
15.60
0.12
6.01
2.07
1246
16.00
13.00
1.08
15
RCP
3.17
10.16
12.46
Minor Loss =
0.00
0.52
2.48
0.37
11.50 11.25
0.25
Loss Coef. =
0.00
BMP
ST-8
0.00
0.00
0.00
10.25 10.00
0.25
0.74
4.89
6.00
Clearance
Inlet
ST-17
180
1.42
1.42
1.35
15.00
0.60
6.08
1.56
9.48
/4.25
1 14.35 14.08
0.27
24
RCP
0.15
3.02
9.48
Minor Loss =
0.00
1.40
140
0.21
13.00 12.25
0.75
Loss Coef. =
0.00
._.Inlet. _
ST-10
0.00
0.00
0.00
11.00 00.25
0.75
0.42
5.06
15.82
Clearance =
-0.10
Inlet
ST-14
114
0.31
0.31
0.29
15.00
0.41
6.08
0.38
2.30
i600
14.20 14.08
0.12
15
RCP
0.11
1.88
2.30
Minor Loss =
0.00
0.56
0.56
0.08
12.25 7L50
0.75
Lass Coef. =
0.00
Inlet
ST-10
0.00
0.00
0.00
11.00 70.25
0.75
0.66
4.63
5.68
Clearance =
1.80
�ST-10 (BYPASS STRUCTURE) WEIR ELEVATION
Bypass
DIS
ST-10
55
0.00
0.00
0.00
0.00
0.24
I
7.76
0.00
12.46
1
16 00
12.99
11.25
1,74
15
RCP
3.17
10A6
12.46
Minor Loss = 0.00
0.00
0.00
0.00
11.50
11.25
0.25
Loss Coef. = 0.00
outfall
I ST-9
1 0.001
0.00
0.00
1 10251
10.001
0.25
1 0.451
3.841
4.72
Clearance = 3.01
77t.n7 P n JVVJ

STORM SEWER TABULATION
BY'TML
DATE:
05/012012
PROJECT: MCAS New River MV-22 Hangar Development
Has. Architects
111 Riverside Avenue
and Engineers
PROJECT
No.:
6601220
10-yr 115-min Storm Tabulations (Equivalent Design Storm for 1.5" Runoff Depth)
Jacksonville Florida
32202 PH: 904.357.4271
c
3
m
r
m
°
mI
3 n
`
rn
urainage wrea
C= 0.95
rn C= 0.15
1 C= 0.30
Incre- SUB
lacl
Time oL
Tc Flow iTOTALg o
Sectio(C`A) r
KnnwN
'- Crown EL.
Flow Line EL.5!
a Upper Lower FALL
'o
>N
SUB
Total
(CA)
UP
Ifoml --f Total
1min.I Imin.l Icfsl
Ifeetl ffeetl Ifeell
(feet)
IinJ
1%1
Ifpsl
Ich
UIS
ST-20 24 0.00
0.00
0.05
15.13 0.04 6.07 0,28 /6A6
19.00
14.35
14.00
0.35
24
RCP
Loss Coef. = 0.00
BMP
ST-19 0.00
0.00
0.00
12.35
12.00
0.35
1 46
9,42
29.60
Clearance
Inlet
0.24
ST-21 63 0.35
0.24
0.23
15,00 0.13 6.08 0,28 14A6
17.35
15.32
15.10
0.22
24
RCP
0.35
4.fi0
14.46
Minor Loss = 0.00
0.35
0.05
15.00
14.35
0.65
ILoss Cost. = 0.00
0.00
0.00
13,00
12.35
0.65
1.03
7.92
24.89
Clearance 12.03
�ST-20 (BYPASS STRUCTURE) WEIR ELEVATION
MH
ST-16
89
0.00
0.00
0.00
16.48
0.30
5.91
0.00
18.16
15.50
10.99
10.50
0.49
24
RCP
0.55
5.78
18,16
Minor Loss= 0.00
0.00
0.00
0.00
9.85
9.50
0.35
Loss Coal. = 0.00
outfa11
ST-15
0.00
0,00
0.00
7.85
7.50
0.35
0,39
4,89
15.37
Clearance = 0.51
MH
ST-17
153
0.00
0.00
0.00
15.85
0,63
5.98
0.00
17.16
15.50
14,47
10.99
3.48
18
RCP
2,27
9.71
17,16
Minor Loss= 0.00
0.00
0.00
0.00
9.95
9,35
0.60
Loss Cast. = 0,00
MH
ST-16
0.00
0.00
0,00
8.45
7,85
0.60
0,39
4,03
7.13
Clearance 11.03
MH
ST-18
132
0.00
0.00
0,00
15.32
0.53
6.04
0.00
17.16
19.00
1747
14.47
3.00
18
RCP
2.27
9.71
17.16
Minor Loss = 0.00
0.00
0.00
0,00
10.50
9.95
0.55
Loss Coat. = 0.00
MH
ST-17
0.00
0.00
0.00
9.00
8.45
0.55
0.42
4.16
7.35
Clearance = 1.53
Bypass
D/S
ST-20
142
0.00
0.00
0.00
15.00
0.32
6.08
0.00
16.16
19.00
17.97
15.10
2.86
18
RCP
2,02
9.15
16.16
Minor Loss= 0.00
0.00
0.00
0.00
13.85
12.00
1.85
Lass 0.00
MH
ST-18
0.00
0.00
0.00
12.35
10.50
1.85
1.30
7.35
12.99
Clearance = 1.03
=�j

STORM SEWER TABULATION
BY:
TML
Architects
and
Engineers
DATE:
PROJECT
05/01/2012
No.: 6601220
10-yr / 15-min
PROJECT: MCAS New River MV-22 Hangar
Storm Tabulations (Equivalent Design
Development
Storm for 1.5'
_Haskell
-
Runoff Depth)
111 Riverside
Jacksonville Florida
Avenue
32202
PH:
-
904.357.4271
y
a
D rainage Area (ac)
V
o
i
3 a
C=
0.95
Time of
m
c
o
m
° E
m
c
C=
0.15
SUB
Tc
Flow in
m
TOTAL
m
m
i0
y z
C=
0.30
Total
Section
(C-A)
f
n
w
UP
Incre-
SUB
(CA)
0
h
DOWN
(feet)
ment
Total
(min.)
(min.)
(ph)
(cfs)
(feet)
Bypass
1.52
1.52
1.44
U/S
ST-25
112
0.98
0.98
0.15
15.00
0 33T
6.08
1.69
967
14A
Crown EL. i` 6'
Flaw Line EL. E o o n
r Lower FALL O h j
12..60 1200.0.60
P0610.000RC 0.54 5.7t 17
®ST-25 (BYPASS STRUCTURE) WEIR ELEVATION
Bypass
D/S
ST-25
160
0.00
0.00
0.00
0.00
0.31
7.76
0.00
1
9.67
14A0
12.16
11.00
1.16
18
RCP
0.72
5.47
9.67
Minor Loss = 0.00
0.00
0.00
0.00
12.10
9.25
2.85
Loss Coef. = 0.00
outfall
ST-231
0.001
0001
0.00
1 10.601
7.751
2,851
1 1.781
8.591
15.19
Clearance = 11.94
7Vq

STORM SEWER TABULATION
.•
-.
r f r
66012261Design
-
Storm. . -
-
r 90
2
h
r
.�, a
s
c
Drainage Area
(ac)
Time of
Tc Flow in
Section
O
uTOTAL �ca
= (C'A� r
oELEV. of H.G.
m
o
Coj
lRemarks
Notes
C= 0.95
SUB
Total
(CA)
A Crown EL.
C= 0.15
Flow Line EL. E
BASIN EAST OF SF3C=
0.30
n Upper
�°DOWN
Lower
FALL o
UP
Incre-
ment
SUB
Total
(feet)
(min.) (min.)
(iph) (cfs)
(feet) (feet)
(feet)
(feet) (in.)
(%)
(fps)
Ex. C.I.
south
150
0.16
0.32
0.30
15.36 0.34
6.04 0.68 4A 1
14.54
17.67 14.80
12.80
14.50
0.04
24
RCP
0.03
1.31
4.11
Minor Loss = 0.00
O.fiO
2.51
0.38
1347
1.33
Loss Coef. = 0.00
EW
OUT
0.00
0.00
0.00
it47
1.33
0.89
7.35
23.08
Clearance = 3.13
" - --
Ex. C.I.
north
=C.I.nonhEx.
30
0.09
0.16
0.15
15.2 00.10
6.05
0.44 2.65
14.56
1T66 14.61
13.11
14.54
0.02
18
RCP
0.05
1.50
2.65
Minor Loss = 0.00
0.07
1.91
0.29
14.42
0.19
Loss Coef. = 0.00
Ex, C'.i..
South
0.00
0.00
0.00
12.92
0.19
0.63
5.12
9.06
Clearance = 3.10
Ex. C.I.
east
86
0.07
0.07
0.07
15,00 0.26
6.08 0.10
0.61
14.57
17.64 15.16
13.91
14.56
0.01
15
RCP
0.01
0.50
O.fit
Minor Loss = 0.00
0.23
0.23
0.03
14.36
0.80
Loss Coef. = 0.00
Ex. C.I.
north
0.00
0.00
0.00
13.11
0.80
0.93
5.50
6.75
Clearance = 3.07
M.E.S.
ST-22
26
0.00
0.00
0.00
15.00 0.04
6.08 0.24
1.47
1457
14.50 15.75
14.50
14.56
0.01
15
RCP
0.04
1.20
1 47
Minor Loss = 0.00
1.61
1.61
0.24
1500
0.75
Loss Coef. = 0.00
Ex. C.I.
I north
0.00
0.00
0.00
13.75
0.75
2.88
9.69
11.89
Clearance
ZLn7 e XV:"
�' .Z l

2012 06 addinfo 091113
From: Lewis,Linda
Sent: Wednesday, June 06, 2012 9:05 AM
To: 'Luman, Travis M.'
Cc: Russell, Janet
subject: FW: sw8 091113 Mod. (MV-22 Hangar & Pov Parking Garage) - Followup
Travis -
The underdrain calculations need to be redone as well. I don't know exactly why, but
I am
coming up with much larger minimum underdrain diameters even though I am using the
same
equation that you do. Fortunately, you have specified enough underdrains in each
case to
accommodate the expected flow through the sand filter media, but I think the
calculation of the
minimum underdrain diameter needs to be correct. I think the problem may be in the
slope - I
see that you use 0.5%, but the equation needs the slope to be in feet per foot, so
it should be
.005. Are you entering 0.5 in the equation or .005?
I still haven't heard back from my advisory group on the sand filter volume error
yet, but as soon
as I do, you'll be first in line.
Linda Lewis
NC Division of water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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.
From: Lewis,Linda
Sent: Tuesday, June 05, 2012 12:58 PM
To: 'Luman, Travis M.'
Cc: Russell, Janet
subject: Sw8 091113 Mod. (Mv-22 Hangar & Pov Parking Garage)
Travis:
The revised calculations must be signed, sealed and dated.
The Rainwater Harvesting system (RHS) calculations that you submitted are not what I
am
looking for. They appear to be based on a 1" design storm. Essentially, I need to
see your
calculations (via the simple method) of the required minimum volume to capture based
on a 1.5"
design storm, and whatever the roof BUA is (DA at 100% impervious) that is being
directed to
that RHS.
I am concerned that the up -front filtering will cause the incoming flow to slow
down, resulting in
much more bypassing to the infiltration basin. Did you tell me before that you
weren't claiming
any volume credit for the RHS and that all of the runoff volume had been accounted
for in the
infiltration basin? If that's true, then I don't need anything else. But, if you are
Page 1

2012 06 addinfo 091113
claiming any of the
volume credit for the RHS, then i will need to see those calculations. Please
include the location
of the bypass line in the schematic details you provided.
I am looking into an error in the BMP Manual for the volume provided in the sand
filter (vertical
box only). Essentially, the volume provided in a vertical box sand filter is only
what is above the
sand surface on the sand side up to the external overflow weir, and what is above
the internal
weir elevation on the sediment side up to the external overflow elevation. when
runoff enters the
sediment chamber, the volume below the weir into the sand chamber will never be able
to drain
into the sand chamber, so that volume cannot be included as part of the.provided
volume. The
BMP Manual, however, just uses Fimax multiplied by the sum of the two chamber surface
areas
to determine the volume provided. when I get it resolved, I will be back in touch.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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.
Page 2

-NASKEL® HASKELL tel [phone]
�� I I I Riverside Avenue fax [phone]
ARCHITECTS AND ENGINEERS, P.A. Jacksonville, Florida 32202-4950 web www.haskell.com
TO: Ms. Linda Lewis
NCDENR Wilmington Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
PROJECT: MV-22 Hangar Complex Development
MCAS New River
Jacksonville, North Carolina
6601220
We are sending you
® herewith
❑ under separate cover
DATE: May 21, 2012
Transmittal
SUBJECT: NCDENR High Density RAI 1
Package f of 1
S60Y0g1/ 13
the following documents on this project.
NUMBER
COPIES
I DRAWING
NUMBER
DATED
TITLE OR DESCRIPTION
PREPARED BY
2
multiple
5/21/12
I CJ-002, 003, & 005-009 —
Haskell
CK-002, 003, & 005-009
CS-002, 004, 006-011, & 021
a
CG-002, 004, 006-011, 021, 513 & 514
_
1
--_-__,____.
5/21/12
--- -- — --- --t ----
Revised Sand Filter Supplements with requested
- ell
Haskell
corrections
�
1
5/21/12
Revised pages from ReportIncluding Underdraln
I Haskell
_
_Pipe Sizing calculations
1
5/21/12
_
i A,erial Map with High Density Project Area
Haskell
I
delineated__
1
P-701_
5/8/12
_
Rainwater Harvesting Diagram
Haskell
1
3/22/12
Rainwater. Harvesting Modeling Calculations
' Wahaso
1 —
- -�
5/21/12
J
Ftesponses to Comments (RAI 1) —
_
—Haskell
These documents are being submitted to you:
❑ For your use. ❑ Please sign and return both copies; one executed copy will be returned to you
❑ For estimating purposes. For your approval. Please return (1) copy "APPROVED" or, "APPROVED AS NOTED".
❑ Approved. [] Dueto revisions. Please acknowledge receipt, advising if these revisions will affect the
❑ Approved as noted. contract price.
❑ For
REMARKS:
COPIESTO: Mr. Thomas Bradshaw- MCB Public Works
Mr. Kenneth J. Boeser
Ms. Myra W. Jones
Mr. Michael R. McCarthy
Mr. Larry W. Willis
Very truly yours,
HASKELL ARCHITECTS AND ENGINEERS, P.A.
Travi M. Luman, P.E.
Civil Engineer

+HASKELL
ARCHITECTS AND ENGINEERS, P.A.
Ms. Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, North Carolina 28405
910-796-7215
Dear Ms. Lewis:
HASKELL ref 904791-4500
111 Riverside Avenue fax 904:791.4699
Jacksonville. Florida 32202-4950 web www.haskell.com
May 21, 2012
Re: MV-22 Aviation Complex
Jacksonville, North Carolina
Please see Responses to your Comments as provided below:
Comment 1: Please check and add elevations and dimensions to the sand filter detail SF-1.
There is very limited elevation information and using the dimensions provided to
figure out the elevations does not result in the same elevations as are reported on
the supplement form. The elevations listed in the "Detail' column below were
obtained from the dimensions and elevations provided in Sections A and B:
Detail Supplement
Weir elevation between the chambers 13.5 16.0
Top of Sand Elevation 11.5 14.0
Bottom Elevation 10.0 11.0
Internal Bypass Elevation 18.0 n/a
External Bypass Elevation 17.07 n/a
Response 1: Dimensions and elevations have been added to the details as requested. The
Supplement has been revised to include the correct information as well. The
correct numbers from the column above are: 16.0, 14.0, 12.5, 17.0 and 17.07,
respectively.
Comment 2: From the data above:, if the external bypass elevation is 17.07 as indicated for ST-
3 on sheet CG-514, then the internal bypass elevation cannot be higher. The
internal bypass elevation needs to be equal to or less than the external bypass
elevation.
Response 2: Internal bypass elevation corrected to be 17.0. External bypass elevation remains
at 17.07 due to hydraulic head calculations.
Comment 3: The top elevations listed on the supplements for SF-2, SF-3 and SF-4, are each
one foot lower than the top elevation shown on the details on sheet CG-513.
Please correct to be consistent. _
r2r�C�IVE,::
Response 3: Corrected on each Supplement. L01Z
MAY 2 2
i3

4/ HASKELL
ARCHITECTS AND ENGINEERS, P.A.
HASKELL tel [phone]
111 Riverside Avenue fax [phone]
Jacksonville, Florida 32202-4950 web www.haskell.com
Comment 4: Please report the actual volume provided at the internal weir elevation on the
supplement forms for SF-2, SF-3 and SF-4. The provided volume calculation in the
BMP manual of [(Af + As) x hma„] assumes a vertical sided chamber. You have
open basins with a 3:1 side slope, so there will be more volume provided than you
have reported on the supplement.
Response 4: Corrected on each Supplement and revised in the discussion portions of the
Report as well.
Comment 5: Please provide underdrain sizing calculations per the requirements and design
procedures listed in section 5.7 of Chapter 5 of the BMP Manual, Common BMP
Design Elements.
Response 5: Provided in the discussion portions of the Report. Flow rate as shown on each
Supplement remains as reported.
Comment 6: Please provide Rainwater Harvesting System calculations, plans and details.
Response 6: Plumbing Sheet P-701 is provided to show the Rainwater Harvesting Diagram.
Modeling calculations provided by Wahaso are included as well.
Thank you for your time and assistance on this project.
Respectfully,
Travis M. Luman, P.E.
tml
CC: Thomas Bradshaw, MCB Public Works
File
:MAY 2 2 .Z01Z

Lewis,Linda
From:
Lewis, Linda
Sent:
Tuesday, May 15, 2012 12:28 PM
To:
'Luman, Travis M.'
Cc:
Russell, Janet; Bradshaw CIV Thomas C
Subject:
2012 05 addinfo 091113
Attachments:
2012 05 addinfo 091113.pdf
Attached are my Express review comments for SW8 091113.
Linda

- NC®ENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
May 15, 2012
Commanding Officer
MCB Camp Lejeune
c/o Carl Baker, P.E., Deputy PWO
Building 1005 Michael Road
Camp Lejeune, NC 28547
Division of Water Quality
Charles Wakild, P. E.
Director
Dee Freeman
Secretary
Subject: Request for Additional Information — Express Review
Stormwater Project No. SW8 091103 Mod.
P688 Apron Expansion) Ph. 11, P683/P687 MV-22 Hangar Development
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received an Express State Stormwater Management Permit
Application for P688 Apron Expansion Ph. II, P683/P687 MV-22 Hangar Development on
May 4, 2012. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stormwater review:
Please check and acid elevations and dimensions to the sand filter detail SF-1.
There is very limited elevation information and using the dimensions provided
to figure out the elevations does not result in the same elevations as are
reported on the supplement form. The elevations listed in the "Detail' column
below were obtained from the dimensions and elevations provided in Sections
A and B:
Detail Supplement
Weir elevation between the chambers
13.5
16.0
Top of Sand Elevation
11.5
14.0
Bottom Elevation
10
11.0
Internal Bypass Elevation
18.0
n/a
External Bypass Elevation
17.07
n/a
2. From the data above, if the external bypass elevation is 17.07 as indicated for
ST-3 on sheet CG-514, then the internal bypass elevation cannot be higher.
The internal bypass elevation needs to be equal to or less than the external
bypass elevation.
3. The top elevations listed on the supplements for SF-2, SF-3 and SF-4, are each
one foot lower than the top elevation shown on the details on sheet CG-513.
Please correct to be consistent.
4. Please report the actual volume provided at the internal weir elevation on the
supplement forms for SF-2, SF-3 and SF-4. The provided volume calculation in
the BMP manual of [(At + As) x Hmax] assumes a vertical sided chamber. You
have open basins with a 3:1 side slope, so there will be more volume provided
than you have reported on the supplement.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
DENR 1-877-623-6748
One
NorthCaroljna
Phone: [phone] FAX: [phone] Assistance:
Internet: vwvv.ncvvaterquahty.org
An Equal Opportunity l Affirmative Action Employer

Carl Baker
May 15, 2012
Stormwater Application No. SW8 091113 Mod.
5. Please provide underdrain sizing calculations per the requirements and
design procedures listed in section 5.7 of Chapter 5 of the BMP Manual,
Common BMP Design Elements.
6. Please provide Rainwater Harvesting System calculations, plans and
details.
Please note that a revision to one number may have a domino effect on other numbers,
which may require other revisions to the application, supplements, calculations, plans,
details, and associated documentation. Please verify that all numbers are correct to
ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to May 22,
2012, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. In the Express program, no more than 2 time extensions may be
granted, for a total of 10 days.
If this is a new project, the construction of any impervious surfaces, other than a
construction entrance under an approved Sedimentation Erosion Control Plan, is a
violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A. The proposed modification may not be constructed until the permit
modification is approved and the modified permit is issued.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at linda.lewis(a)ncdenr.gov
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\WQS\Stormwater\\Permits & Projects\2009\091113 HD\2012 05 addinfo 091113
CC: Travis Luman, Haskell Architects and Engineers, via email
Thomas Bradshaw, MCB via email
Wilmington Regional Office Stormwater File
Page 2 of 2

4
ASKELL
ARCHITECTS AND ENGINEERS, P.A.
HASKELL ce1 904.791-4500
111 Riverside Avenue fax [phone]
Jacksonville, Florida 32202-4950 web www.haskell.com
To: Ms. Linda Lewis
NCDENR Wilmington Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
DATE: May 3, 2012
Transmittal
YR E' CT--TVF' D
MAY 0 4 2012
BY: -
PROJECT: MV-22 Hangar Complex Development SUBJECT: NCDENR High Density & Low Density
MCAS New River Revised sheets
Jacksonville, North Carolina Package 2 of 2
6601220
We are sending you ® herewith the following documents on this project.
❑ under separate cover
NUMBER
COPIES
DRAWING
NUMBER
DATED
TITLE OR DESCRIPTION
PREPARED BY
2
CK-008
5/3/12
Revised sheets for High Density plan set
Haskell
CG-008
I
CG-009
CG-010
CG-512
CG-513
CG-514
1
5/3112
; Revised Sand Filter Supplements
Haskell
1
j Revised Section IV Drainage Basin Table from High
Haskell
Density Application
Haskell
1
[Revised sheets from Report and Calculations
1
4/16/12
[Review Fee Check 1054220 IMO $4,000 00
I
Haskell
These documents are being submitted to you:
❑ For your use. ❑ Please sign and return both copies; one executed copy will be returned to you
❑ For estimating purposes. ® For your approval. Please return (1) copy "APPROVED" or, "APPROVED AS NOTED".
❑ Approved. ❑ Due to revisions. Please acknowledge receipt, advising if these revisions will affect the
❑ Approved as noted. contract price.
❑ For
REMARKS: The original signed High Density was submitted in person by Thomas Bradshaw from MCB
Camp Lejeune on May 1, 2012.
COPIES TO: Mr.
Kenneth J. Boeser
Ms.
Myra W. Jones
Mr.
Michael R. McCarthy
Mr.
Larry W. Willis
=Z-9
cEIVE
MAY 0 4 2012
Very truly yours,
HASKELL ARCHITECTS AND ENGINEERS, P.A.
Travis . Luman, PtEV
Civil Engineer

E�.#3 CAROLINAf%, "Setting the Standard for Service"
. Geotechnical • Construction Materials • Environmental • Facilities NC Re iM..d Enpi .ft Fi,m F-1078
April 12, 2012
Mr. Matthew Gilstrap
The Haskell Company
111 Riverside Avenue
Jacksonville, Florida 32202
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Addendum
P683 MV22 Maintenance Hangar
MCAS New River, North Carolina
ECS Project No.: 22.17368
Dear Mr. Gilstrap:
As requested, ECS Carolinas, LLP (ECS) has completed additional subsurface exploration and
laboratory testing 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.
Subsurface Exploration
On February 15, 2012, ECS explored the site by advancing three direct push borings to depths
of approximately 12 feet below the existing subgrade at the site. The purpose of this
exploration was to obtain subsurface information of the suitability of the in -place soils for the
proposed stormwater best management practice (BMP) area. The borings were field located by
ECS and observed by representatives of ECS, The Haskell Company, and NCDENR. ECS and
NCDENR visually classified the subsurface soils.
On March 21, 2012, ECS explored the site pushing three shelby tubes in general accordance
with ASTM D 1587 to sample the cohesive soil layers. The tubes were returned to the laboratory
for permeability testing.
Subsurface Conditions
In the upper 5 to 7 feet, the direct push borings encountered grayish brown to tan silty sands,
clayey sands and sandy clays. These soils contained redoxamorphic features associated with
seasonal high ground water indications. Below 7 feet, the borings encountered tan sand.
7211 Ogden Business Park. Suite 201, Wilmington, NC 28411 • T 910-686-9114 - F: 910-686-9666 - www.eeslimited.com
ECS Capitol Services. PLLC - ECS Carolinas, LLP • ECS Florida, LLC - ECS Midwest. LLC • ECS Mid-Allantic, LLC • ECS Southeast. LLC • ECS Texas, LLP

Report of Subsurface Exploration and Geotechnical Report —Addendum
P683 MV22 Maintenance Hangar
MCAS New River, North Carolina
ECS Project 22.17368
Groundwater was not encountered at the depths explored. Based on the previously performed
subsurface exploration, groundwater in the areas of the direct push borings ranged from 15 to
17 feet below current grades. Due to the clay layer in the upper 7 feet, a perched groundwater
conditions exists that create an artificial seasonal high ground water level in the upper 3 feet of
the soil profile. If removed, the seasonal high groundwater level is estimated to be 5 feet above
the existing groundwater level due to the potential influence of tidal and storm tide influence
from the adjacent New River.
Laboratory Testing Program
A bulk sample obtained during our field exploration was tested in our laboratory to check field
classifications and to determine pertinent engineering properties. The laboratory testing
program included:
• Falling Head Permeability Test (ASTM D5084)
All data obtained from the laboratory tests are included in Appendix of this report.
Evaluations and Recommendations
At the time of the direct push borings, NCDENR determined that an infiltration system would not
function properly. NCDENR recommended a sand filter system that could be constructed in the
clay without structural concretes provided the clay had an infiltration rate of less than 0.01 inch
per hour.
Based on the results of the laboratory testing and previous explorations, the existing clays meet
the required specifications for sand filter construction. If clay is not encountered in the areas of
the sand filter, clay excavated from other areas of the site or imported to the site can be used to
line the sand fitter.
The fill soils should be compacted to 95% of the modified Proctor maximum dry density (ASTM
D•1557). The fill soils should be compacted at a moisture content of -1 to 3 percent of the
optimum moisture content. The fill soils should be compacted with a sheepsfoot type
compactor in loose lifts not exceeding 8 inches.
Grade controls should also be! maintained throughout the filling operations. All filling operations
should be observed on a full-time basis by a qualified personnel to determine that the required
degrees of compaction are being achieved. We recommend that a minimum of one
compaction test per 2,000-square-foot area be performed for each lift of controlled fill. The
elevation and location of the: tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction Is achieved. Failing test areas may require moisture
adjustments or other suitable remedial activities in order to achieve the required compaction.

Report of Subsurface Exploration and Geotechnical Report — Addendum
P683 MV22 Maintenance Hangar
MCAS New River, North Carolina
ECS Project 22.17368
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�CA!a,l���
Winslow E. Goins, P.E.:
Project Engineer %�i.'
North Carolina License ff,6."
APPENDIX A -FIGURES '�E II II011— \`
;Ste�phenL. Neas, P.E
�.
.
Principal Engineer
North Carolina License No. 016085
APPENDIX B-DIRECT PUSH BORINGS
APPENDIX C-LABORATORY TEST RESULTS
APPENDIX D-PERMEABILITY ESTIMATIONS FROM CPT SOUNDINGS P-1, P-4, P-6, R-7 AND R-22
APPENDIX E-GENERAL CONDITIONS
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS, AND SAMPLES

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E:PLORATIO-1. 2683 "VT2
LOCATIO." DIAGRAmin -,k:63^ I
MCAS New River, NC

Direct Push Borings
P683 MV22 Maintenance Hangar
MCAS New River, Onslow, County, North Carolina
ECS Project No. 22.17368
2-15-2012
Location Depth Soil Descriotion
B-1 0-12" Dark Brown silty SAND (fill)
12" 24" Tan fine SAND w silt
24"-60" Tan/orange/gray CLAY w sand
60-1-44" Tan Fine SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was not encountered up to 144 inches below the existing
grade elevation.
Location DeOh
B-2 0-6"
6"-36"
36"-84"
84-144"
Soil Description
Dark Brown silty SAND (fill)
Tan fine SAND w silt
Tan/orange/gray CLAY w sand
Tan fine SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Groundwater was not encountered up to 144 inches below the existing
grade elevation.
Location Depth
B-3 0-14"
14"-32"
32"-70"
70-144"
Soil Description
Dark Brown silty SAND (fill)
Tan fine SAND w silt
Tan/orange/gray CLAY w sand
Tan fine SAND
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Groundwater was not: encountered up to 144 inches below the existing
grade elevation.

PER6IEABIL.ITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm): 15.37 Sample Identification: 3-21-12 ST-1
Specimen Diameter (am): 7.28
Dry Unit Weight (pcf): 94.9
Moisture Before Test (%): 26.7
Moisture After Test (R): 31.7
Run Number: 1 e
Cell Pressure (psi): 83.0
Sat. Pressure (psi): 80.0
Diff. Head (psi): 5.2
Perin` (cm/sec): 1.24>: 10--7
u
u
U
v
'a
W
M
D
J
i
O
J
LL
0
2
4
6
8
10
1 x 10^-9
H x 10^-7
B x 10--7
4 x 10^-7
2 x 10^-7
I x 10^-7
20
Visual Description: Orangish Brown and
Gray, Clay
Remarks: Sampled in situ via '
2 • shelby tube
Maximum Dry Density (pef):
Optimum Moisture Content (2):
Percent Compaction:
Permeameter type: Flexible Wall
Sample type: Shelby Tube
TIME - t (sec)
O 5000 10000 15000 20000
25 30 35 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project: P683 MV22 Maintenance Hanger Project No.: 17368
Location: Jacksonville, NC File No.:
Date: 3/30/12 Lab No.: S-1a
Tested by: KEL
PERMEABILITY TEST REPORT Checked by: WEG —
ECS Coro I i nos, LLP Test: FH - Fo I I i ng head C

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm): 15.23 Sample Identification: 3-21-12 ST-2
Specimen Diameter (cm): 7.29
Dry Unit Weight (pcf): 106.4
Moisture Before Test (%): 15.8
Moisture After Test (%): 17.7
Run Number: . 1 •
Cell Pressure (psi): 86.0
Sat. Pressure (psi): 83.0
Diff. Head (psi): --S.1
Perm. (cm/sec): 1.87 x 11--4
Sol
Visual Description: Light Brown, Orange,
Silty Sand
Remarks: Sompled.in-situ via
2 • Shelby Tube
Maximum Dry Density (pcf):
Optimum Moisture Content (%):
Percent Compaction:
Permeameter type: Flexible Wall
Sample type: Shelby Tube
TIME - t (sec)
0 50 100 150 200
3
6
9
12
15
1 x 10--3
8 x 10--4
B x 10-4
4 x 10^-4
2 x 10--4
1 x 10--4
10
15 20 25 30
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project: P683 My-22 Maintenance Hanger Project No.: 17368
Location: Jacksonville, NC File No.:
Date: 4/4/12 Lab No.: ST-2
Tested by: KEL
PERMEABILITY TEST REPORT Checked by: WEG
ECS Carolinas, LLP Test: FH - Fal I ing head C

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm): 15.23
Specimen Diameter (cm): 7.29
Dry Unit Weight (pcf): 107.4
Moisture Before Test (%): 10.3
Moisture After Test (%): 0.0
Run Number: 1 •
Cell Pressure (psi): 81.0
Sample Identification: 3-21-12 ST-3
Visual Description: Yellowish Brown, Gray,
Silty Sand
Remarks: Sampled in -situ via
2 • Shelby Tube
81.0 Maximum Dry Density (pcf):
Optimum Moisture Content (%):
Sat. Pressure (psi): 78.0 78.0
Diff. Head (psi): 3.2 3.1 Percent Compaction:
Permeameter type: Flexible Wall
Perm. (cm/sec): 1.62x10--4 1.05x10^-4 Sample type: Shelby Tube
0
0
a
W
D
7
J
>
3
0
J
lL
n
u
N
N
E
U
Y
I
F
H
J
H
m
W
W
W
W
a
TIME - t (sec)
0 25 50 75 100
0
2
4
6
B
10
i x 10^-3
8 x 10^-4
8 x 10--4
4 x 10^-4
2 x 10--4
1 x 10--4
10
15 20 25 30
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project: P683 MV-22 Maintenance
Hanger
Project
No.: 17368
Location: Jacksonville, NC:
File No.:
Date: 4/6/12
Lab No.:
ST-3
PERMEABILITY TEST
REPORT
Tested
Checked
by: KEL
by: WEG
ECS Caro 1nos,
LLP
Test: FH
- FalIing head C

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1REd)

General Conditions
The analysis, conclusions, and recommendations submitted In this report are based on the
exploration previously outlined and the data collected at the points shown on the attached
location plan. This report does, not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing .may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the foundation, excavating and earthwork subcontractors, if any,
shall require that the contractor certify that all work in connection with foundations, piles,
caissons, compacted fills and other elements of the foundation or other support components
are in place at the locations, with proper dimensions and plumb, as shown on the plans and
specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil exploration work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated In the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so noted the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further exploration as may be required to
properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

APPENDIX F
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Procedures Renardintt Field Loas, Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations
which are intended to portray essentially field occurrences, sampling locations, and other
information.
Samples obtained in the field are frequently subjected to additional testing and reclassification
in the laboratory by more experienced soil engineers, and differences between the field logs
and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test
data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty (60) days and are then discarded unless special disposition is
requested by our client. Samples retained over a long period of time, even if sealed in jars, are
subject to moisture loss which changes the apparent strength of cohesive soil generally
increasing the strength from what was originally encountered in the field. Since they are then
no longer representative of the moisture conditions initially encountered, an inspection of these
samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and
laboratory data sheets not be included in engineering reports because they do not represent the
engineer's final opinions as to appropriate descriptions for conditions encountered in the
exploration and testing work. On the other hand, we are aware that perhaps certain contractors
submitting bids or proposals on work may have an interest in studying these documents before
submitting a bid or proposal. For this reason, the field logs will be retained in our office for
inspection by all contractors submitting a bid or proposal. We would welcome the opportunity to
explain any changes that have been and typically are made in the preparation of our final
reports, to the contractor or subcontractors, before the firm submits the bid or proposal, and to
describe how the information was obtained to the extent the contractor or subcontractor wishes.
Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet,
entitled General Notes.

Lewis,Linda
From: Lewis, Li nda
Sent: Thursday, March 15, 2012 11:04 AM
To: 'Luman, Travis M.'
Subject: SW8 091113 P688 Apron Expansion
Travis -
I've gone through the application, calculations, narrative and plans for this project and am unable to find
anything related to an allocation of BUA for future development of the Hangar. The plans only indicate the
space where future construction will occur, but the application does not specifically allocate any BUA amount
for that future construction. I can only surmise that no allocation has been made.
You would have to recalculate the apron BUA and show that between the apron and the half of the hangar
building that will drain to the infiltration basin, the total BUA already in the permit has not been exceeded.
Then, you would break it down into its components, i.e., what's allocate for building and what's allocated for
parking.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Low and may
be disclosed to third parties.

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