SW8091113_HISTORICAL FILE_20121214

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Ua1 � \ \')
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
n HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 V2. k 21L4
YYYYMMDD

& AP
MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
December 14, 2012
Commanding Officer, MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
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. Paul:
The Wilmington Regional Office of the Division of Water Quality received a complete, modified
State Stormwater Management Permit Application for P688, Apron Expansion Phase 11, P683 /
P687 MV-22 Hangar Development and POV Parking Garage on December 13, 2012. Staff
review of the plans and specifications has determined that the proposed project, as modified,
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 December 14,
2012, for the construction, operation and maintenance of the built -upon areas and BMP's
associated with the subject project.
The following modifications have been approved and are. included in this permit:
1. All the BMP's were redesigned to accommodate the Base -required 95th percentile design
storm of approximately 2.3" for LID projects. The design storm listed in the permit,
however, is the DWQ design storm.
2. The roadway section detail for Longstaff Street was widened by an additional 2' for each
lane and a six -foot -wide running trail has been added.
3. Minor changes to the drainage areas for each BMP.
4. Redesigned Sand Filter #1 as a basin, and relocated the basin and the overflow
discharge.
5. Relocated the bypass structure and overflow for Sand Filter #4.
6. Relocated and resized the Rainwater Harvesting System.
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 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 changing 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
NorthCaro/l/ina
Internet: v .ncwaterqualilyorg
K {1.!`/i([oy
- Natuyall
An Eaual Ooaortunily l Affirmative 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). Per NCGS 143-215(e) 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].
Sincerely,
Ci I Wakild, P.E., Director
Division of Water Quality
GDS/arl: S:1WQS1StormwatehPennits & Projects120091091113 HM201212 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 Il, 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, four (4) sand filters and a
Rainwater Harvesting System, 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
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater runoff as
described in Sections 1.9, 1.10 and 1.11 of this permit. The stormwater controls labeled
I13-1, SF-1, SF-2, SF-3, SF-4 and RHS have been designed to handle the runoff from
2,439,933 sf; 56,613 sf; 81,644 sf; 115,666 sf; 76,898 sf; and 67,150 sf of built -upon
area, respectively. Infiltration Basin I13-1 has 38,712 square feet of future allocation
available.
3. The infiltration basin I13-1 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 cistern is designed to collect the runoff from 67,150 sf of the MV-22 roof area
(horizontal component), reuse it as airplane washdown water and bypass any excess
design overflows to SF-2. The RHS cistern is designed to hold 80,000 gallons of runoff,
or 10,695 cubic feet. The dedicated use is 57,600 gallons a week for airplane
washdown water. The hose bibs provided for airplane washing operations will
automatically pull from the RHS tank. When the RHS tank goes dry, a sensor will close
the valve and water will be supplied from the public line. The washdown area will have a
valve to the sewer system which must be opened during washing operations to allow
that wastewater to drain to the sewer system, and then closed so that new stormwater
runoff can be directed to the RHS system. Adequate signage and instructions must be
provided in the washdown area.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 091113
5. The drainage area and built -upon area for each BMP will be limited to those amounts
indicated in Sections 1.9, 1.10 and 1.11 of this permit, as provided in the calculations, and
as depicted 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.
The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control system.
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. Except as allowed for water -dependent uses, no built -upon area can
be constructed 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
1. Drainage Area
Onsite
Offsite
acres
Ft
Ftz
2.0
87,102
0
4.5
195,996
0
3.49
152,094
0
3.69
160,562
0
2. Total Impervious Surfaces
(1) Buildings
(2) Roads
(3) Parking
(4) Sidewalks
(5) Other
6 Future
Ft
56,613
0
32,392
24,221
0
0
0
81,644
0
76,291
648
4,440
265
1 0
115,666
105,460
10,206
0
0
0
0
76,898
0
70,773
0
5.860
265
0
3. 2008 Design Storm
Inches
1.5
1.5
1.5
1.5
4. Sediment Chamber Depth
Feet
3.0
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
13.5
10.0
12.0
10.0
7. Sand Chamber Bottom Elev.
fmsl
12.0
6.0
9.5
8.5
8. As Area Provided
Ft
1,100
1,100
2,100
1,800
9. AfArea Provided
F
1,600
1,120
2,112
2,040
10. Sed. Chamber Weir Elev.
fmsl
1 16.5
13.0
15
13
11. Top of Sand Elevation
fmsl
13.5
7.5
11.0
10.0
12. Maximum Head on Filter
Feet
3.0
5.5
4.0
3.0
13. Offline Bypass Weir Elev.
fmsl
16.53
13.03
15.14
13.16
14. Permitted Storage Volume
Ft
12,766
19,836
23,051
16,995
15. Underdrain Diameter
Inches
6
6
6
6
16. Number of underdrains
ea
5
3
4
6
17. Time to Draw Down
hours
<40
<40
<40
<40
18. SHWT Elevation
fmsl
10.5
5.0
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, ftZ: 67,150
b. 2008 Design Storm, inches: 1.5
C. Required 1.5" volume, ft3: 7,966 (59,586 gallons)
d. Required Volume at 1.2 fos, ft3: 9,559 (71,501 gallons)
e. Permitted Storage Volume, ft3: 10,695 (80,000 gallons)
f. Dedicated Use: 57,600 gpw washdown water for planes
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:
59.41
Onsite, ft2:
2,587,759
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
2,439,933
Apron, ft2:
2,082,465
Taxiway, ft2:
172,718
MV-22 Hangar, ft2:
146,038
Future, ft2:
38,712
C.
Design Storm, inches:
1.5
d.
Basin Depth, feet:
6.0
e.
Bottom Elevation, FMSL:
11.0
f.
Bottom Surface Area, ft2:
160,218
g.
Bypass Weir Elevation, FMSL:
12.8
h.
Permitted Storage'Volume, ft3:
291,198
i.
Type of Soil:
sand
j.
Expected Infiltration Rate, in/hr:
5.0
k.
Seasonal High Water Table, FMSL:
9.0
I.
Time to Draw Down, hours:
5.0
M.
Receiving Stream/River Basin:
New River / WOK02
n.
Stream Index Number:
19-(11)
o.
Classification of Water Body:
"SC:HQW:NSW'
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all 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
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
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.
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
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.
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 14th day of December 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
pn Charles W <il , P.E., Director
Division o � er 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 091113
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 I2ec jived
Fee Paid
Permit Number
Applicable Rules: n ❑ Coastal SW —1 5 ❑Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Storm water 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
L 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.):
MV-22 Aviation Complex MCAS New River P-683 & P-687
2. Location of Project (street address):
Longstaff Street between Curtis Road and Perimeter Road
City Jacksonville Cou nty:Onslow Zi p: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.
it. PERMIT INFORMATION:
1. a. Specify whether project is (check one): [-]New ®Modification
b.lf this application is being submitted as the result of a modification to an existing permit, list the existing
permit number SW8 091113 , its issue date (if known) 06/15/2012 , 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):
❑CAMA Major ®Sedimentation/Erosion Control: 90.95 ac of Disturbed Area
❑NPDES Industrial Stormwater E404/401 Permit: Proposed Impacts 0_6
b.If any of these permits have already been acquired please provide the Project
issue date and the type of each permit ESC Permit No. ONSLO-2010-105, da'
VC
FeVV
NOV 0 8 2W
t Number,
Fon-nSWU-101 Version07Jun2010 Page I of

1.a.Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the protect):
Applicant/Organ ization:Command ine 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 ]a above:
Street Address:Building 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Propperty Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person Jo owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
State:
Fax:
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: David Towler
Signing Official & Title:Civil Design Branch
b. Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Bldg 1005 Michael Road
City:Camp Lejeune
Phone: (910 ) 451-3238, ext. 3284
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of Contact:
State:NC Zip:28547
Fax: ( )
Phone #:
EC
NOV 0 8 2012
Form SWU-101 Version 07Jun2010 Page 2 of6

IV: PROJECT INFORMATION
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 year-round use of washing the MV-22's. The surrounding developed area, including the entire
parking garage, will be treated via sand filter BMP's. Pre-treatment will occur through the use of Forebays.
Treatment volume provided is in excess of what is required which is the 2.3" storm event accordine to LID
criteria. Bypass of these systems will be via overflow weirs discharging to rassed swales.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW —1995 ❑ Ph II — Post Construction
3. Stormwater runoff from this project drains to the White Oak _ _ IjiyGrJaasin,
4. Total Property Area: 23.34 acres
5. Total Coastal Wetlands
6. Total Surface Water Art
7. Total Property Area (4) —Total Coastal Wetlands Area (5) —Total Surface Water Area (6) = T It
Project° " —
Area':23.34 acres II((
Total project area shall be calculated to exclude the following: the normal pool of impounded struct BYe's—t e 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 landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100=13.16/23.34 = 56.4 %
9. How many drainage areas does the project have? 7 (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. SF- j SF-Z 5F-3 SF 4-
Basin Information
Drainage Area _
rama c rea _
Drainage Area _
rauna e rea _
Receiving Stream Name
ew River
ew rver
ew River
ew rver
Stream Class
Stream Index Number*-
-
-
-
Total Drainage Area s
n-site Drainage Area (so
,
,
Off -site Drainage Area s
Proposed Impervious Area (so
Impervious Area (total)
.
Im e,rvious' Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
n-sate w ..gsLots s
On -site Streets s
,
n-site parking s
,
rsite Sidewalks s
1
,
t ier on-site(so
0
uture s
site s
Existing s
ota s
,6
* Stream Class and Index Number can be determined at: Irtt,ortaLncdenr.org/zoeb/ruq/d,s/csu/classi icatious
In j7ervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07Jun2010 Page 3 of

Basin In —formation a,
Ezistin JtB
g (A,)
RHSe
,�
�_ "�
Rdevelopment
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
67,150
207,617
On -site Drainage Area (sf)
2,587,759
67,150
181,759
Off -site Drainage Area (sf)
0
1 0
25,858
Proposed Impervious Area (sf)
2,439,933
67,150
29,335
Impervious Area (total)
94.3%
100.0%
14.1%
Impervious Su,rfaee Area,
Existing (IB) ,,;,
RHS;
Re`develo_ p: merit
On -site Building / Lots (sf)
146,038
67,150
0
On -site Streets (sf)
172,718
0
20,833
On -site Parking (sf)
2,082,465
0
0
On -site Sidewalks (sf)
0
0
3,305
Other on -site (sf)
0
0
815
Future (sf)
38,712
0
0
Off -site (sf)
0
1 0
1 4,382
Existing BUA (sf)
0
1 0
1 0
Total(sf);`
2p439933
. 67,1`.50 '
291335
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 the original Permit SW8 091113. The amount of that future allocation used in
this project's developed conditions is 229,338 ft2. This amount includes 146,038 ft2 of
Hangar roof drainage directly discharged to the apron trench drain system and 83,300
ft2 of the 50' access apron. Being that this total is less than what the infiltration basin
was designed to treat, there is a remainder of 38,712 ft2 allocated for future BUA that
may be routed to the infiltration basin.
ECE1VE
DEC 0 6 202

'Report only that amount of existing BLIA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check ifthe project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormvater 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 littp://portal.ncdeiir.org/web/wq/WS/SLI/btiip-maiiLiil.
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 ham_//portal.iicdenr.org/web/wq/ws/su/statesw/forms_ dots. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at littp://portal.ncdeiir.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from littp://portal.iicdeiiL.orgLweb/wq/ws/su/­statesw/­forms does.
Initiate
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 A14
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
h>ttp://www.envhe".or ages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'iz mile of the site boundary, include the 'A
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 impounfje
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal water
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).
Form SWU-101 Version 07Jun2010 Page 4 of

p. Vegetated buffers (where required).
Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 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.iic.us/Co porations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
M
^4
NA
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
htt portal.ncdenr.org/web/wq ws su/statesw/forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
Vill. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engincer:Myra W. Jones, P.E., LEED AT
Consulting Firm: Haskell Architects and Engineers, Sr. Civil Engineer
Mailing Address:lll Riverside Ave.
City:]acksonville
Phone: (904 ) 791-4666
Email:myra.jones liaskell.com
State:FL Zip:32202
Fax: (904 ) 475-7887
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that]
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item In) with (print or type name a�organization listed in
urrent y Contact Information, item In) to develop the project as cproposed. 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.
NOV 0 8 2012
Form SWU-101 Version 07Jun2010 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, ------------------------------------- ,a Notary Public for the State of____________________, County of
____________________,do hereby certify that_______________ - - __________________ personally appeared
before me this _ day of _________________- _______I and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in Contact Information, item la) 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 c constructed in conformance with the approved plans, that the required deed restrictions
and protective co en) nts will be r corded, and that the proposed project complies with the requirements of the
applicable stor alter rules nd r 5A CAC 2H .1000, SL 2006-246 (Ph. II -Post Construction) or7SL 2/008-211.
Signat r. fP Date:-.
/D �/ '/�
I, _ CS / �----------- a N�ry Public for the State of � _rG✓ofr�i-- County of
f/Y % do h�erebLy certify that �f _ _______________ personally appeared
before me this aay of _ (1/1l _- - - - __---0-,1>—_, and ac o led the due execution of the application for
a stormwater permit. Witness my hand and official seal, _�--------------------
A AA.BONNETTE
Notary Public
Onslow County
State of North Carolina
Commission E ires�
SEAL
My commission expires_Y}�1�Y�.G�O/f
NOV 0 8 2012
Form SWU-101 Version VJun2010
Page 6 of 6

—i
MEMORY TRANSMISSION REPORT
FILE N0,
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
861
12.17 12:12
A 919104512927
10
12.17 12:12
12.17 12:15
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*** SUCCESSFUL TX NOTICE
TIME :12-17-'12 12:15
FAX NO.1 :910-350-2004
-NAME :DENR Wilmington
***
Sm<a o(Norlh CaroOoa
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12> CVJln el �rivc Exicn�lon, Wll mina�on, NC 38s05 - (910) J92�>213 � M Equal OpPow niry AtYl.+nnti.re Action ii mployer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: _ _ �2 �� / '�� No. Pages (excl. cover):_
To: 1�/�L l/� U J irr/�/��CGUD�i� S From: Jo Casmer
Co: �N%���1(���� /���� Phone: [phone]____
Fax: J �O `7 — �iJZ Fax: [phone]
all
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
:12-17-'12 12:17
:910-350-2004
:DENR Wilmington
l)ce Frcvinan� Snnvvta'y.
�J
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
862
12.17 12:13
8 919044757887
10
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12.17 12:17
10
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*** SUCCESSFUL TX NOTICE
TIME
FAX NO.1
NAME
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127 Cnlj�ai O—, Ex-3s,ln. Wilmington. NC 28405 - [phone] a P , Equal Ilion P.—Oli r

Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET
Date:
To:
�
Co: f9f�s�J/✓//�/G��j�fG7 s
Fax: 9�� �/� _ / 0 6 /
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]._-
Fax: [phone]
oXI-) 1jfgsZ:--- //
/ice/.Z- /�/ad. -I?a X�.J
oLO
127 Cardinal Drive Extension, Wilmin6Kon, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

®HASKELL
HASKELL tel [phone]
II I Riverside Avenue fa
z 904.791.4699
Jacksonville, Florida 32202-4950 web www.haskell.com
ARCHITECTS AND ENGINEERS, P.A.
To: Ms. Janet Russell
NCDENR Wilmington Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
PROJECT: MV-22 Aviation Complex
MICAS New River
Jacksonville, North Carolina
6601220
We are sending you ® herewith
❑ under separate cover
DATE: December 12, 2012
Transmittal
SUBJECT: NCDENR High Density RAI 2
Package 1 of 1
the following documents on this project.
NUMBER
COPIES
DRAWING
NUMBER
DATED
TITLE OR DESCRIPTION
PREPARED BY
2
12/11/12
Sheet PD-112A First Floor Drainage Plan with RHS
Haskell
2
12/11/12
Sheet P-708 RHS Riser Diagrams
Haskell
I
I
i
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. E1 For your approval. Please return (1) copy "APPROVED" or, "APPROVED AS NOTED".
❑ Approved. ❑ Due to revisions. Please acknowledge receipt, advising it these revisions will affect the
❑ Approved as noted. contract price.
❑ For
COPIES TO: Mr. Kenneth J. Boeser
Ms. Myra W. Jones
Mr. Michael R. McCarthy
Mr. Larry W. Willis
DEC 4 3 201z
Very truly yours,
HASKELL ARCHITECTS AND ENGINEERS, P.A.
Travis M. Luman, O.E.
Civil Engineer

�, HASKELL fax
1-4500
HASKELL RiversideAvenue fax 904 .ha4699
ARCHITECTS AND ENGINEERS, P.A.
Jacksonville, Florida 32202-4950 web www.haskell.com
TO: Ms. Janet Russell DATE: December 5, 2012
NCDENR Wilmington Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
PROJECT: MV-22 Aviation Complex
MCAS New River
Jacksonville, North Carolina
6601220
We are sending you ® herewith
❑ under separate cover
Transmittal
SUBJECT: NCDENR High Density RAI
Package 1 of 1
the following documents on this project.
NUMBER
COPIES
DRAWING
NUMBER
DATED
TITLE OR DESCRIPTION
PREPARED BY
1
12/5/12
Revised additional Drainage Table for Section IV of
Haskell
Application showing corrected basin areas for RHS
and the existing infiltration basin
1
12/5/12
Revised Sand Filter Supplements for SF-2, SF-3
Haskell
and SF-4 showing corrected At inputs
1
RHS Supplement — Supporting documentation on
Haskell
full-sized sheets
1
12/5/12
Revised Report with RAI comments and responses
Haskell
and supporting calculations
1
Color -coded High Density Drainage Area Map
Haskell
2
12/5/12
1 Sheets CJ-005 and CK-005 with revised areas for
Haskell
basins RHS and I-B
2
12/5/12
Sheet CG-513 with sand filter plan views and
Haskell
dimensions and revised underdrain call -outs on
sections
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
COPIES TO: Mr. Kenneth J. Boeser
Ms. Myra W. Jones
Mr. Michael R. McCarthy
Mr. Larry W. Willis
EEfJ,4, �
DEC 0 6 2012
BY: ---
Very truly yours,
HASKELL ARCHITECTS AND ENGINEERS, P.A.
�(( At�
0
Travis M. Luman, E.
Civil Engineer

RAI for High Density Stormwater Revisions for
MV-22 Aviation Complex — P-683 / P-687
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]
—=(;E1V�
DEC 0 6 2012
BY:u
Prepared by:
Haskell Architects and Engineers
111 Riverside Ave
Jacksonville, FL 32202
[phone]
December 5, 2012

�S
High Density Stormwater Revisions for
MV-22 Aviation Complex — P-683 / P-687
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]
October 22, 2012

Revisions due to responses to RAI to High Density Permit SW8 091113:
A Request for Additional Information to Permit SW8 091113 was issued on November 28, 2012.
Subsequent comments and responses followed. For simplicity the email chain in included under
this RAI cover.
Other items affected by the revisions pursuant to the comments and responses, but were not
directly addressed, have been included under this RAI cover as well. These items include
sections from the report, drainage basin characteristic calculations from Appendix A, and the
updated Drainage Area Table from the application.
RECEIVED
LBY
DEC 0 6 2012
:____

Luman, Travis M.
From:
Lewis,Linda <[e-mail]>
Sent:
Tuesday, December 04, 2012 6:02 PM
To:
Luman, Travis M.
Subject:
RE: MV-22 SW8 091113 Mod
Excellent!! Thanks for the info.
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: Luman, Travis M. [mailto:[e-mail]]
Sent: Tuesday, December 04, 2012 5:44 PM
To: Lewis,Linda
Subject: RE: MV-22 SW8 091113 Mod
Oh my goodness... you're right. Even after all that back -and -forth I still got the words backwards! Thanks, yes, they are
"closed." O
In regard to your first email below, I will make the change on the application... (there are so many numbers in so many
places to remember!)... Thanks for the catch.
Also, the RHS is completely automatic. The valve I speak of in the report is on the sanitary sewer line existing the bottom
of storm structure, ST-5, which receives the plane -wash runoff. On normal occasions the valve will be closed so that
stormwater will enter the inlet, rise up to the storm pipe, and discharge into SF-1. When planes are being washed, an
operator will open the valve on the sanitary line and plane -wash water will be routed to the lift station and then to the
wastewater treatment plant. A sign will be located at the inlet to instruct the operators to open/close the valve, and
instructions will also be included in the RHS O&M Manuals. As for the RHS itself, rainwater will be automatically pumped
to the yard bibs. When the tank runs dry, a signal will be sent through the system to introduce potable water through the
same piping.
Travis M. Luman, P.E. (FL, NC) I Haskell Architects and Engineers 1 904.357.4271 1 Travis. Luman(a'D.haskell.com
From: Lewis,Linda [mailto:linda.lewis(ulncdenr.00vl RECEIVED
Sent: Tuesday, December 04, 2012 4:33 PM
To: Luman, Travis M. DEC 0 6 2012
Subject: FW: MV-22 SW8 091113 Mod
One more thing: BY'
As per my corrected explanation regarding open vs. closed sand filters, all of the proposed sand filters have
clay liners, making them "closed" to infiltration through the bottom. So, your request to relabel sand filter #1 as
"open" cannot be granted as it is a "closed" sand filter.
All of the sand filter supplements have been corrected so that the answer to the question, "Open sand filter?" is
"NO" and the answer to the question, "Closed/pre-cast sand filter?" is "YES".

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, December 04, 2012 3:57 PM
To: 'Luman, Travis M.'
Subject: RE: MV-22 SW8 091113 Mod
Travis:
A couple of sticking points regarding the RHS system:
The supplement has 67,150 sf of BUA, but the application has 64,843 sf. They need to match up. If you are
collecting 67,150 sf of horizontal roof area, then that is the BUA to report on the application.
I missed this in the first review - Chapter 19 of the BMP manual (RHS design) states that the dedicated use of
the stored rainwater must be automatic. In this case, the airplane washing is not an automatic process - we are
relying on someone to open a valve on a daily basis to use this water. I'm not sure how to resolve this
difference between what's required and what's being proposed.
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: Luman, Travis M.[mailto:Travis.Luman(a)haskell.coml CEIVE
Sent: Monday, December 03, 2012 6:02 PM RE
To: Lewis,Unda
Cc: Russell, Janet; Towler CIV David W; Bradshaw CIV Thomas C; Jones, Myra W DEC 0 6 2012
Subject: RE: MV-22 SW8 091113 Mod
Linda,
Thanks for your response. Your catch on #3 is correct. The stage -storage tables are the most accurate since they are
reflective of the actual dimensions, so I have updated the talcs in the report and will provide those revised sections. I will
also provide revised Supplements for SF-2, SF-3, and SF-4. If you could just re -label SF-1 as "open" then we should be
good with that one.
I will provide full-sized sheets of the RHS information, as requested.
The RHS was not designed similarly to a pond or detention device with a 24-hour storm event, so the time of the peak
event is not really able to be determined. It is designed by using all storm events over a 6-year period, then determining
yearly and monthly averages for supply & demand. As shown in the attached calculations from the proprietor of the RHS,
each and every month shows "municipal make-up required" in order to supplement the shortages of the supply provided
by roof collection. Even in August and September, where it appears that supply exceeds demand, there is still municipal

make-up required because supply may go through the overflow during some events. It also shows that over the 6-year
average, only 59.2% of the total demand is met by selecting the 80,000 gallon tank.
If all is well with the RHS, then I should be able to overnight this tomorrow. Let me know if you need anything further.
Thanks,
Travis M. Luman, P.E. (FL, NC) 1 Haskell Architects and Engineers 1 904.357.4271 1 Travis. Luman(cDhaskell.com
From: Lewis,Linda[mailto:linda.lewis(alncdenr.aovl
Sent: Monday, December 03, 2012 12:45 PM
To: Luman, Travis M.
Cc: Russell, Janet; Towler CIV David W;
Subject: RE: MV-22 SW8 091113 Mod
Travis:
Bradshaw CIV Thomas C; Jones, Myra W
The open vs. closed issue is as you describe. The "bottom" of the device being open to the ground or being
closed off to the ground because of a hardened material (such as the clay liner you have specified) is what
makes the filter open or closed. Thanks for pointing out my misunderstanding.
Return date is Wednesday the 5"'. 1 must have misread my calendar. I can give you until Friday, the 71", but
then we're really cutting it close to my vacation time and I really need to have this done before I go on
vacation. The earlier the better.
The calculation/supplement discrepancies in my letter stem from the Appendix A Stage -Storage calculations
(SSC). The minor discrepancies are listed below:
SSC Af
Supplement Af
SF-2 1,120
1,100
SF-3 2,112
2,100
SF-4 2,040
2,000
SF-1 has no discrepancy between SSC and the supplement. By using a larger Af in the calculations, you are
essentially overstating the amount of volume provided, albeit very minor.
Can you put the RHS plans on the same size sheet as the other plans? I don't want them to get lost or
separated or overlooked because they are of a smaller size, (including the PD-112A sheet). If you want to cut
and paste all those smaller plans onto one larger plan sheet, that's fine with me, as long as it's legible.
I'll print off a copy of this email and attach it to the RHS calculations so it's understood why there is a difference
between the numbers.
I also understand your logic regarding the overflow from the RHS into SF-2. However, have you done a
calculation of the time to peak for the RHS vs SF-2? The RHS treats just collected rooftop runoff, which is
quickly transported into the RHS. Is it possible that by the time the required design storm reaches SF-2, the
RHS may already be overflowing and taking up volume in the SF-2?
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
DEC 062012

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: Luman, Travis M. rmailto:Travis.Luman(a)haskell.com]
Sent: Monday, December 03, 2012 11:59 AM
To: Lewis,Unda
Cc: Russell, Janet; Towler CIV David W; Bradshaw CIV Thomas C; Jones, Myra W
Subject: RE: MV-22 SW8 091113 Mod
Linda,
I have left a few voicemails for you to discuss what you're looking for on a few of your comments below. Please see my
initial responses to your comments and let me know if these are okay or if you wish to discuss further.
Also, I just noticed the discrepancy in your return date this morning. Do you want the response to your RAI on Wed the 5"
or Tue the 4"'? Depending on your feedback on my responses, I may need to ask for this Friday the 7t'.
Thank you,
Travis M. Luman, P.E. (FL, NC) I Haskell Architects and Engineers 1 904.357.4271 1 Travis. Luman ata)haskell.com
From: Lewis,Unda [mailto:linda.lewisCla ncdenr. ov
Sent: Wednesday, November 28, 2012 11:17 AM
To: Luman, Travis M.
Cc: Russell, Janet; Towler CIV David W; Bradshaw CIV Thomas C
Subject: MV-22 SW8 091113 Mod
Request for Additional Information
SW8 090113 Mod.
November 28, 2012
Travis:
I've reviewed the Express application for the subject project and have the following comments
1. All of these sand filters are OPEN sand filters, but you have indicated on the supplement form for each
that it is a closed unit. I have corrected the supplements to indicate that these are open sand filters.
I sent you an email back on Thurs 11/29 to clarify "open' vs "closed" terminology.
2. Please provide a color -coded DA map as you did previously to reflect the new DA areas. Use one color
per E MP. I would prefer that the DA map be just one sheet.
Color -coded DA map will be provided. This map will serve as an exhibit and will not be signed and sealed.
3. The "Af" area reported on the supplement differs from the one used in the calculations. Please use
consistent numbers.
I have double-checked the calcs in the report against the Supplements and cannot find any discrepancies with the
numbers used for either As or Af. The minimums required were calculated in the report but that was just to verify that
the actual areas used were adequate. The actual areas are noted in the report and are the same as the numbers cited
in the Supplements.
4. Please provide dimensions for the new, larger sand filters. The layout plans would appear to be the
best place to add these dimensions. Alternatively, you could also provide a separate detail sheet.
Dimensions added to each sand fitter and shown on details sheet CG-513.
5. Please add the number of underdrains to the sand filter details.
Underdrain note on each sand filter section on sheet CG-513 revised to include the number of laterals.
DEC 0 6 2012

6. The previously approved plans included a normal plan size sheet for the Rainwater Harvesting System
and details. You only submitted an 8.5 x 11 packet of RHS plans, details and calculations. The current
plans offer little in the way of understanding the routing associated with the relocated RHS system.
Plan sheets CG-008 and CG-009 show the roof drain collection system routing to the RHS. A cut sheet of the fitter
chamber was provided along with sheet P-708 Rainwater Riser Diagrams. Since the RHS is designed more like a
plumbing device due to its function, a spreadsheet was provided showing how the collected roof area was calculated
per the International Plumbing Code (IPC.) The area includes not only flat roof area, but also a percentage of vertical
roof area. An architectural plan view of the roof area and roof section highlighting what's being collected was provided
in support of the roof area calculation. This was also discussed in the report.
Provided in addition to this response is sheet PD-112A, Plumbing Drainage plan, showing more detail of the finer and
RHS with inverts. Please let me know if this sufficient for you to evaluate the roof drainage system and RHS and I will
provide you a hard copy.
7. The RHS tank sizing calculations use 75000 sf of impervious area, but the supplement reports only
67500 67150 sf.
As discussed in the report and in the attachments to the Supplement, the collected area must include 50% of the
vertical roof wall area as required by the IPC. The total impervious'area used in the RHS design is: flat roof area =
67,150 sf + vertical wall component = 0.5 x 15,700 sf 4 75,000 sf. The Supplement only asks for'captured horizontal
surface area of roof' so 67,150 sf was reported.
8. The RHS overflow appears to drain into swale SF-213, then into ST-11, then into the bypass structure
for SF-2, ST-10. Based on the ST-10 details, that runoff will enter SF-2, and will not be bypassed. Has
SF-2 been sized to handle this overflow?
The RHS has a full-time, year-round dedicated use of washing MV-22's. MCAS New River personnel informed our
design team to base the water supply demand for washing planes on 48 planes per week using 1200 gallons each for
a total consumption of 57,600 gallons per week. Based on seasonal fluctuations of storm events, it is presumed that
the 80,000 gallon RHS tank will usually be completely used -up every week; thus, plane -washing will be supplemented
with potable water from yard bibs at the wash rack. Based on that knowledge it is believed that if the RHS is
overflowing, then it would be because an excess stone is occurring and the entire stormwater collection systems will
be overflowing as well; therefore, the excess stormwater will bypass ST-10.
According to the calculations in the report, SF-2 is designed to accommodate 19,836 ct of stormwater for treatment at
the berm elevation of 13.0. The required treatment volume is 15,778 cf; thus, the sand filter is designed to treat
approx. 25% more than what's required, which equates to 4012 ct or 30,012 additional gallons. If for some reason the
RHS does overflow during a design storm or less, it is believed that it would be less than 30,012 gallons.
Please submit the required information by Wednesday, December 4, 2012.
Wednesday the 5"' or Tuesday the 4r"? May need until the end of this week, Friday the Vh
S:\wgs\stormwater\permits&projects\2009\091113 HD\201211 addinfo 091113
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.
RECEIVED
DEC 0 6 2112
BY:

1--.
401` .1
Table of Contents
Description of Revisions to High Density Permit SW8 091113
Description of Revisions to ESC Permit ONSLO-2010-105
Ma
Location Map
USGS Quadrangle Map — Jacksonville South, NC
Aerial Map
Aerial Map with High Density Basins
Basin SF-1: Sand Filter Basin
1. Basin Summary
2. Sand Filter Treatment Volume
3. Sand Filter Box Geometry
4. Underdrain Pipe Sizing
Basin SF-2: 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 SF-3: Sand Filter Basin
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. Storm Events and Tank Sizing
Offsite Basins:
1. Infiltration Basin Summary
2. Redevelopment Basin Summary

Appendices
Appendix A — Drainage Basin Characteristics
Appendix B — Normal Depth Calculations for Swales
Appendix C — Storm Sewer System Hydraulic Calculations

High Density Stormwater Revisions for
MV-22 Aviation Complex — P-683 / P-687
MCAS New River at Camp Lejeune
Proiect Location: Onslow County, Jacksonville, NC
Marine Corps Air Station New River
South of the intersection of Curtis and Longstaff Roads
Proiect Areas: 23.34 acres total drainage area
90.95 acres total disturbed area
0.22 acres additional disturbed area to Permit ONSLO-2010-105
1.89 acres surface water area
0.64 acres permanent wetland impacts
River Basin: White Oak
Stream Class: New River (SC; NSW)
Stormwater
Classification: High Density Development
Description of Revisions to High Density Permit SW8 091113:
Acceptance of modifications to Permit SW8 091113 was issued on June 15, 2012. Since that
date several elements of the design have changed which necessitate a plan revision submittal.
Descriptions of the changes are as follows:
1. The treatment volumes in the original permit calculations were based on the NCDENR
requirement of 1.5 inches; however, the military enforces Low Impact Development
practices which states this volume must be based on the 951h percentile storm in the region
of the project. At MCAS New River this storm depth is 2.3 inches so all calculations, plans
and details have been revised to reflect this increase for each sand filter.
2. The original permit calculations included a Longstaff Street roadway section with two 12'
paved travel lanes. This roadway section now includes the addition of 2' paved shoulders as
well as a 6' running trail. The calculations, plans and typical sections have been revised to
reflect these changes.
3. Each basin area has been re -delineated to reflect some minor variations due to the two
changes mentioned above. The revised basin calculations and treatment volumes are
included in the revised report.
4. Sand Filter, SF-1, has been relocated from the eastside of the wash rack to the northside of
it, and the design changed from a structural concrete box to a basin. This relocation has
allowed the overflow discharge pipe to be relocated as well. It now discharges into a swale
on the westside of Longstaff Street, Swale Redev, and no longer through a punch -out at the
bottom of the retaining wall.
5. The bypass structure for Sand Filter, SF-4, has been relocated from a swale on the westside
of Longstaff Street, Swale SF-4, to the eastside of Longstaff Street next to the sand filter.
This relocation has allowed the overflow discharge pipe to be relocated to the eastside of
Longstaff Street as well. It is now connected to the same storm sewer outfall system as SF-3
and has a common outfall onto a riprap pad designed by others. The hydraulic calculations
are included in the revised report.

6. The location of the Rainwater Harvesting System (RHS) has been relocated from the
northside of the hangar to the eastside near the middle of the building. This relocation has
allowed the overflow discharge pipe to be relocated as well so now, rather than the overflow
being connected to the apron trench drain, it discharges into a swale on the westside of
Longstaff Street, Swale SF-2. The original design purposefully collected more roof area than
the tank could treat because the excess stormwater would flow out of the overflow pipe and
toward the infiltration basin. Being that the overflow is no longer connected to the apron
trench drain, the roof drain area collected into the RHS tank had to be decreased to the
amount that directly correlated to the tank size; thus, the roof drain area collected into the
infiltration basin is essentially the same as before, but it is now all directly connected through
the roof drain piping instead of partially through the RHS overflow.
7. The permanent and temporary impact totals to Wetland 4 increased slightly due to a change
in the retaining wall design. There were several construction means and methods issues
associated with constructing the originally designed vertical concrete retaining wall. It was
decided to change the design to a segmental wall with geofabric. This type of wall allowed
the engineers to eliminate the need for the large spread foundation; thus eliminating many of
the construction issues associated with the soil conditions and proximity to the wetlands.
The segmental wall is built on an approx. 4-degree angle vertically; however, so the impact
reaches into the wetlands by one additional foot. This one -foot increase is actually less than
the anticipated increase in wetland impacts that would have been associated with
constructing the spread foundation. This change has initiated a modification to the 401
permit and is currently being routed through the appropriate channels.
The Parking Apron was permitted for 2,439,933 ft2 of BUA. Of that total 1,999,165 ft2 was Apron
BUA; 172,718 ft2 was Taxiway BUA; and 268,050 ft2 was "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 148,345 ft2 of BUA from rooftop runoff and
the proposed 50-foot access apron contributes 83,300 ft2 of BUA; thus, the total BUA from this
project going to the infiltration basin is 231,645 ft2 (36,405 ft2 less than the "future' allotment
factored into the basin design.)
Description of Revisions to ESC Permit ONSLO-2010-106:
These plan revisions to the High Density Permit do not cause modifications to Permit ONSLO-
2010-105.

USGS Quadrangle Map (N.T.S.)
Jacksonville South, North Carolina
1997

1. Basin Summary
This proposed drainage divide is located at the northern end of the hangar and is the smallest of
the four sand filter 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, the sand filter basin was located
in a grassed area immediately north 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
discharge into the roadside swale adjacent to Longstaff Street to the east.
2. Sand Filter Treatment Volume
The treatment volume in this Coastal County is calculated using a rainfall depth of 1.5 inches.
Low Impact Development (LID) best practices specify the treatment volume to be calculated
using the 951" percentile storm runoff which at this Base equates to 2.3 inches. The more
stringent applies; thus SF-1 is sized to meet LID. The runoff coefficient must first be calculated
by the Simple Method, according to the NCDENR BMP Manual, as such:
R_v=0.05+0.9'I>
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 ' (56,613 ft2 / 87,102 ft2) = 0.64
The volume is now calculated using the following formula:
WQV=Rv - A -RD
where: WQV = Water Quality Volume (ft)
A = watershed area (ft)
Ro = design storm rainfall depth (ft)
therefore: WQV = 0.64 ` 87,102 ' 2.3 / 12 (ft)
WQV = 10,685 ft3 to be treated
WQVad; = 751ro(WQV) = 8,014 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 sedimentation chamber is calculated using the following formula:
As = I(240)(RvJ(AJLD
where: A is in acres, RE) is in inches, and 240 is a conversion factor
thus: As = [(240)�0.64)(2.00)] ` 2.3
A� = 707 ft

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. At the location of SF-1 with the
groundwater table (GWT) at 10 feet below an existing ground elevation of 15.50 feet, the SHWT
being estimated at five feet above the GWT, and the proposed berm elevation of SF-1 set at
18.50 feet; the sand filter basin can be designed up to a 7-foot maximum depth. After an
iterative process, hm.x will be rounded up to 3.00 ft, As will equal 1,100 ftZ and A, will equal 1,600
ftZ. The supporting calculations are below, beginning with hm.x and have.
hQV� /�_s + AfJ
thus: hmaa = 8,014 / (1,100+1,600) = 2.97 ft
Use 3.00 ft
hae=3.00/2=1.50ft
Next, the minimum bottom area for the sand filter chamber must be checked using the following
formula:
A)=(WQV*1.5ft)/i3.5fpd*1.66days *(hae± 5ft
thus: A) = (10,685 * 1.5) / [3.5 * 1.66 * (1.5 + 1.5)]
Af = 920 ftZ
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 = 12,766 ft' > WQVad; = 8,014 ft' 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.
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 * i(Q)(n) / JSl 3e)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 1,600 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.065*10) cfs * (0.011) / (40.005)] (31e)
D = 6.8 inches 4 USE: Five 6" PVC pipes for adequate spacing

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 an endwall 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-213 that run
alongside the new Longstaff Street and into a catch basin which is then piped into the forebay of
SF-2. Other runoff from the north and east sides 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 is calculated using a rainfall depth of 1.5 inches.
LID best practices specify the treatment volume to be calculated using the 951h percentile storm
runoff which at this Base equates to 2.3 inches. The more stringent applies; thus SF-2 is sized
to meet LID. The runoff coefficient must first be calculated by the Simple Method, according to
the NCDENR BMP Manual, as such:
Rv=0.05+0.9*IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (81,644 ft' / 195,996 ft2) = 0.42
The volume is now calculated using the following formula: CEIVED
WQV = Rv * A * Rp OEC 0 6 2012
where: WQV = Water Quality Volume (ft)
A =watershed area (ft)BY:
Ro = design storm rainfall depth (ft)
therefore: WQV = 0.42 * 195,996 * 2.3 / 12 ft
WQV = 15,778 ft3 to be treated
WQVadi = 75%(WQV) = 11,834 W (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:

& = [(240)(Rv)(A)l * RD
where: A is in acres, RE) is in inches, and 240 is a conversion factor
thus: As = [(240)(0.42)(4.50)] ' 2.3
As = 1,043 ftZ
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 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 1,100 ft2 and Af will equal 1,120 ftZ. The supporting calculations are below, beginning
with hmax and have
hma = WQVadJ / (As + Af
thus: hmax = 11,834 / (2,220) = 5.33 ft
Use 5.50 ft
have=5.50/2==2.75ft
Next, the minimum bottom area for the filter must be checked using the following formula:
A, _ (WQV' 1.5 ft) / f3.5 fpd ' 1.66 days ' (have + 1.5 ft)1
thus: Af = (15,778' 1.5) / [3.5' 1.66' (2.75 + 1.5)]
Af = 958 ftZ
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 = 19,836 ft' > WQVadj = 11,834 ft' 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) / JSl (afa)
where: Q (cfs) of the sand media = 3.5 ft/day' Area (sand filter bed) = 1,120 ftZ
and calculated with a Factor of Safety = 10
thus: D = 16 ` [(0.045'10) cfs ` (0.011) / (�0.005)] ('/8)
D = 5.9 inches 4 USE: Three 6" PVC pipes for adequate spacing
RECEIVED
DEC 0 6 2012
BY:

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 and HDPE 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 is calculated using a rainfall depth of 1.5 inches.
LID best practices specify the treatment volume to be calculated using the 95th percentile storm
runoff which at this Base equates to 2.3 inches. The more stringent applies; thus SF-3 is sized
to meet LID. The runoff coefficient must first be calculated by the Simple Method, according to
the NCDENR BMP Manual, as such:
Rv_=0.05+0.9*IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (115,666 ftZ / 152,094 ftZ) = 0.73
The volume is now calculated using the following formula:
WQV =Rv*A*RD
where: WQV = Water Quality Volume (ft) RECEIVED
A = watershed area (ftZ)
RD = design storm rainfall depth (ft) DEC 0 6 2012
therefore: WQV = 0.73 * 152,094 * 2.3 / 12 ft BY:
WQV = 21,280 ft3 to be treated
WQV.dj = 75%(WQV) = 15,960 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:
A. = [(240)(Rv)(A * RD
where: A is in acres, RD is in inches, and 240 is a conversion factor
thus: As = [(240)(0.73)(3.49)1 * 2.3
As = 1,406 ftZ
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 above the GWT,
and the proposed berm elevation of SF-3 set at 19.00 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, As will
equal 2,100 ftZ and Af will equal 2,112 ftZ. The supporting calculations are below, beginning with
hmax and have
hmax = WQVadJ_/_LA�s + Afl
thus: hmax = 15,960 / (4,212) = 3.79 ft
Use 4.00 ft
have = 4.00 / 2 =: 2.00 ft
Next, the minimum bottom area for the filter must be checked using the following formula:
Af = (WQV * 1.5 ft) / i3.5 fpd * 1.66 days * (have + 1.5 ft
thus: Af = (21,280 * 1.5) / [3.5 * 1.66 * (2.00 + 1.5))
Af = 1,570 ftZ
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 = 23,051 ft3 :> WQVadj = 15,690 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.
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 * i(Q)(n) / JSl (3f8)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 2,112 ftZ
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.08(3'10) cfs * (0.011) / (J0.005)1 (3/8)
D = 7.5 inches 4 USE: Four 6" PVC pipes for adequate spacing
RECEIVED
DEC 0 6 2012
BY:

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 and to the east of 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 Longstaff Street 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 is calculated using a rainfall depth of 1.5 inches.
LID best practices specify the treatment volume to be calculated using the 95t" percentile storm
runoff which at this Base equates to 2.3 inches. The more stringent applies, thus SF-4 is sized
to meet LID. The runoff coefficient must first be calculated by the Simple Method, according to
the NCDENR BMP Manual, as such:
Rv=0.05+0.9*IA
where: Rv = runoff coefficient, unitless
IA = impervious fraction, unitless
thus: Rv = 0.05 + 0.9 * (76,898 ft2 / 160,562 ft2) = 0.48
The volume is now calculated using the following formula:
RECEIVED
WQV=Rv*A*RD
where: WQV = Water Quality Volume (ft)DEC 0 6 2012
A = watershed area (ft)
RD = design storm rainfall depth (ft) By;
therefore: WQV = 0.48 * 160,562 * 2.3 / 12 ft
WQV = 14,772 ft3 to be treated
WQVadj = 75%(WQV) = 11,079 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:
& = f(240)(Rv)(A)l * RD

where: A is in acres, Ri3 is in inches, and 240 is a conversion factor
thus: As = [(240)�0.48)(3.69)] * 2.3
A. = 978 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-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 a 7-foot maximum depth. After an iterative process, hmax will be equal to 3.00 ft, As will
equal 1,800 ft2 and Af will equal 2,040 ft2. The supporting calculations are below, beginning with
hmax and have
hma. = WQVadJ�s^+ Atl
thus: hmax = 11,079 / (3,840) = 2.89 ft
Use 3.00 ft
have =3.00/2==1.50ft
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: Af = (14,772 * 1.5) / [3.5 * 1.66 * (1.50 + 1.5)]
Af = 1,271 ft2
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 = 16,995 ft' > WQVadj = 11,079 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) / JSl (3r8)
where: Q (cfs) of the sand media = 3.5 ft/day * Area (sand filter bed) = 2,040 ft2
and calculated with a Factor of Safety = 10
thus: D = 16 * [(0.083*10) cfs * (0.011) / (�0.005)] (31e)
D = 7.4 inches -* USE: Six 6" PVC pipes for adequate spacing
RECEIVED
DEC 0 6 2012
BY:

1. Basin Summary
The basin for the Rainwater Harvesting System (RHS) is comprised solely of rooftop runoff from
the Hangar. Approximately 30% of the hangar (the northern portion of the building) 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 hangar building.
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 sized sufficiently to
hold the entire volume captured from the Hangar rooftop for the design storm. An overflow pipe
is installed in the system to allow stormwater from an excess storm event to leave the system.
Overflow will discharge into Swale-213 and be captured in storm inlet ST-11. From there it will
flow through the bypass structure and into the SF-2 bypass swale. The rest of the hangar
rooftop runoff is routed through a separate piped roof drain system and into the infiltration basin
where there is treatment volume available.
2. Storm Events and Tank Sizing
Since the tank is tied to the roof drain collection system which is connected to the downspouts
and gutters, the size of the tank is computed by using the International Plumbing Code (IPC.)
The design storm rainfall event used is a depth of 1.5 inches. The desired size of the tank was
chosen first, in coordination with the client, to be 80,000 gallons. The foremost factor considered
in the determination of the tank size was the year-round demand for washing the MV-22's. The
roof area collected was then calculated to accommodate this tank size.
Calculations and details are included with the Rainwater Harvesting Supplement that show the
total area collected. This area includes the horizontal roof but also, in accordance with the IPC,
half of the vertical wall area that diverts rainfall to the gutter system.

Basin Summaries
Existing Infiltration Basin (per Permit 3W8 091113):
The basin divide noted in the construction plans as "Existing I-B" is comprised solely of rooftop
runoff from the Hangar. Approximately 70% of the hangar (the southern portion of the building)
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 design was 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 the high density application which also footnotes the amount of
treatment volume still available in the infiltration basin.
Redevelopment Area:
There is a 4.76 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 pre -development
this area is comprised of residential housing, sidewalks, driveways, and 24' and 30' wide
roadways. In post -development this same area will be comprised of a 24' wide paved road, with
2' paved shoulders, leading to and from the site. This sub -basin also includes the sliver of area
between the roadway and the retaining wall due to the fact that this area slopes away from the
road and toward the wall.
Since this basin is 28.8% impervious in existing conditions and is reduced to 14.1% impervious
in proposed conditions, this area will be considered a pocket of Redevelopment; thus, a BMP is
not proposed for this area. There is, however, a proposed swale, Swale Redev, on the westside
of the road which will discharge to a new catch basin fitted onto an existing pipe. This will
discharge into an existing cross -drain under Longstaff Street. A swale will be constructed on the
eastside of the road, as necessary, to carry stormwater until grades daylight to existing ground.
The intent is to allow stormwater to flow to existing points of discharge as much as possible.

Pre -Development Areas
~:;;:Basin err,
Total,;(,SF)'-
Impervious;,
,:Pervious
Total%(ac ),,;,.Impervious:
i Pervious�
PRE 1
87,102
3,275
83,827
2.00
0.08
1.92
PRE 2
195,996
57,481
138,515
4.50
1.32
3.18
PRE 3
152,094
44,394
107,700
3.49
1.02
2.47
PRE 4
160,562
37,204
123,358
3.69
0.86
2.83
PRE RHS
67,150
16,698
50,452
1.54
0.38
1.16
PRE I-B
146,038
20,163
125,875
3.36
0.47
2.89
PRE Redev
207,617
59,828
147,789
4.76
1.37
3.39
Total
1 1,016,5591
239,0431
777,516
23.341
5.501
17.84
Post -Development Areas
B sin
r,__a
T SF
otalq(,,),
Im ervious
gFervi0us
Total_ ac ).
Im ervioias,
.. P.
', Pervious #x
.
SF-1
87,102
56,613
30,489
2.001
1.30
0.70
SF-2
195,996
81,644
114,352
4.50
1.87
2.63
SF-3
152,094
115,666
36,428
3.49
2.65
0.84
SF-4
160,562
76,898
83,664
3.69
1.77
1.92
RHS
67,150
67,150
0
1.54
1.54
0.00
-B
146,038
146,038
0
3.36
3.36
0.00
Redev
207,617
29,335
178,282
4.76
0.67
4.09
aPost`.De`v_Totals :, h,
.<
,zBasm, Ttotalf -$Fa)i
p .u-
Im ervioui
. Pervious;
Total` " )'
(ac?
w P
Im eCviou's�
�,,,Pery ou's
BMP 662,904
397,9711
264,933
15.221
9.131
6.09
Other 353,655
175,373
178,282
8.12
4.031
4.09
Total 1 1,016,5591
573,3441
443,215
23.341
13.161
10.18
RECEIVED
DEC 0 6 2012
BY:�_

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
P.erylous-
,composite CN
- lA
Rv
PRE 1
2.00
0.08
1.92
41
3.8%
0.08
PRE 2
4.50
1.32
3.18
56
29.3%
0.31
PRE 3
3.49
1.02
2.47
56
29.2%
0.31
PRE 4
3.69
0.86
2.83
53
23.2%
0.26
PRE RHS
1.54
0.38
1.16
54
24.9%
0.27
PRE 1-13
3.36
0.47
2.89
47
13.8%
0.17
PRE Redev
1 4.76
1.37
3.39
1 56
28.8%
0.31
Post -Development CN and Rv
tQVBasins "'Totah(a`c:)
Impervious
Pervious
Composite CN
In?
„N., Rvr" '4
SF-1
2.00
1.30
0.70
77
65.0%
0.64
SF-2
4.50
1.87
2.63
64
41.6%
0.42
SF-3
3.49
2.65
0.84
84
75.9%
0.73
SF-4
3.69
1.77
1.92
67
48.0%
0.48
RHS
1.54
1.54
0.00
98
100.0%
0.95
1-13
3.36
3.36
0.00
98
100.0%
0.95
Redev
4.76
0.67
4.09
47
14.1 %
0.18
RECEIVED
DEC 0 6 2012
BY:

Basin SF-1
Stage - Area Storage:
V = h/3' [ Al + A2 + Sgrt(A1 ' A2) ]
45 Al'
Stage
(ft)I
reba'y
Surface Areas Inc. Vol.
(sf) (ac) _ (cf)
Sand)F,ilter
Surface
is_f)
Areas
(ac)
Inc. Vol.
(cf)
T,oials
Surface Areas Volume
(sf) (ac) (cf) (ac;,ft)
13.5
1,100 0.03
-
1,600
0.04
-
2,700
0.06
-
0.00
14.5
1,560 0.04
1,323
2,120
0.05
1,854
3,680
0.08
3,177
0.07
15.5
2,077 0.05
1,812
2,697
0.06
2,403
4,774
0.11
7,392
0.17
16.14
2,444 0.06
1,445
3,102
0.07
1,854
5,546
0.13
10,692
0.25
16.5
2,650 0.06
917
3,330
0.08
1,158
5,980
0.14
12,766
0.29
17.5
0.00
_
7,202
0.17
5,143
7,202
0.17
17,909
0.41
18.5
0.00
8,207
0.19
7,699
8,207
0.19
25,608
0.59
Treatment Volume Calculation:
Total Contributing Drainage Area = 2.00 ac.
R, = 0.64
V = 10,685 ft3
2.3" TV Elevation = 16.14 ft
Forebay Berm Elevation =F 16.50 ft
Basin SF-2
Stage - Area Storage:
V = h/3 ' [ Al + A2 + Sgrt(A1 ' A2) )
F.oretiay -,_
Si
andFilte'r
_'�
Totals
Stage
_ (ft)
Surface
(sf)
Areas
(ac)
Inc. Vol.
(cf)
Surfa'
(sf)
Areas
(ac)
Inc. Vol.
(cf)
Surface Areas
(sf) (ag)
Volume
(cf) (ac,ft)
7.5
0.00
,120
0.03
-
1,120
0.03
-
0.00
8.0
0.00
1,333
0.03
612
1,333
0.03
612
0.01
9.0
0.00
_
1,813
0.04
1,567
1,813
0.04
2,179
0.05
10.0
1,100
0.03
_
2,365
0.05
2,083
3,465
0.08
4,262
0.10
11.0
1,578
0.04
1,332
2,981
0.07
2,667
4,559
0.10
8,261
0.19
12.0
2,113
0.05
1,839
3,654
0.08
3,312
51767
0.13
13,412
0.31
12.40
2,349
0.05
892
_
3,946
0.09
1,520
6,295
0.14
15,824
0.36
13.0
2,704
1 0.06
1,515
4,383
0.10
2,497
7,087
0.16
19,836
0.46
14.0
0.00
8,408
0.19
6,287
8,408
0.19
26,123
0.60
15.0
0.00
9,497
0.22
8,947
9,497
0.22
35,070
0.81
Treatment Volume Calculation:
Total Contributing Drainage Area = 4.50 ac.
R = 0.42
V = 15,778 ft3
2.3" TV Elevation = 12.40 ft
Forebay Berm Elevation =1 13.00 ft

Basin SF-3
Stage - Area Storage:
V = h/3 * [ Al + A2 + Sgrl(A1 * A2) ]
,�,.�.,orebay , �;„_
Sand�,ilte
i Totals
Stage
Surface
Areas
(ac),
Inc. M
(c0
Surfs e
M -:Ir<
Areas
(ac) �.-.
Inc. Vol.
_(c� . Y
Surface Areas
(sf) :r:, �i,. lac)
Volume
(gf)
(ac ft)
11.0
0.00
2,112
0.05
-
2,112
0.05
-
0.00
12.0
2,100
0.05
-
2,730
0.06
2,414
4,830
0.11
2,414
0.06
13.0
2,728
0.06
2,407
_
3,412
0.08
3,065
6,140
0.14
7,886
0.18
14.0
3,413
0.08
3,064
4,151
0.10
3,775
7,564
0.17
14,726
0.34
14.81
4,013
0.09
3,004
_
4,795
0.11
3,620
8,808
0.20
21,350
0.49
15.0
4,154
0.10
776
4.946
0.11
925
9,100
0.21
23051
0.53
16.0
0.00
10,592
0.24
7,592
10,592
0.24
30,643
0.70
17.0
0.00
11,807
0.27
11,194
11,807
0.27
41,837
0.96
Treatment Volume Calculation:
Total Contributing Drainage Area = 3.49 ac.
R, = 0.73
V= 21,280ff'
2.3" TV Elevation = 14.81 ft
Forebay Berm Elevation =1 15.00 It
Basin SF-4
Stage - Area Storage:
V = h/3 * [ Al + A2 + Sgrt(A1 * A2)
Foie bay j
-"`SandiF,ilt6-
Stage
Surface Areas[
(Sf) (ac) +'
Inc ,yol.
(qt).
FylyS��uerfeace
I(sf)
Areas
(ac).
Inc. Vol.
4; (c�
Surface Areas
dsf). (ag)
`" Volume
(4f) c.(ac:�ft)
10.0
1,800
0.04
-
2,040
0.05
-
3,840
0.09
-
0.00
11.0
2,368
0.05
2,078
2,632
0.06
2,330
5,000
0.11
4,407
0.10
12.0
2,993
0.07
2,674
_
3,281
0.08
2,951
6,274
0.14
10,032
0.23
12.71
3,477
0.08
2,295
_
3,782
0.09
2,505
7,258
0.17
14,832
0.34
3,674
0.08
1,037
3,986
0.09
1,126
7,660
0.18
16,995
0.39
_13.0
14.0
0.00
_
9,032
0.21
6,339
9,032
0.21
23,334
0.54
15.0
0.00
_
10,157
0.23
9,589
10,157
0.23
32,923
0.76
Treatment Volume Calculation:
Total Contributing Drainage Area = 3.69 ac.
R, = 0.48
V = 14,772 rya
2.3" TV Elevation = 12.71 ft
Forebay Berm Elevation =1 13.00 ft

Appendix B:
Normal Depth Calculations for Swales

Rational Method for Swale SF-2 (north)
Use Rational Method to calculate peak discharge:
Comoosite "c" factors:
Q= c * i * A
Area (ac
R "!6" j
D'escri tion,Ow
0.39
0.95
Impervious
0.38
0.15
Lawns, heavysoil, flat <2%
0.00
0.20
Lawns, heavysoil, average 2-5%
0.56 - runoff coefficient
7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
0.77 acres - between northern halves of Hangar and Garage
peak discharge, Qpeak = ,.,,„,. ;3'1n1 cfs
I Rational Method for Swale SF-2 (south) I
Use Rational Method to calculate peak discharge:
Composite "c" factors:
Q= c * i * A
Plea ec odf�
xf
Desch tion , - s
1.01
0.95
Impervious
0.81
0.15
Lawns, heavy soil, flat <2%
0.00
0.20
Lawns, heavy soil, average 2-5%
c = 0.59 - runoff coefficient
i = 7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
A = 1.82 acres - between northern halves of Hangar and Garage
peak discharge, Qpeak = ^783TM cfs
Rational Method for Swale Redev
Use Rational Method to calculate peak discharge: Q = c * i * A
Comoosite "c" factors:
<Area', ac
•. :"c" �:
Desch tiori,''.`d,l, ,:;t;'1,�;_,
0.36
0.95
Impervious
3.60
0.15
Lawns, heavy soil, flat <2%
0.00
0.30
Lawns, heavy soil, steep >7%
0.22 - runoff coefficient
7.210 in./hr. - rainfall intensity for 10-yr peak runoff (10 min Tc)
3.96 acres - area north of Wash Rack and west of Longstaff St.
peak discharge, Qpeak = %'6;3'6 cfs

Method for Swale SF-4
Rational Method to calculate peak discharge:
Composite "c" factors:
Area 'ac
'c lk
Descn tion... , , A �
0.97
0.95
Impervious
0.74
0.15
Lawns, heavy soil, flat <2%
0.00
0.30
Lawns, heavy soil, steep >7%
c = 0.60
i = 7.210 in./hr.
A = 1.72 acres
runoff coefficient
rainfall intensity for 10-yr peak runoff (10 min Tc)
between southern halves of Hangar and Garage
peak discharge, Qpeak = �7?47`' cfs
I Rational Method for Swale SF-4 (south) I
Rational Method to calculate peak discharge:
Composite "c" factors:
Q= c * i * A
WA 60 ac A
r =c` (
Descri lion. - '+
0.54
0.95
Impervious
0.23
0.15
Lawns, heavy soil, flat <2%
0.00
0.30
Lawns, heavy soil, steep >7%
c = 0.71
- runoff coefficient
i = 7.210 in./hr.
- rainfall intensity for 10-yr peak runoff (10 min Tc)
A = 0.78 acres
- between southern halves of Hangar and Garage
peak discharge, Qpeak = '396 cfs

Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 311,;: cfs
The use of this Grassed Swale does NOT seek treatment credit.
n
0.035
S%
1.00
B.W. (ft)Jj
2.0
BFS. (ft)N
3.0
VS
X(q)X
3.0
Q,rcfs
M
3.11
SWALE CHARACTERISTICS
Tw
F,S, �dr B.S.
B.M.
Tw = (F.S. x df)+ B. W . + (B.S. x df
COMPARISON BETWEEN R2/3xA's
Rdf 2/3 x A,f — R 2/3 x A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: j`0!_46)Mjft
VELOCITY
\3
V 1.49x(wP
aw1' 1x(
JI 100 vz
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
fps

Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 783 cfs
The use of this Grassed Swale does NOT seek treatment credit.
n
0.035
S% °
0.50
B.W. (ft)jj
2.0
Zia gS. (ft)n
3.0
P.S. (ft)Z
1 3.0
Q [cfsMI
7.83
Calculate df
SWALE CHARACTERISTICS
Tw
F.S. far B.S.
t
B.W.
Tw = (F.S.x df)+ B.W.+ B.S. x df
COMPARISON BETWEEN R213xA's
Rd f 2/3 X ` df — R 2/3 X A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: 086 ft
VELOCITY
3
V_ 1.49 x x rr la/z
p `100 /
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 '1.97 fps

Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 6.36 cfs
The use of this Grassed Swale does NOT seek treatment credit.
n""' :."
0.035
WMWS%MM0.50
B.W. (ft)Z
2.0
B1SJ7(ft)
3.0
3.0
Qfs
6.36
Calac,�ulat
SWALE CHARACTERISTICS
�- T w -�
t
B.W.
Tw = (F.S.x df)+ B.W.+ (B.S. x df
COMPARISON BETWEEN R2/3xA's
Rdf 2/3 x Adf — R 2/3 x A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: j` ° kQ9A eft
VELOCITY
32/
U 1 .n 9 x (p �00 /aw ' x( lv2
(
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
fps

SF;4 (north)
Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 747 ° cfs
The use of this Grassed Swale does NOT seek treatment credit.
ffinnM
0.035
owsgm
0.50
B.W. (ft)II
2.0
B?S. (ft)jN
3.0
F.91(ft)N
3.0
JNL01[cfs-Mj
7.47
Calculate df
SW.ALE CHARACTERISTICS
TW
— B.W. --,
Tw = (F.S.x df)+ B.W . + (B.S. x df
COMPARISON BETWEEN R"'XA's
Rdf 2/3 X Adf — R 2/3 X A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: 0.84 ft
VELOCITY
z
1 .49 (wp
aw 1 3 llv2
1
V= x x`�100/
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 1x85 fps

Peak discharge using Rational Method for 10-yr / 10-min storm event
Qpeak = 3.96 cfs
The use of this Grassed Swale does NOT seek treatment credit.
JJWNn
0.035
/o
0.50
B.W. (9)jj
2.0
ffiQT-Sff(ft)Z3.0
F.S. (ft)Il
3.0
` Q,rcf sW
3.96
C Iculate d
SWALE CHARACTERISTICS
QW
F.S.
t
B,W,-
Tw = (F.S.x df)+ B.W.+ (B.S. x df
COMPARISON BETWEEN R2/3xA's
Rdf2/3 x Adf — R 2/3 x A 0.001 OKAY
shall be less than or equal to 0.001
Flow depth at swale: 0.62 ft
VELOCITY
V_1.n9x(aww)3xrsi lv2
p `7100
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 1.64 fps

FLOW & 6Y-PASS SPEUXA7fN15 FOR SUIRSS SEPAR47MG SCREEN
SMW SEA'MENT COLLECTpN Ct MMS, AND SKIMMER SPECIfU7 S
t. Pipe inflow area (Omm os 18' PW)
1.77 sq.R
SCREEN SPECFrAr 6:
2 Open anreco area in sheen system
t7.90 soft
J Open onr" moo in sheen system
H95 soft
with 50T blockage
4. OPen mitre men in screen system
4.47 sq.R
with 75T blockage
5 Minimum by-pass thmugh screen system
t.0 sq.R
below the top suface or the pipe
6. Minimum by-psas mound sheen spten
4.24 sq,n,
below the top surface of the pipe
7. Screen system staoye volume
J890 cun.
&EMENT S7DR4GE
a Volume of rersl W*wt chmmbe
6667 tuft
9. Volume of second se&'ment chamber
65,00 cuff
10. VMmn at thkd sedment chamber
6721 mr.R
11. Totd sedlt volume
19888 c,R
SIMOAR S°ECYFN. WKS-
12. Flow area muter SkMmer58J sq.n.
11 Area of pipe in be with skimmer 252 sq.R.
14. Area between the skimurxr and the ouNlow_7.J2 sq.n.
pipe pmo6M with the surface of the ppe
LEFT END VIEW
NOTES:
1. CONCRETE 28 DAY COMPRESSIVE STRENGTH fc-5,000
PSI
2. REINFORCING: AS7M A-615, GRADE 60.
3 SUPPORTS AN H2O LOADING AS INDICA7FD BY AASH70
4. JOINT SEALANT., BUTYL RUBBER SS-S-00210.
5. INFLOW AND OUTFLOW PIPES ARE TO BE RUSH WITH
THE INSIDE SURFACE OF THE CONCRETE STRUCTURE (CAN
NOT /N7RUDE BEYOND RUSH)
6. HINGED LIDS FOR THE SCREEN SYSTEM ARE AVAILABLE
UPON REQUEST.
7 INVERT OF THE INFLOW PIPE SHOULD NOT BE BELOW
THE INVERT OF THE OUTFLOW PIPE.
8. THE BOTTOM OF THE SKIMMER SHOULD BE J' BELOW
THE INVERT OF THE OUTFLOW PIPE.
16"
BIO CLEAN
TURBULENCE
DEFLECTORS
4' BAFFLE TYPE
PIPE
TREATMENT FLOW RATE
2.57 CFS
.5 SO FT SETTLING AWE
-4
GPM/SQ FT
TSS REMOVAL ® 75 M,
NDEPENDENT JRD PARTY
4EMOVAL = 87i (MEETS
& GREASE REMOVAL = ;
L & DEBRIS = 10OX
ER REMOVAL = 40Z
. COLIFORM = 47.5Z
ENVIRONMENTAL MODEL NO. NSBB 5-12-84
030" H-20 DIRECT TRAFFlC L040E0
FRAMES AND COVERS SHIPPED LOOSE
ZAND GROUTED IN BY CONTRACTOR
18' BYPASS PIPE
STORM BOOM
SKIMMER
7 1 1
\_ -15" LOW ROW PIPE
- - J GROUT TYP
`-97' X 28" x 20' HIGH SCREEN SYSTEM
WITH HINGED BOTTOM SEC77ON AND
SLIDING 70P SEC77ON
PI AN VIFW
TRIENT
MODEL
1ECEPI/E
NOV 0 8 2012
RIGHT END VIEW
BE" CLEAN®
ENVIRONMENTAL SERVICES, INC.

RAINWATER HARVESTING CALCULATIONS
AREA CALCULATED SQ FT NOTES ECIENE
Office Roof 16,700 NOY U 8 202
Hanger Roof 50,450
Vertical Face of Hanger
Wall (over Office Area) 10,000 1 BY'
Vertical Face of
Superstructure 5,700 1
Total Area 75,000
Notes:
IPC 1106.4 - Vertical Walls - states that "In sizing roof drains and storm
drainage piping, one-half of the area of any vertical wall that diverts
1 rainwater to the roof shall be added to the projected roof area for
inclusion in calculating the required sized of veritical conductors,
leaders and horizontal storm drainage piping.

•��.��..�...� ...,au.c. I ... n Vnu lltc t'� 1 i uuutuuns, rorecasi, Average
http://www.idcide.com/weather/nc/jacksonville-htm
Elio Profile Real Estate Weather
North Carolina Weather> Jacksonville Weather
Hotels „Search?;{
Jacksonville, NC Weather
- --- ---------- ------------------ -- -------- -- ------.. ..... ....... -._......... ... -_..-
Jacksonville, INC climate is warm during summer when temperatures tend to be in the
70's and cold during winter when temperatures tend to be in the 40's.
The warmest month of the year is July with an average maximum temperature of 89.50
degrees Fahrenheit, while the coldest month of the year is January with an average
minimum temperature of 33.90 degrees Fahrenheit.
Temperature variations between night and day tend to be fairly limited during summer
with a difference that can reach 18 degrees Fahrenheit, and moderate during winter
with an average difference of 22 degrees Fahrenheit.
The annual average precipitation at Jacksonville is 54.07 Inches. Rainfall in is fairly
evenly distributed throughout the year. The wettest month of the year is July with an
average rainfall of 7.08 Inches.
Whitford Plantation
Waterfront Southern Plantation Wedding Venue in Eastern Nc
w.vw..rhitfurdplantatinacnm AdCholces [D
Weather Data
Moon, Sunrise and Sunset
--....__._._......_----- ----- - ._.. _._._._.- _-------------- -- ------------
CivilTwilight:
I6:07
Sunrise:
Moon Phase: Last Quarter Moon
AM EST
6:33 AM EST
LA
Sunset:
Civil Twilight:
5:12 PM EST
5:38 PM EST
Normal Climate
_ ... ..... .......
Normal Temperatures
(NEW RIVER MCAF Weather station, 4.70 miles from Jacksonville)
Month Jan Feb Mar Apr May Jun Jul Aug[Sep Oct JNov Dec Annual
Nearest Big Cities
- -- ---------- -....
(Population 100,000+)
Fayetteville
84.7 Niles
Raleigh
98.1 Mies
Durham
119.2 Niles
Chesapeake
156.8 Niles
Portsmouth
157.3 Niles
N
...o_....—._._______ ..._.___.__...............
rfolk
158.4 Mies
G- ----------------..........................
Greensboro
161.4 Niles
'-_._.—. _....... _...._.... ................
. _..
Newport News
163.8 Niles
Vrgima Beach
166.5 Niles
Hampton
168.7 Mies
-- -------------- ----------- ---------------_
ECT-7?VE
NU.,0 8 2012
BY.
of 2
11/5/2012 4.12. PM

11- rycauicl I jacn uuvulc ivy. I uonalnons, horecast, Average
http://www.idcide-coun/weather/nc/jacksonville.htm
5.5
58.6I65.8
73.8
80.4
6.3
867587.9183.7735.0
89Max°F
7.3
59.0
73.5�6
Mean F
447
47.1 53.9
6L6
69.3
8.0
78.8+74.
6
47.6
62.7
Min F
33.93
0
49.4
58.2
6
0.8
69.7
64.4 2
13.2
36.1
51.8
Normal Precipitation
(NEW RNER MCAF Weather station, 4.70 miles from Jacksonville)
T--
Month Jan Feb Mar Apr I May I Jun Jul Aug Sep Oct Nov Dec Annual
Inch 4.50 3.59 4.03 3.06 3.85 4.88 7.08 6.47 16.27 3.32 3.33 3.69 ( 54.07
Jimmy John's Delivery
Freaky Fast! Freaky Good! Click. Order. Eat.
www.iimmviohns.com
AdChoices (b
Data sources:
(c) Copyright 2012 IDcide All rights reserved.
125
oI 2
11/SlIfIl') A-11 onn

Lewis,Lincla
From: Lewis, Linda
Sent: Monday, December 03, 2012 12:45 PM
To: 'Luman, Travis M.'
Cc: Russell, Janet; Towler CIV David W; Bradshaw CIV Thomas C; Jones, Myra W
Subject: RE: MV-22 SW8 091113 Mod
Travis:
The open vs. closed issue is as you describe. The "bottom" of the device being open to the ground or being
closed off to the ground because of a hardened material (such as the clay liner you have specified) is what
makes the filter open or closed. Thanks for pointing out my misunderstanding.
Return date is Wednesday the 5". 1 must have misread my calendar. I can give you until Friday, the 71h, but
then we're really cutting it close to my vacation time and I really need to have this done before I go on vacation.
The earlier the better.
The calculation/supplement discrepancies in my letter stem from the Appendix A Stage -Storage calculations
(SSC). The minor discrepancies are listed below:
SSC Af
Supplement Af
SF-2 1,120
1,100
SF-3 2,112
2,100
SF-4 2,040
2,000
SF-1 has no discrepancy between SSC and the supplement. By using a larger Af in the calculations, you are
essentially overstating the amount of volume: provided, albeit very minor.
Can you put the RHS plans on the same size sheet as the other plans? I don't want them to get lost or
separated or overlooked because they are of a smaller size, (including the PD-112A sheet). If you want to cut
and paste all those smaller plans onto one larger plan sheet, that's fine with me, as long as it's legible.
I'll print off a copy of this email and attach it to the RHS calculations so it's understood why there is a difference
between the numbers.
I also understand your logic regarding the overflow from the RHS into SF-2. However, have you done a
calculation of the time to peak for the RHS vs SF-2? The RHS treats just collected rooftop runoff, which is
quickly transported into the RHS. Is it possible that by the time the required design storm reaches SF-2, the
RHS may already be overflowing and taking up volume in the SF-2?
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: Luman, Travis M.[mailto:[e-mail]]
Sent: Monday, December 03, 2012 11:59 AM
To: Lewis,Linda

Lewis,Linda
From: Lewis, Linda
Sent: Wednesday, November 28, 2012 11:17 AM
To: Tuman, Travis M.'
Cc: Russell, Janet, Towler CIV David W; 'Bradshaw CIV Thomas C'
Subject: MV-22 SW8 091113 Mod
Request for Additional Information
SW8 090113 Mod.
November 28, 2012
Travis:
I've reviewed the Express application for the subject project and have the following comments:
1. All of these sand filters are OPEN sand filters, but you have indicated on the supplement form for each
that it is a closed unit. I have corrected the supplements to indicate that these are open sand filters.
2. Please provide a color -coded DA map as you did previously to reflect the new DA areas. Use one color
per BMP. I would prefer that the DA map be just one sheet.
3. The "Af' area reported on the supplement differs from the one used in the calculations. Please use
consistent numbers.
4. Please provide dimensions for the new, larger sand filters. The layout plans would appear to be the
best place to add these dimensions. Alternatively, you could also provide a separate detail sheet.
5. Please add the number of underdrains to the sand filter details.
6. The previously approved plans included a normal plan size sheet for the Rainwater Harvesting System
and details. You only submitted an 8.5 x 11 packet of RHS plans, details and calculations. The current
plans offer little in the way of understanding the routing associated with the relocated RHS system.
7. The RHS tank sizing calculations use 75000 sf of impervious area, but the supplement reports only
67500 sf.
8. The RHS overflow appears to drain into swale SF-26, then into ST-11, then into the bypass structure
for SF-2, ST-10. Based on the ST-10 details, that runoff will enter SF-2, and will not be bypassed. Has
SF-2 been sized to handle this overflow?
Please submit the required information by Wednesday, December 4, 2012.
S:1wgslstormwater permits&projects120091091113 HD1201211 addinfo 091113
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.

�Aod 0'�A11 I3 ,S
�D 1�VRwe�141
4✓NNorth Carolina Department of Environment and 8_tk
Natural ResourcesNCDENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permits} you are requesting for express review. Call and Email the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same hems exc
package of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.196.4698;alis2n.davidsonGilncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919.791.4103; david.lee(amcdenr.gov
• Mooresville 8 Winston Salem Region - Patrick Grogan 704-235.2107 or Patrick.grogan(olncdenr.gov
• Washington Region -Lyn Hardison 252-948.3842 or lyn.hardisoncancdenngov
• Wilmington RegionJanet Russell910-796.7302 orjanetrusselKaircdenngov
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weaverCdncdenr crov
form to the
NOTE: Project application received after 12 noon will be stamped in the following work day. I
Project Name: MV-22 AVIATION COMPLEX MCAS NEW RIVER P-683 8 P-687 County: ONSLOW no + 2 3 r 3
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP, LEJEUNE PUBLIC WORKS
Address: BUILDING 1005 MICHAEL ROAD City: MC:B CAMP LEJEUNE State: INC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:INTERSECTION OF CURTIS ROAD AND LONGSTAFF STREET
Project Drains into SC waters - Water classification NSW (for classification see-htto:lm2o.enr.state.nc.uslbims/reoorts/reoortsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N within''/, mile and draining to class SA waters Nor within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: MYRA JONES, P.E. Company: HASKELL ARCHITECTS S ENGINEERS FRECEIVEDAddress: 111 RIVERSIDE AVENUE City: JACKSONVILLE State: NC Zip:32202-Phone:[phone], Fax:[phone] Email: [e-mail] 1 5 2012SECTION ONE: REQUESTING A SCOPING MEETING ONLY `�p'sell Cor
❑ Seeping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: _ CA04--- 1- L-{ l k I R V
SECTION TWO:
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certficadon ❑ Isolated Welland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® Slate Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac.. ❑ Bkhd 8 Bt Rmp, ❑ Clear 8 Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb 8 Gutter ._ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ #.Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other 7 # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ® Plan Revision ❑ Redev. Exclusion SW (Provide Permits)
❑ Coastal Management ❑ Excavation 8 Fill ❑ Bridges 8 Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
"it Land'I
® Land Quality .' ® Erosion and Sedimentation Control Plan with 0 acres to be disturbed.(CK # (for DEN use))
5rT In
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
For DENR use
Fees lit for multi lePermits: Check#
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
SUBMITTAL DATES
i
Fee
i
i
SUBMITTAL DATES
Fee
CAMA
$
1 Variance(❑Ma); Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
1 401:
$
LQS
$
Stream Deter,_
$
�rpm;s
NCDENR EXPRESS June 2011
JoJ'�

HIGH DENSITY PROJECT AREA
PERMIT SW8 091113
«� f
FOR OFFlpAI USE ONLY �
T_
muritis,Rr R.
MEN
/ LBASIN, RHS
ujuma AGE
I �•
MV-22 HANV�� LE
WIN
POV GARAGE
Vol 0-
I - >
��
�� DENSITY DRAINAGE Ifft. BASIN, SF-1
HIGH DENSITY DBASIN, SF-3
RAINAGE
mi

\JMT[LAI, 049F OffL4Z)_
V &k� � � op ScieWsTiZJGTLJF 950
25 10,000
X (a h�D 7' S,70O
EC EIVF—IN
NOV o 8 �of2
BY:

kr2eA
0 V-
aFf«x
P-00F
1(p) 700 0
APeA
oV'
EArC'Qfy
PAP`
501$So 0
ai
VaTt• 16 _
oi� ?GRSTf V
C T� Pic A►-)
z
t
OArJ Wf-- WA -L—
E�EIVE
NOV 0 9 2012
BY
AP�,A Le�ILU(aiED
HB1.5 HBi>
l�I�c G�tL-�Lh'CE�

I
POINT OF CONNECTION 24'MANWAY
FOR PLUMBING CONTRACTOR ACCESS COVER 18'BY-PASS TO
(TYP OF 3) STORM SWALE 24' MANWAY ACCESS
I.E. 1&75 �(TYP OF 2)
18' STORM PIPE \
BY CIVIL CONTRACTOR ------ r IY TO RAINWATER
/ COLLECTION TANK
C
HE. =16.0J N• O
�LE=W.50
O LE. _ 14,25 J
SMOOTHING INLET
BID CIEPN BAFFLE FILTER BO%
SEQUENCE OF OPERATIONS
1. RAINWATER WILL BE COLLECTED FROM 75.000 SQUARE FEET OF ROOF AND SHALL BE
PRETREATED BY PASSING THRU A BID CLEAN SEPARATOR BAFFLE BOX FILTER
DESIGNED TO SCREEN OUT ALL PARTICULATES URGER THAN 130 MICRONS
2. FILTERED RAINWATER WILL BE STORED IN AN 80,000 GALLON OLD CASTLE STORM
CAPTURE SYSTEM BURIED BELOW GROUND OUTSIDE THE BUILDING. WATER WILL BE
TRANSFERRED FROM THE CISTERN AND TO THE PROCESSING SKID VIA SUBMERSIBLE
PUMPS WITHIN THE CISTERN. IN THE EVENT THAT THE CISTERN IS FULL AND A NEW RAIN
EVENT IS BEGINNING THE CISTERN SHALL OVERFLOW TO THE SITE STORM SYSTEM
3. THE PROCESSING SKID WILL BE LOCATED INSIDE WE BUILDING ON THE MECHANICAL
MEZZANINE ABOVE THE'AB'MECHANICAL AREA
4. THE FIRST STAGE IN THE PROCESSING SKID IS A TWO-STEP FILTRATION PROCESS, THE
FIRST STEP WILL BE A BAG FILTER THAT REMOVES PARTICULATES DOWN TO 50
MICRONS, AND THE SECOND REMOVES PARTICULATE DOWN TO 5 MICRONS,
5. AFTER FILTERING DOWN TO 5 MICRONS, THE WATER IS THEN PASSED THRU A IN
STERILIZATION SYSTEM DESIGNED TO HANDLE 20 GPM SHOULD MY ISSUES ARISE WITH
WE W SYSTEM, AN ALARM IS SOUNDED IN THE CONTROL PANEL AND THE SYSTEM WILL
AUTOMATICALLY SWITCH OVER TO 100%MUNICIPAL MAKE-UP UNTIL THE ALARM IS
CORRECTED.
6. WHEN MERE IS DEMAND AT THE WASHRACK A DROP IN SYSTEM PRESSURE SIGNALS
THE MAIN PRESSURIZATION PUMPS TO BEGIN. DUPLEX VARIABLE FREQUENCY DRIVE
PUMPS LOCATED IN THE CISTERN WILL PROVIDE 20 GPM @ 45 PSI AT THE WASHRACK
WHICH SHOULD BE SUFFICIENT TO MEET DEMAND.
7, IN THE DUPLEX SYSTEM THE PUMPS WILL CYCLE BACK AND FORTH TO EQUALIZE WEAR.
SHOULD ONE PUMP FAIL THE SECOND PUMP WILL MEET DEMAND.
8. A 4D GALLON BUDDER TANK WILL BE INCLUDED TO HELP MAINTAIN CONSTANT
PRESSURE AND REDUCE PUMP CYCLES.
9. SHOULD THE SYSTEM DEMAND ADDITIONAL WATER FROM THE CISTERN WHEN THE
CISTERN IS EMPTY, THE WATER LEVEL SENSOR LOCATED IN THE CISTERN WILL SEND A
SIGNAL AND AUTOMATICALLY OPEN A MUNICIPAL MAKE-UP WATER SUPPLY. THEMAKE-
UP SUPPLY WILL BE SEPARATED FROM THE RAINWATER BY A REDUCED PRESSURE
ZONE BACULOW PREVENTER
10. THE SYSTEM IS CONTROLLED AND MONITORED VIA THE WAHASO WCS-200 CONTROL
SYSTEM WITH CUSTOM PROGRAMMED PLC AND PANEL WE CONTROL SYSTEM
AUTOMATICALLY MANAGES ALL SYSTEM FUNCTIONS INCLUDING THE WATER
TREATMENT SYSTEM AND THE ADDNION OF MUNICIPAL WATER AS NEEDED AND IS
FULLY COMPATIBLE WITH THE B.A.S. WE SYSTEM LOGS AND REPORTS WE AMOUNT OF
WATER AVAILABLE IN THE CISTERN, HOW MACH WATER HAS BEEN CAPTURED FOR
REUSE, AND THE AMOUNT OF MUNICIPAL WATER DEMANDED BY THE SYSTEM.
INFORMATION AND SYSTEM ALERTS AND ALARMS ARE PRESENTED VIA A COLOR TOUCH
SCREEN ON THE CONTROL PANEL AND ALSO VIA NETWORK CABLE TO ME BAS THE
SYSTEM SCREENS, AND CONTROLS CAN BE VIEWEDIOPERATED REMOTELY
WROLIGHOIN WE BUILDING VIA A WEB BROWSER CONNECTED TO THE BUILDINGS
NETWORK
11
RAINWATER COLLECTION TANK
ROTATING LIFT
RAINWATER HARVESTING SYSTEM
DIAGRAM
ITEM NO
OTY
DESCRIPTION
1
3
PRESSURE TRANSMITTER
2
1
PRESSURE TANK-4D GAL
3
1
UV STERILIZER
4
1
HDPE PLATFORM
5
1
BAG FILTER (POLYPROPYLENE) 5 MICRON
6
1
ELECTRICAL ENCLOSURE I2'410'
7
3
BAG FILTER POLYPROPLENE 50 MICRON
NOTES:
ALL PVC PIPES AND FITTINGS SHALL BE SCHEDULE 8D PVC.
H17 FLANGE
TOPVIEW
2 RAINWATER TREATMENT SKID
1-12'NPW TO
1-1/7 RPZ B.ACKFLOW p
CONTROL PANEL PRESENTER
10 MICRON FILTER SOPVATED BY P
� LEVEL SENSOR
PRESSURE
SD MICRONFILTER LEVEL SENSOR IN COLLECTION oNK) o
z a
O #�'�4�T
—zIODN
Of
ZSTERILIZER Oil
R HARVESTING TREATMENT SKID �5'X
2.51 LOCATED ON MECHANICAL MEZZANINE MM
21- REFER TO DETAIL 2 ON THIS SHEET FOR
MORE INFORMATION
{ sI. Vim,
1-12' FL
(WATER
1-12' FLANGE
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