SW8130104_HISTORICAL FILE_20140617

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \3010
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2w\ pin \1
YYYYMMDD

A
�e
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
June 17. 2014
Commanding Officer
USMCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 130104
P-705 Hangar and Apron Expansion
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for P-705 Hangar and Apron Expansion on June 17, 2014. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2008-211 and Title 15A NCAC 21-1.1000. We are forwarding
modified Permit No. SW8 130104, dated June 17, 2014, for the construction, operation and
maintenance of the BMP's and impervious area associated with the subject project. Please replace the
previously approved plan sheets with the new ones enclosed.
The following modifications are covered by this permit: - .
1. Drainage Area E: Due to the expansion of the apron, a portion of the offsite drainage area and
offsite existing pre71988 impervious area previously located within to Drainage Area E had to be
redirected to bypass the sand filter. Therefore Drainage Area E and the associated impervious
area have been reduced.
2. Drainage Area F: Due to the expansion of the apron, additional impervious area and associated
onsite drainage area will be treated in the new sand filter associated with Drainage Area F.
3. Pre-1988 impervious area: Due to the reduction in the amount of offsite existing pre-1988
impervious area being treated in Drainage Area E, the total amount of existing, pre-198. treated
impervious area available for the exchange of new, untreated impervious area is being reduced.
Please refer to Section 1.9 for details.
4. Drainage Area J: The impervious area proposed as part of this drainage area will not be treated
and will reduce the amount of new, untreated impervious area available for future development
as described in the trade agreement referred to in item 3 above and as described in Section 1.9
of the permit.
This permit shall be effective from the date of issuance until May 10, 2021, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes. Per
NCGS 143-215(e), the petition 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.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Permit No. SW8 130104
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson, at [phone].
Sincerely,
T acy 9�Z�
Tracy Davi , P.E., Director
Division of Energy, Mineral and Land Resources
GDS/can: \\\Stormwater\Permits & Projects\2013\130104 HD\2014 06 permit 130104
cc: Chris Carlsten, P.E., TranSystems
Wilmington Regional Office Stormwater File
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 130104
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
US MCB Camp Lejeune,
P-705 Hangar and Apron Expansion
End of White Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of six (6) sand filters and a Rainwater Harvesting
System in compliance with Session Law 2008-211 and the provisions of 15A NCAC 2H
.1000 (hereafter collectively 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 Energy, Mineral and Land Resources and
considered a part of this permit.
This permit shall be effective from the date of issuance until May 10, 2021 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7, 1.8, and 1.9 of this permit.
The application form, supplement forms, approved plans and specifications for this
project are incorporated by reference and are enforceable parts of the permit.
4. 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 project shall maintain a 50' wide vegetated buffer adjacent to surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of banks of each side of rivers and streams and the mean high
water line of tidal waters.
All runoff being directed into wetlands shall flow into and through those wetlands at a
non -erosive velocity as established by the 401/404 wetlands group.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 130104
The following design elements have been approved for the sand filter stormwater
facility, and must be provided in the system at all times.
SAND FILTER #
A
B
C
D
E
F
a. Drainage Area, acres:
4.56
4.58
4.19
4.36
3.43
1.13
Onsite, ft2:
186,594
164,383
148,822
155,800
143,680
49.119
Offsite, ftZ:
11,907
35,028
33,833
34,005
0
0
b. Total Impervious Surfaces, ft2:
168,965
186,009
173,488
181,065
134,882
45,991
Buildings, ftZ:
0
0
0
0
0
0
Roads/Parking, ft2:
152,494
146,798
135,472
142.877
130.331
44,478
Sidewalk, ftZ:
436
0
0
0
0
0
Other, ft2:
4,128
4,183
4,183
4,183
4,551
1,513
Existing, ftZ:
11,907
35,028
33,833
34,005
0
0
Offsite, ftZ:
0
0
0
0
0
0
c. Design Storm, inches:
1.5
1.5
1.5
1.5
1.5
1.5
d. Sediment Chamber SA, ftZ:
2,158
2,158
2,158
2,158
2,608
806
e. Sand Chamber SA, ftZ:
1,461
1,461
1,461
1,461
1,434
525
f. Top of Sand Elevation, ftZ:
-14.5
12.9
13.05
11.59
12.0
10.9
g. Maximum Head on Filter, feet:
4.3
4.85
4.4
4.65
3.25
3.25
h. Bypass Weir Elevation, fmsl:
18.8
17.75
17.45
16.24
15.25
14.15
i Permitted Storage Volume, ft3:
15,202
17,192
15,564
16,469
12,702
4,191
j. Underdrain #/ 0"
2@4"
2@4"
2@4"
2@4"
2@4"
2@4"
k. Time to Draw Down, hours:
<40
<40
<40
<40
<40
<40
I. SHWT. fmsl:
17.5
19.0
19.0
17.5
15.25
15.25
m. Receiving Stream / River Basin:
Southwest Creek / White Oak
n. Stream Index Number:
19-17-(6.5)
o. Classification of Water Body:
"C..
8. A Rainwater Harvesting System has been approved for Drainage Area G, subject to
the following criteria:
a. Drainage Area, square feet: 60,851
b. Impervious Surfaces, square feet: 60,851 (roof)
c. Design Storm, inches: 1.5
d. Cistern volume provided, gallons: 100,000
e. Dedicated Use: Aircraft Wash Water
I. Excess design storm is diverted to a level spreader and vegetated filter strip.
The runoff from a total of 114,773 square feet of pre-1988 impervious area from the
existing apron is being collected and treated in the proposed sand filters. This
impervious area is noted in Section IV.10 of the application as "Existing Offsite". In
exchange, a like amount of proposed impervious area will not be treated. With the
issuance of this permit, a total of 111,838 square feet of proposed impervious area
in drainage areas H, I and J is approved and not being treated by any BMP, which
leaves 2,935 square feet remaining and available for future trade-off, subject to
approval by the Division. The terms of the trade-off are: 1) that the proposed
impervious area maintains an equal or greater buffer width adjacent to surface
waters than the buffer for the existing impervious area being treated; and, 2) No new
piped discharges to surface waters are created as a result of the proposed "trade-
off' impervious area.
IL SCHEDULE OF COMPLIANCE
No person or other legal entity shall alter the approved stormwater management
system, or fill in, alter, or pipe any drainage feature, including swales, shown on the
approved plans as part of the stormwater management system, unless and until the
permittee submits a modification to the permit and receives approval from the
Division.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 130104
2. The permittee is responsible for verifying that the proposed impervious area for the
entire project does not exceed the allowable impervious area.
3. 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.
4. The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any impervious
surface.
5. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. Infiltration systems should not be used as
erosion control devices, due to the potential clogging. 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. 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 the approved plans, regardless of size.
b. Redesign or addition to the approved amount of impervious area.
C. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit
was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
The Director may determine that other revisions to the project should require a
modification to the permit.
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.
The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function 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 revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of filter media, bypass structures, orifice,
catch basins and piping.
g. Access to all components of the system must be available at all times.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 130104
10. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity,
name of person performing the work and what actions were taken.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning
and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The facility must be in compliance with all permit conditions. Any items
not in compliance must be repaired or replaced to design condition prior to the
transfer. Records of maintenance activities performed to date will be required.
13. This permit shall become voidable unless the facilities are constructed in accordance
with the conditions of this permit, the application, approved plans and specifications,
and other supporting data.
14. Impervious area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 60 days prior to a change of ownership, or a name
change of the Permittee or of the project, or a mailing address change, the permittee
shall submit a completed and signed "Name/Ownership Change Form" to the
Division, accompanied by the appropriate documentation as listed on the form. The
project must be in good standing with the Division. The approval of this request will
be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions of
this permit until such time as the Director approves the transfer request. Neither the
sale of the project area in whole or in part, nor the conveyance of common area to a
third party, constitutes an approved permit transfer.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances which may be imposed by other
government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or termination
does not stay any permit condition.
7. Permittee grants permission to staff of the Division to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall submit a permit renewal application and processing fee at least
180 days prior to the expiration date of this permit.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 130104
9. A copy of the approved plans and specifications shall be maintained on file by the
Permittee at all times.
Permit modified and reissued this the 17th day of June 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 130104
P-705 Hangar and Apron Expansion
Stormwater Permit No. SW8 130104
Onslow County
Designer's Certification
Page 1 of 2
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 130104
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 impervious area.
3. All the impervious 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. Elevations of the BMP are per the approved plan.
6. BMP is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation. (Does not apply to
underground sand filters)
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required number and type of plantings are provided.
16. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DEMLR Regional Office
Page 9 of 9

DWQ USE ONLY
ate Received
F • Pa'
Per Nu ber
Applicable Rules: ❑ Coastal SW -1 q5 ❑ Coastal SW - 200 ❑ Ph 11 - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-705 HANGAR AND APRON (EXPANSION)
2. Location of Project (street address):
White Street
City:Camp Lejeune County:Onslow Zip:28542
3. Directions to project (from nearest major intersection):
East on Douglas Road from US17, turn right on White Street and project is at the end of White Street.
4.. Latitude:340 42' 34.5" N Longitude:77° 27 16.8" W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is (check one):: ❑New ®Modification ❑ Renewal w/ Modification
tRenetoals with umdifications also regaires SWU-102 - Renewal Application Forn
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8130104 , its issue date (if known)May 10, 2013 and the status of
construction: ❑Not Started ®Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 30.7 ac of Disturbed Area
❑NPDES Industrial Stormwater Z404/401 Permit: Proposed Impacts 841 linear feet of stream channel
b.If any of these permits have already been acquired please provide the Project Name, Project/ Permit Number,
issue date and the type of each permit:ONLO-2013-052, Dec 6, 2012, Feb 20,2013 and April 12, 2013;
DA Section 404 Permit, Action ID: SAW-2010-01797
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: httn://vortal.ncdenr.org/web/wq/ws/su/sttattesswpp/rules law
C�s
G Y V tom,
Form SWU-101 Version 06Aug2012 Page I of JUN 0 6 2014
BY:
L

Ill. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/Organization: Commanding Officer. Marine Corps Base Camp Lejeune
Signing Official & Title:Mr. Neal Paul, Deputiy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-2213
Ema il: nea I. paau I@usmc. mil
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing,Address (if applicable):
Phone: ( ) Fax:
3. a. (Optional) Print the name and,title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
T
Other Contact Person/ Organization: Mr. Tiremft!p-� VaWt� la W Gf
Signing Official & Title:Mr. Neal Paul, Deputy Public Works Officer
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Building 1005, Civil Design Branch
City:MCB Camp Lejeune . State:NC Zip:28547
Phone: (910 ) 451-3238 Ext. 3284 Fax: L )
Emafl:[e-mail]
4. Local jurisdiction for building permits: N/A - Federal Property
Point of Contact: Phone #:
JUN 0 G 2014
Form SWU-101 Version 06Aug2012 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Impervious areas of the airfield parking apron will consist of stormwater sheet flow to inlet structures and an
enclosed stormwater system. Treatment will include concrete vault sandfilter BMP structures. Roof runoff
will be treated with a rainwater harvester and level spreader dissipation structure. Area adjacent to the
hangar building will be treated by vegetated 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 River basin.
4. Total Property Area: 30.7 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:30.7 acres
Total project area shall be calculated to exclude the followin the normal pool of impounded structures, the area
bet een the banks of streams and rivers, the area below the Nonual High Water (NHW) line or Memi Higti Water
(MHIM line, and coastal wetlands landward front 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 nay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 60.9
9. How many drainage areas does the project have?8 (For high densihy count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole properhj 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.
ECEIV
JUN 0 0 2014
BY:
Form SWU-101 Version 06Aug2012 Page 3 of 7

P•705 Hangar and Apron Expansion
MCAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
�ts� «�3x
Baselnformation �w�. ? `rt,`.
ainage reap
A' South1 ��
raigage� reap
- .B South�2,`
ralnage rea
1",j"C South3`-
ralnage rea ;
D South4 -.
ainage Area._
E'South5,
w: ralnage, Area
F South6
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
19-17
19-17
Total Draina a Area (so
198501
199411
182655
189805
143680
49119
On -Site Drainage Area (sq
186594
164383
148822
155800
'143680
49119
Off -Site Drainage Area(so
11907
35028
33833
34005
0
0
Proposed Impervious Area (sf)
168965
186009
173488
181065
134882
45991
% Impervious Area (total)
85.1 %
93.3%
95.0%
95.4%
93.9%
93.6%
I' Ni Area',,' _ a ,�- `-'N'A
F ralnage rea
South1 a4
ramage� rea
- m B South2
�e ralnage ea
t:h .C, South3
ralnage rea
.D' South4 ._;
ramage rea
E South5 ' '
:, ramage rea,=
` F South6
On -site Buildings/Lots s
On -site Streets s
4356
436
436
On -site Parking (so
148138
146362
135036
142877
130331
44478
On -site Sidewalks (so
436
Other on -sites
4128
4183
4183
4183
4551
1513
Future (st)
Existing Off -site (so
11907
35028
33833
34005
0
0
Total Impervious Surface Area s =
168965
186009
173488
181065
134882
45991
Note:
This project seeks credit for treatment of 114,773 SF of existing offsite impervious area. Under the Phase 2 permit modification
13,504 SF and 24,074 SF of credit was applied to Drainage Area H and Drainage Area I, respectively. Under this Phase 3
permit modification 74,260 SF of credit is being applied to Drainage Area J. The remaining balance of 2,935 SF of impervious
area can be applied to future development.
6/1312014 Page: 1 0{ a

P-705 Hangar and Apron Expansion
MCAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
h '.
Base InfoYmationx _ �
� rainage reatj;
t� Roo
rai-Drainage
H� East
rainage,,reaz
-.�I No th , P
ralnage-rea4
. , j: Souih7 k,
SUBTOTALS
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
TotalDraina eArea s
60895
47351
136162
284383
1,491,962
On -Site Oraina e Area s
60895
30363
136162
107770
1,183,588
Off -Site Drainage Area (so
16988
176613
308,374
P,roposeddmpervious Area (sq
60895
27880
24074
250873
1,254,122
% Impervious Area (total)
100.0%
58.95T.
17.7%
88.20/0
84.1 %
" x
Im erviousSurface Areax.,,� h
rainage rea
G; Roo r=
ralnage; rea
rainage Areas,
a�
(North �i;:-
, rainage rea ,
J: South?
<
On -site Buildings/Lots s
60895
60,895
On -site Streets s
10890
16,118
On -site Parking (sfl
2178
13906
74260
837,566
On -site Sidewalks (so
436
8640
9,512
Other on -site so
1528
69
Future so
Existin Off -site so
14376
176613
E30!5,762
Total Impervious Surface Area s =
60895
27880
24074
250873
,122
Note:
6/1312014
Page:2 crF a

Basin Information
Drainage Area _
Drainage Area _
Drainage Area
Drainage Area
Receiving Stream Name
Stream Class *
Stream Index Number.
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** s
% Impervious Area** total
Impervious— Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
On -site Streets (so
On -site Parkin (so
On -site Sidewalks (so
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
Total (sf):
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/webfwQps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report ally existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Project consists of
pavement expansion of an existing aircraft parking apron and construction of a maintenance hangar. Offsite
sheet Flow that currently is captured in perimter ditches will be added to the proposed drainage system. See
construction documents for information.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be .subject to more stringent stormwater requirements as per 1511 NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/`forms_docs. 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 httl2://portal.ncdenr.org/web/­wq/ws/suLmaps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdennorg/web/wq/ws/su/statesw/forms does.
s
1. Original and one copy of the stormwater Management Permit Application Form.
C. LrE
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M «<
agreement(s) for each BMP. RELrR
C�fz��A 0
FormSWU-101 Version06Aug2012 Page 4of7 JUN 06 2014
BY:

4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to Ck
http://www.envhelp.org/pages/onestol2express.htmi 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 (Tc
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the (r c
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). L
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: �� C
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated 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: P//J Page No: /v!A A✓ 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 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
JUN 0 G 2014
Form SWU-101 Version 06Aug2012 Page 5 of 7

VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://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.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Christopher E. Carlsten, P.E.
Consulting Firm: TranSystems
Mailing Address:4390 Belle Oaks Drive, Suite 220
City:North Charleston State:SC Zip:29405
Phone: (943 ) 266-9308 Fax: (843 ) 529-9616
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled ont, complete this
section)
1, (print or hjpe none of person listed in Contact Information, itenn 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or hype name of person
listed in Contact bnfornation, item la) with (print or hjpe name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
JUN 0 6 2014
Form SW U-101 Version 06Aug2012 Page 6 of 7

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.
Signatu
a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION I, (print or hype name of person listed in Contact Information, item 1a) N2p 1 I p ou I
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective cov nts will be re rded, a d that the proposed project complies with the requirements of the
applicable stor at r rules unde SA NC C 2H .1000 and any other applicable state stormwater requirements.
Signature: Date: 2
�p�,v u I
I, G a t-�V/y �bli� for toe State 83� ounty of
C'MtiU V v , do hereby certify that `" V VW— VW J I personally appeared
before me this _ day of 0-ko aannd�aQckno / ge the du on of the application for
a stormwater permit. Witness my hand and official seyl' I��
KELLEY VANDECOEVERI
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA.
Form SWU-101 Version 06Aug2012
SEAL
My commission expires '
ECEIVE
JUN 0 6 2014
Page 7 of 7 BY'

MEMORY TRANSMISSION REPORT
TIME :06-18-2014 12:59
FAX NO.1
NAME
i J
FILE NO. 285
DATE 06.18 12:56
TO :n 919104512927
DOCUMENT PAGES 10
START TIME 06.18 12:56
END TIME 06.18 12:59
PAGES SENT 10
STATUS OK
`SUCCESSFUL TX NOTICE—
n4 . of Nor<6 Carolfpa
Deportment of 8nvtronmml ooU Now ral Rwnarcar
W11m InQWu ReQfonnl OMce
ynt MCG'ioy, foam root '/ FAX COVER 6Fl8ET ✓nhn SSMar/n JII. 6ecratary
Co: C�Q'/�% � GE'JE ✓ J e �l1 ` PhOne: [phone]
12'l CW1n n1 Oa'Ive Cztm�alm, WnmingWn, NC 20405 � (9l0)196-72t5 � An !;goal Onponn+�lh A2IfrmMlw Aoilon Hrt�ploym

Pat McCrory, Governor
Date:
To:
Co:
Fax:
Re:
6- 19-/�4
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET John E Avarla III, Secretary
/yEAG ,o!dz�
172c7, Z-
No. Pages (excl. cover): /
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
ol
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
284
06.18 12:48
a 918435299616
10 -
l 06.18 12:52
10
OK
TIME
FAX NO.1
NAME
`SUCCESSFUL TX NOTICE—
Smto of Narth C-ro11-a
neparamrut u! Hnv{m umeot and Naturol Aamurao
wnminIItan rtepinnel om�e
06-18-2014 12:52
PaIM lYoryGovarvor FAX COVER SEI w Job-[i Str+• . /!L 9reretnry
Date: �— - - r— " f� No. P.K. (axcl. co 0:
Pho : l�Ql '1y6-7336
V. 8 _ 9 — i6 Pax: /910) a 9_J .04
12'l CVJlncl l ,—liiele vim.- Wil minp[on. NC 2a49] - (9 i9) J9.-721 S - M B9nal O�..W Atrl. me.lve An — lvnPloyer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarla III, Secretary
Date:
To:
Co:
Fax:
Re:
G�/ : 5 Ca � L s rE.✓
'�Ai'ISZ(S'TEm S
'
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 a [phone] • An Equal Opportunity Affirmative Action Employer

.SEE-.
Yste in s
June 16, 2014
North Carolina Department of Environment and Natural Resources
ATTN: Christine Nelson, Environmental Engineer
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Express Permit Review - Request for Additional Information
Stormwater Permit No. SW130106
P-705 Hangar and Apron
Onlsow County
Dear Ms. Nelson,
TranSystems
101 West Main Street
Suite 900
Norfolk, VA 23510
Tel [phone]
Fax [phone]
www.transystems.com
In response to your request for additional information dated June 13, 2014, we provide the following data:
2 copies — Drainage Area Summary Table
2 copies — Stormwater Narrative
2 copies — Buoyancy Calculations for Sand Filters
The Drainage Area Summary Table and narrative have been updated to correctly indicate the previously approved
areas associated with Drainage Area D. The drainage areas associated with the sand filter design for area D has not
changed since the prior approval of the project.
The buoyancy calculations include copies of the calculations previously submitted for this permit and an updated
summary that includes sand filter F. As indicated by these calculations, the sand filters have enough weight to offset
the buoyancy pressure under the assumptions that the fillers are empty of all water and sand.
Should you require any additional information, please advise.
Sincerely, 4z4L-
Robert M. Silver, P.E.
Project Manager
Cc: Thomas Bradshaw, MCB Camp Lejeune PWD
Dan Whaley, Mortenson Construction
ECEIVE
JUN 17 2014
By'

New River Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
Stormwater Narrative
(Phase 3 Modification)
Project Description:
The project includes construction of a 61,000 square foot aircraft hangar with associated offices and an aircraft apron
capable of parking 16 CH-53 combat helicopters. The proposed construction activity will require the removal of
approximately 35,000 square feet (sn of existing asphalt pavement and a 6,000 sf one story metal building.
Approximately 305,762 sf of existing offsite built upon area (BUA) within the drainage areas will remain. Included is
291,386 sf of existing parking apron area adjacent to the site. Stormwater volumes generated from the existing
apron currently flow into open channel systems which outfall into the intermittent streams on the north and south
sides of the project area. The proposed design will incorporate these existing apron areas into the storm drainage
collection systems and 114,773 SF will be treated in the proposed sand filter system.
A Low Density Permit (SW8 130104) was obtained on January 25, 2013 for 110,625 square feet (2.54 acres) of built
upon area (BUA), which includes 75,362 square feet of proposed BUA and 35,263 square feet of existing BUA. The
area permitted under the first phase of the project generally includes the hangar building foundation, perimeter
access drives, and a sidewalk. A High Density Permit modification was approved on May 10, 2013 for Phase 2 of the
projectwhich added impervious area for a 690,025 square feet airfield parking apron, a 60,895 square feet roof area
for the hangar, and access drives and sidewalks associated with the hangar building. Runoff from the additional
impervious areas was treated by BMPs. Specified BMP's are sand filters for the airfield apron and a rainwater
harvester (RWH) for roof runoff. Stormwater flow in excess of the treated volume will be diverted through off line
bypass structures at each sand filter. The rainwater harvester includes a continuous deflective separation (CDS)
device upstream of the RWH tanks designed to remove sediment and floatables. Excess roof run-off for the RWH
treatment system is diverted to a level spreader prior to discharge to the receiving stream. The current permit
modification is for Phase 3 which includes additional aircraft parking apron, additional sand filter for treatment of
runoff and installation of a box culvert to replace a portion of the existing stream channel on the southern end of the
project site.
This narrative is presented to address each of the drainage basins within the limits of this project. Seven (7) of the
basins are associated with the apron expansion of which 5 areas are treated by sand filter BMPs, , one (1) basin is
roof run-off and is treated by the rainwater harvesting system (RWH), one (1) basin consists of minimal added
impervious area located between the existing and proposed hangar, and the remaining basin encompasses the
areas to the northwest of the proposed hangar which includes the sidewalk and pedestrian bridge providing access to
the proposed parking garage on Canal Street. The project boundary includes four (4) bypass basins comprising
126,000 sf which are depicted on the Drainage Area Map (C005) for information only.
The site is bordered by a classified intermittent stream on both the north and south boundaries of the site.Significant
efforts were included in the design to eliminate impervious areas within the 50' buffer area for the northern stream. A
modification of the 401/404 permit for the New River MCAS (Action ID SAW-2010-01797) has been obtained for the
proposed box culvert to replace the stream on the southern end of the project site to allow expansion of the aircraft
parking apron. Both receiving streams ouffall into Southwest Creek in the White Oak River Basin, with a stream
class C.
jUN 17 2014
By:__-------.
New f6ver WAS P705 Hangar and Apron Expansion i I P a g e
Stonnwater Narrative
June 13, 2014

Existing Site Conditions
The site is located in an undeveloped area directly southwest of the existing hangar AS4108 and south of an overflow
parking area. The site is bordered by a large drainage canal to the north and south, and a building to the southwest
along Perimeter Street. Further to the southeast is the CALA apron. The site conditions are predominately wooded
(recently clear cut) and turf areas adjacent to the existing aprons. The overall site gradually slopes from the north to
the south with a grade change on the order of 23 to 17 feet.
The south side of the project has an 11-foot deep canal of variable width from 50 to 60 feet. The channel caotures
stormwater from an 8'xl3' corrugated metal arch pipe on the northeast and drains to the south through four (4) 60"
pipe culverts under Perimeter Street. The canal is the main drainage route for the MCAS runway, taxiways, and
parking aprons. On north side of the site, a large ditch runs parallel to the existing apron to a 60" culvert under the
access drive to the proposed site from White Street. Stormwater is captured via overland sheet flow from the
adjacent apron to the heavily over grown ditch. Upon routing through the culvert, the stormwater is then channeled
through a 12-15 feet deep, 50-80 feet wide canal that flows to the north and then to the south to a 96" culvert under
Perimeter Street. All areas eventually drain to tributaries of Southwest Creek, to New River, and eventually to the
Atlantic Ocean.
Stormwater Drainage Approach
The project construction activities affect 14 drainage basins as shown in the attached Drainage Area Map (C005).
The basins are described herein by the proposed treatment BMP's and associated outfall.
Airfield Parking Apron — Drainage Areas A-F
BMP Treatment = Sand Filters
The proposed airfield parking apron has been divided in six (6) basins, and is generally bounded by the existing
apron to the east and south, , Perimeter Street to the west and the proposed hangar building to the north. Proposed
grading of the site will generally follow existing topography with approximately 2-4 feet of cut and fill to even the
grade. The overall site slopes from north to south on the order of 0.6%.
Stormwater flows in the airfield apron area are captured by airfield drop inlet structures with single or double aircraft
rated grates capable of draining up to one (1) acre of impervious area. Basin limits are based on the less than 5 acre
maximum allowable treatment area for an individual sand filter BMP. Basis of design of the sand filter BMP is
calculated in accordance to the NCDENR Stormwater BMP Manual, Section 11, and provides the required
sedimentation and filtration chamber sizing in accordance to the calculated water quality volumes for a 1.5 inch
rainfall event. Peak runoff calculations were performed with the rational method, and inlet and outlet structures were
sized using Hydraflow Storm Sewer software.
Rainfall in excess of the 1.5 inch storm event is diverted through an external "off-line" bypass structure upstream of
the sand filter. The excess flow is diverted to the main outfall trunk line pipe system. In addition to the offline
structure, the sand filter design incorporates an internal weir structure to allow excess stormwater to flow directly into
the outfall chamber, thereby minimizing agitation of the filtration media or damage to the structure. The outfall of
each sand filter and the bypass systems are captured in large diameter pipes and channeled to a discharge point on
the south side of the site. The high flow rates, presence of an intermittent stream, site topography and overall site
restnctions limit the use of level spreaders to diffuse flow velocities. Additional detail is provided below, but the
y proposed outfall velocity treatment includes riprap outlet protection to prevent scour at the outlet of both culvert
-systems prior to discharge, to the canal.
The following table identifies each drainage basin and the proposed sand filter structure. Included are specifics of
the proposed parking apron, sand filters, and offsite impervious areas channeled through the proposed system.
New War WAS P705 Hangar and Apron Expansion 2 1 P a g e
Stormwaler Narrative
June 13, 2014

Table 1
<Drainage'Area
(Southl
'.A -
JB Sodth2 Z.
C' SouthV I
D S6uth4'+IE
South5',
F South6
Total Drain 3qeArea (so
198501
199411
182655
189805
149680
49119
On -Site Drainage Areas .
186594
164383
148822
155800
143680
49119
Off -Site Drainage Area fso
11907
35028
33833
34005
0
0
Proposed Imrvious Areas
168965
186009
173488
181065
134882
45991
% Impervious Area total
85.1%
93.3%
95.0%
95.4%
93.9%
93.6%
Im emous Surface Are a,Detailill .'�_,�.,,
On -site Streets -Hangar Perimeter (so
4356
436
436
On -site Apron Parkin Area (so
148138
146362
135036
142877
130331
44478
On -site Sidewalks; s L
436
Other on -site- Sand filter Area tsp
4128
4183
4183
4183
4551
1513
Off -Site Adjacent Parkin ArealExistin BUA (so
11907
35028
33833
34005
0
0
i,"a .4 >.J aPo-:NS.+'" �,..�r.. .�=."
%Sand'filter'Desi n!ID;.ezcrv'3all thickness "`'
Inside Dimension L x W fo
166' x 22'
166' x 22'
166' x 22"
166' x 22"
163' x 25'
62' x 22'
Sedimentation Chamber #1 Internal Width ft
6.5
6.5
6.5
6.5
8.0
6.5
Sedimentation Chamber 92Internal Width ft
6.5
6.5
6.5
6.5
8.0
6.5
Filtration Chamber Internal Width ft
90
9D
9.0
9.0
9.0
9.0
Maximum Depth/ Intemal Wall Height ft
8.25
9.85
9.11
9.51
7.30
6.95
Design Head ft
- 4.4
5.0
4.7
4.9
3.6
3.3
Filtration Sand Height ft
1.5
1.5
1.5
1.5
1.5
1.5
Head/Overflow Weir Elevation ft
18.80
17.75
17.45
16.24
15.25
14.15
Drainage Areas A-D
Drainage Areas A through D generally consist of 4.5 acre treatment areas associated with the proposed apron
expansion and include some off -site drainage from the adjacent apron and pervious areas in the immediate proximity
of the sand filter. The exception is Area A, which also includes the impervious area for the wash rack and the access
drive and sidewalks on the west side of the proposed hangar building.
The proposed BMP design for Drainage Areas A-D is a closed sand filter with two 6'-6" sedimentation chambers, and
one 9'-0" filtration chamber utilizing two 6" diameter perforated PVC pipes to channel the infiltrated water to the ouffall
chamber. The internal length of each structure is 166'-0" and will be constructed with an overall slope of 0.5%. The
outfall chamber is located on the down slope end of the sand filter with an internal dimension of 4'-O"x9'-0". The
outfall chamber also serves as an internal bypass structure allowing for a storm event in excess 1.5 inch storm to
flow over a 9'-0" weir length set at an elevation equal to the head elevation. Design head height is based on
maintaining a hydraulic grade line within the proposed enclosed drainage system 1-foot below the slormwater inlet
rim elevations. Controlling factors in the design were to maintain a longitudinal slope and location to maximize the
capture of surface water from the apron. Also, a maximum chamber width of 9'-0" was required based on
manufacturing limitations of the steel grate tops.
The seasonal high water table (SHWT) in the vicinity of the sand filters is approximately 4' below existing grades.
Due to the size of the treatment area and the site boundary restrictions it was not feasible to provide a sand filter
design that would provide a bottom elevation 1-foot higher than the SHWT elevation. As a result the enclosed sand
filters incorporated considerations for buoyancy and water tightness. The buoyancy calculations are provided in the
appendix.
The proposed stormwater design incorporates a 5'-0" x 6-0" bypass structure. Flow in excess of the 1.5 inch rain
event is diverted away from the sand filter with connection to the system outfall trunk linear prC
e V lG
1UN 17 2014
New Pober biCAS P705 Hangar and Apron Expansion - a g e
Slcrmwafer NaraEve
June 13, 2014

Drainage Area E
Drainage Area E is in the southern portion of the apron area and does not receive runoff from off -site areas. The
BMP treatment is similar to Areas A-D except less treatment area and lower elevations require a reduced head
height. As a result the overall length was reduced and the sedimentation chambers were increased to 8'-0". The
filtration chamber width, outall chamber dimensions, and other design elements remained consistent. The overall
design head is 3.6 feet.
Similar to the sand filters to Drainage Areas A-D, the clearance to the SHWT was unable to be achieved and
buoyancy and "water tightness" were considered in the design. A 5-0" x 64" bypass structure is also incorporated
into the stormwater design.
Drainage Area F
Drainage Area F is in the southwestern portion of the parking apron and is comprised solely of runoff from on -site
parking apron with a small pervious area between the pavement and the sand flier. The BMP treatment is similar to
the other apron areas except that the drainage area is smaller (1.1 acres) and lower ground elevations require a
reduced head height. The overall length was reduced significantly due to the reduction in contributing drainage area.
The width of the sedimentation chambers, filtration chamber width and other design elements are consistent with the
filters for areas A-D. The overall design head is 3.3 feet.
Similar to the other areas, the clearance to SHWT was unable to be achieved and buoyancy and "water tightness"
were considered in the design. A 5-0" x 6'-0' bypass structure is also incorporated into the design of the stormwater
system.
Outfall Discharge — Drainage Areas A-F
The proposed design includes collection of the stormwater from the sand filters and associated bypass structures to
a single trunk line with a discharge point to the existing canal located at the south side of the project. The
accumulated flow rate for the 2-Yr and 10-Yr storms at the point of ouffall from the 72" pipe is 137 and 178 cfs,
respectively. In accordance to NCDENR Stormwater BMP Manual, the maximum length level spreader in coastal
counties is 100 linear feet and the maximum allowable flow that can be treated is 10 cfs, or approximately 6% of the
10-yr flowrate. All excess flows would need to be diverted to a flow splitter device and channeled to the adjacent
stream. Alternatives were evaluated. It was determined that multiple level spreaders were not feasible based on site
restrictions due to topography and geometry, and would require significant land disturbance activities within close
proximity of a classified intermittent stream. The concept for the Phase 2 permit modification was to terminate the
enclosed system upstream of the receiving water body and construct a 200 linear foot trapezoidal channel with a 12'
base width to diffuse the flow. A 0.0% longitudinal slope reduces velocity to non -erosive conditions prior to
discharging to the intermittent stream. In addition, the ouffall would include riprap outlet protection at the terminus of
the pipe. The Phase 3 modification extends the trunk line system further south reducing the available length for a flat
channel at the pipe outlet. In addition, the inclusion of a box culvert to replace the portion of the intermittent stream
under the proposed apron expansion impacts the outlet area. It is now recommended that dprap lined outlet
channels be provided for each of the systems from their terminus to the downstream junction of the two channels and
slightly beyond to protect against scour and aid in reducing the velocity in the receiving channel. Calculation results
for the combined outflow from the project at the terminus of construction are as follows:
Table 2
3Desi`n'Storm
FlowRate ".Q cfs ;`..NoimalDe"th
ft ��
'.Veloc '`=1V `"s T
2-Ye5r
. 600
6.6
3.1
-._ 10-Year
1 813
7.4
3.4
New Power MCAS P705 Hangar and An= Expansion 4 1 P a g e
Slo"waler Narrah've
June 13, 2014

Hangar Roof Top — Drainage Area G
BMP Treatment — Rainwater Harvester & Level Spreader
Stormwater captured on the 61,000 square foot hangar roof top area will be treated by a rainwater harvester (RWH)
to be used as wash water for the helicopter fleet. The design incorporates a connection to 23 downspouts along the
perimeter of the hangar and collection to an enclosed drainage system. The captured rainwater discharges through
a pretreatment continuous deflective separation (CDS) device to remove sediment and floatable trash before entering
the RWH tanks. The proposed RWH is a proprietary system consisting of four -122 linear feet 6-foot diameter spiral
ribbed polyethylene pipes (SRPE) capable of providing 100,000 gallons of storage.
The tank size and demand for the system was provided by the government and is based on washing 16 aircraft per
week at 1,200 gallons per aircraft. The tank was sized to hold 5 weeks of rainwater if a significant rain event did not
occur. Required volume calculations indicate that the proposed roof area and 1.5 inch rain event will yield 68,282
gallons, therefore the 100,000 gallon tank will operate at 68%capacity. Procedures were followed in accordance to
NCDENR-DWQ Technical Guidance: Stormwater Treatment Credit for Rainwater Harvesting Systems, Sept. 22,
2008 and the Rainwater Harvesting Model software developed by North Carolina State University. Results were
indicative that the proposed RWH system will operate efficiently and cost effectively. Calculation results are included
in the appendix.
Excess flows from the RWH are diverted at the CDS through an 18" pipe. Calculated flow diverted at the CDS unit
for a 10 year storm equals 11.6 cfs, assuming the RWH tanks are at capacity and all flow is bypassed. Diffusion of
the excess flow prior to the receiving water body is provided by a 100 linear foot level spreader designed in
accordance with the NCDENR Stormwater BMP Manual, Section 8, Level Spreader — Vegetative Filter Strip System.
The criteria for sizing the level spreader falls under the SW Rule for coastal counties allowing for 10-feet per cfs of
flow, therefore the maximum Q treated by the level spreader is 10cfs. The proposed structure is perpendicular to the
outlet pipe and parallels the receiving body stream bank at an 18-foot elevation. Included is a 9.5 foot wide "blind"
swale area, a 2.5 foot concrete curb as the level spreader, 3-feet of #57 stone, and a 30-foot width engineered filter
strip. -
Flow in excess of the allowable 10 cfs for the level spreader is diverted through an upstream flow splitter and
channeled to the receiving canal via a v-ditch with 3:1 side slopes and a longitudinal slope of 0.9%. The weir
elevation was set using hydraulic grade line at the bypass structure for a 10 cfs flow. Weir depth and clearance to
the top of box was checked with a 25-year storm and verified a 4" depth over the weir is accommodated with the
proposed bypass structure design.
Area between Hangars — Drainage Area H
BMP Treatment — Credit
The drainage area located between the new and existing hangar will require the filling of an existing ditch that
currently captures overland sheet flow from the adjacent hangar and apron. The ditch also includes a point
discharge from a single 26" CMP outlet pipe from an enclosed system for the adjacent hangar and parking area.
Survey has shown a 15" CMP pipe into the ditch, but field review has shown that the pipe is abandoned. The ditch
system drains to a 60" culvert under the access drive to the canal network located north of the site. Proposed
stormwater improvements allow for sheet flow from the existing impervious areas that will remain and the new
impervious areas associated with the access drive to the apron and hangar perimeter sidewalks. The design
incorporates a shallow depression to an inlet located at the existing 26" CMP. The overall system is sized to channel
flow from the 26" CMP to the 60" culvert. In addition, the overflow for the fire suppression storage tank is routed to
the 60" culvert, but is not considered stormwater system and will not require treatment.
New over MCAS P705 Hangar and Apron Expansion
Stonnwater Narrative
June 13, 2014
5IPage.

Our request is to not provide an additional BMP for the added 13,504 SF impervious, but rather utilize a portion of the
114,773 sf of existing impervious that is proposed to be treated by the sand filter system. This would leave a net
credit of 101,269 sf of treated, existing off -site BUA.
Area North of Hangar— Drainage Area I
BMP Treatment — Credit
The drainage area located on the west side of the hangar encompasses the parking area, outside mechanical
buildings, sidewalks, and the pedestrian bridge. The proposed design includes stormwater sheet flow from the
northwest face of the hangar across the parking area and captured along the curb and directed to concrete flumes.
The finished grades of the pedestrian bridge will direct the surface waters to the east and the access walk between
the pedestrian bridge and the hangar is sloped to the west and southwest, thereby providing a Now direction towards
the center of the basin. The overall stormwater approach is to minimize channelization and allow for overland sheet
flow towards the east to the bank of the canal. The area will be grassed, and the proposed grades are uniform with
slopes less than 1 %.
Our request is to eliminate the need for an additional BMP for the basin on the basis of using a credit for the existing
apron that is treated with Sand Filters A-D. As documented above, the total existing apron within watershed
boundary for the sand filters combined is 114,773 sf. The total BUA for this drainage basin is 24,074 sf. The net
credit, after applying both Drainage Areas H and I would be 77,195 sf.
Southern End of Apron — Drainage Area J
BMP Treatment — Credit
An existing large culvert discharges into the intermittent stream along the southern boundary of the project site. This
culvert collects runoff from a significant portion of the airfield area east of the project site. To maximize the
expansion of the aircraft parking apron under this project requires filling a portion of the intermittent stream to
establish grades which are suitable for the parking apron. The impact to the stream channel has been incorporated
by modification to the existing 401/404 permit for New River MCAS (Action ID: SAW-2010-01797) and the required
compensatory mitigation has been secured from the Bachelors Delight Mitigation Bank. Phase 3 of this project
includes the installation of a box culvert to convey the runoff carried by the existing culvert to a new discharge point
located at the southwestern corner of the project site. Runoff from a portion of the expanded parking apron will be
collected and directed to an additional sand filter treatment system in Drainage Area F. Runoff from the remainder of
the expanded parking apron will be captured with surface inlets and piped to connections with the hew box culvert.
Our request is to eliminate the need for an additional BMP for this drainage basin on the basis of using the available
credit for the existing apron that is treated with Sand Filters A-D. In addition, the large volume of off -site area (143+
acres) contributing to the flow in the box culvert system exceeds the maximum allowable area for sand filter
treatment. As documented above the total existing apron within watershed boundary for the sand filters combined is
114,43 sf. After applying this credit towards the additional BUA within Drainage Areas H and I, a net credit of
77,195 sf remains available for application to this drainage area. The total on -site BUA within this drainage area is
74, 260 sf which would leave a remaining credit of 2,935 sf for future development in the area.
r, ;r
New .tiver AICAS P705 Hangar and Apron Expansion
Stomwater Narrative
June 13, 2014
6.I P.a_9.e

Soil Conditions
Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
fillers locations on August 30, 2012, The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of "Fill' material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern corner of the existing hangar. The topsoil
and fill material thicknesses are expected to vary at other locations throughout the site. Underlying the topsoil and fill
materials and extending to the SPT boring termination depths of 15, 60 and 85 feet below the existing site grades,
the natural subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of
Silt and Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per foot (BPF) indicating
a very loose to very dense relative density. Deposits of very soft to very stiff CLAY (CL) and medium stiff to stiff. SILT
(ML) were encountered within this stratum at varying depths between 0 to 23 feet below the existing site grade at
boring B10 through B-12, B-15, B-16, P-19, P-21, P-23 through P-25, P-27 through P-29, P-41, PA4, P-52, P-53, P-
56 and P-60.
The groundwater level recorded at the boring locations is based on wetness of the recovered soil samples during the
drilling operations. For the apron and hangar borings, the initial groundwater table was measured to occur at depths
ranging from 6 to 14.5 feet below the existing site grades (elevations from about 9.5 to 10.5 MSL) at the boring
locations. The initial groundwater table was measured to occur at depths ranging from about 9.0 to 13.0 feet below
the existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6locations. The variation in
groundwater depths are anticipated to have been contributed by the variations in existing site grade elevations and
the associated distance between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 locations were visually classified to identify color changes to
aid in indicating the normal estimated Seasonal High Water Table (SHWT). It is noted that soil morphology may not
be a reliable indicator of the SHWT. However, color distinctions (from orangish brown and tan to light gray and
orangish brown, tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
Existing New River Permits
The contract for the project is in conjunction with construction of the 460,000 square foot combat aircraft loading area
(CALA) and the Perimeter Street parking garage located northwest of the site. Stormwater Management and Erosion
and Sedimentation Control permits have been approved for the CALA and parking garage projects and noted below.
CALA -
• Stormwater Management Permit No. SW8 080945, November 6, 2008 and modified on November 17, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-040
Perimeter Street Parking Garage -
• Stormwater Management Permit No. SW8 111108, November 18, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-057
New Poser MCAS P705 Hangar and Apron Expansion
Stannwafer Narrafive
June 13, 2014
71Page

SUMMARY OF CHANGES
At the request of the Naval Facilities Engineering Command (NAVFAC) the aircraft parking apron for the referenced
project will be expanded to accommodate additional aircraft. The expansion of the apron will be toward the south
with the pavement ending at a point 50 feet distant from the northern edge of the existing Combat Arms Loading Area
(CALA) apron. This expansion will result in the following changes affecting the stormwater permit for this project:
1. The existing intermittent stream along the southern portion of the site will need to be filled to support the
expanded apron. A DA Section 404 permit has been obtained from the U.S. Army Corps of Engineers and
401 Certification has been obtained from NCDENR for the loss of this stream channel' Refer to USACOE
Action ID 8AW-2010-01797 for related permitting and compensatory mitigation in backup data Provided with
this stormwater permit modification.
2. The drainage conveyed by the existing stream will be redirected through a new 8'x 8' box culvert to be
constructed as part of this project. The culvert will be routed to avoid placement beneath the -.aircraft parking
apron to the maximum extent practical and will discharge into the existing stream channel at the Southern
corner of the project site. The drainage area contributing to this box culvert includes DA-J which includes
new impervious area. Since the runoff conveyed by the box culvert will not be treated prior to release from
the project site, the new impervious area is proposed to be offset against the prior established credit for
treatment of existing, off -site impervious surfaces within drainage areas A through D.
3. Drainage Area E and the associated sand filter treatment of this area was previously approved by a prior
modification of this stormwater permit (SW8-130104). However, the expansion of the apron area would
have generated additional impervious surface area within this watershed thereby resulting in a need to
enlarge the sand filter. Since construction of sand filter E was already in progress, it was determined that a
portion of the drainage area could be redirected to the expanded apron drainage systems thereby
eliminating any conflict with the prior design. The end result is the elimination of the existing, off -site
impervious area and a slight reduction in the new impervious area within Drainage Area E.
4. Drainage Area F has been added which includes new impervious surface and an additional sand filter for
treatment of this runoff. This drainage area includes only new pavement for the expanded apron which will
be collected by the storm drainage system within the apron area and directed into sand filter F. The sand
filter location is offset from the drainage area it serves due to the desire to avoid constructing the sand filter
within the confines of the existing stream and associated buffer which simplifies scheduling of the
construction activities. Sand filter F follows the same design principles as the previously approved systems
for areas A-E but is significantly smaller due to the size of the contributing area.
5. All of the sand filters discharge into a combined trunk system which conveys the treated runoff and any
bypass flow to the existing stream at the southern corner of the project site. With the addition of sand filter
F, the trunk line system has been modified to accommodate the discharge from this new sand filler and to
extend the piping to a common outlet area with the new box culvert system. The outlet area for both
systems will be protected with rip rap material to prevent scour and avoid undermining the end treatment of
the systems.
New Rrrer MCAS P705 Hangar and Apron Expansion 8'1 P a J e
Sfornwafer Nana6ve
June 13, 2014

P705 Hangar and Apron
Bouyancy Calculations for Sand Filters
SF -A
SF-B
SF-C
SF-D
SF-E
SF-F
Specific Gravity of Water =
62.4
62.4
62.4
62.4
62.4
62.4
pcf
Depth below SHWT =
5.0
7.1
6.4
6.8
4.1
4.0
ft
Bouyancy Pressure =
312
443
397
422
253
246
psf
Counterbalance:
Footing Thickness =
1.0
1.5
1.5
1.5
1.0
1.0
ft
Concrete unit weight =
150
150
150
150
150
150
pcf
Weight of Footing =
150
225
225
225
150
150
psf
Weight of grating =
15
15
15
15
15
15
psf
Height of walls (min.) =
8
9.6
8.86
9.26
7.05
6.95
it
Number of walls =
4
4
4
4
4
4
ea.
Width of walls =
8
9
9
9
8
8
in.
Width of filter =
26.67
30
30
30
29.67
26.67
it
Weight of walls/ft width =
123
147
136
142
98
107
psf
Footing width beyond wall =
1
2.5
2.5
2.5
1
1
It
Width of earth load @ SHWT =
2.4
4.5
4.3
4.5
2.2
2.1
It
Width of earth load @ top =
3.3
5.3
5.1
5.2
3.0
3.0
it
Wt of soil above SHWT =
115
115
115
115
115
115
pcf
Wt of soil below SHWT =
70
70
70
70
70
70
pcf
Weight of Soil load on ftg =
111
186
168
178
83
91
psf
Sum of weights =
398
573
543
559
346
363
psf
Bouyancy Pressure =
312
443
397
422
253
246
psf
F.S. =
1.28
1.29
1.37
1.33
1.37
1.47

Made By: Date: Job No:
Checked By: Date: Sheet No.
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i

P-705 Hangar and Apron Expansion
MICAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
sip �)r_ 5r- SC_ SF 5r
EaseJhoffio i
_.�-.u,rAai(nsa6guet'hA1F)
ali :aOguet'h Area-
;Tr&ai(nSaoguethA3rea
)i
vprainSa6gei,A�rea
,UrEai(nSaoge A
5rea,,
ZurFainSaoguethA6rea: �
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
19-17
19-17
Total Drainage Areas
198501
199411
182655
189805
143680
49119
On- A
Areas
2K�
186594
164383
148822
155800
143680
49119
Off -Site n2g2e T 1)
�10
11907
35028
1 33833
34005
0
1 0
Proposed Impervious Area (so
168965
186009
173488
181065
134882
45991
% Impervious Area (total)
85.1%
93.3%
95.0%
95.4%
93.9%
93.6%
7, �
Jr -S I'V
1v ,
Tt
m ervo
b � 'I 6s:S�&acefAr'eb-*,",'.
�O rainage,Area,,z
A:(Southl)'
��,,Ura inage.Area.
�"'_'B!(S6uth2)!,-
..,,-,Urainage Area
V C (S66th3)
rainage Area. -
DiS66th4_�-'�:
771TT05ge7rea.7
&(South5)
- rura[nage-Area -
Fl§outh6
.....
On -site Buildings/Lots (so
On -site Streets (so
4356
436
436
On -site Parking (so
148138
146362
135036
142877
130331
44478
On -site Sidewalks (so
436
Other on -site (so
4128
4183 -
4183
4183
4551
1513
Future (sf)
Existing Off -site (so
11907
35028
33833
34005
0
0
— Total Impervious Surface Area (sq=
168965
186009
173488
181065
134f
45991
Note:
Me
C=
:rr
This project seeks credit for treatment of 114,773 SF of existing offsite impervious area. Under the Phase 2 permit modification
13,504 SF and 24,074 SF of credit was applied to Drainage Area H and Drainage Area 1, respectively. Under this Phase 3
permit modification 74,260 SF of credit is being applied to Drainage Area J. The remaining balance of 2,935 SF of impervious
area can be applied to future development.
611312014 Page: 1

p-705 Hangar and Apron Expansion
WAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
a!'VP� �
? ;
rainage reaul,
rama e° rea
�. •
z rwna a re_a
v r vim»
rasa e rea
-„F _ .
;F r
Base tam ins
Gv Roo g _.
H East
_L��
I No th
'">=_( l:''
(? 1
�5. *J South?
SUBTOTALS,'
Receivmg,Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
Stream Index Number
197
19-17
19-17
19-17
Total Drainage Area (so
60895
47351
136162
284383
1,491;962
On-Site,Draina a Areas
60895
3 3363
136162
107770
1,183,588
Off:,Site,Draina e Area sf)
16988
176613
308,374
ProposedlmperviousAreas
60895
2 8880
24074
250873
1,254,122
% Impervious Area (total)
IOU%
58.90/.
17.7%
88.2%
84.1 %
z
ra page rea,,
ramage< rea"
ra-nageF rea
ramage rea :
"
Im ewousSurfaceArea� .mW
G' Roo ;Y
r n1
H,E'st
n 1(North)
;J:South7'- ..
iyfi }
On -site Buildings/Lots s
60895
60,895
On -site Streets s
10890
16,118
On -site Parkin so
2178
13906
74260
837,566
On -site Sidewalks so
436
8640
9,512
Other on -sites
1528
24,269
Futures
0
Existin Off -sites
14376
176613
305,762
Total Impervious Surface Area (so =1
60895
27880
24074
250873
1.254,122
rv�ro. - I�t3p� - � 76613
135�y r ayoiy + �qac,13
tt`I,�73 -lit s3� : a/q35 � �„��ra dn4.e�-4ed
6/1312014 Page: 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Friday, June 13, 2014 3:10 PM
To:
'[e-mail]; [e-mail]; [e-mail];
[e-mail]
Cc:
Jason. Walton @mortenson.comI [e-mail]; Weaver, Cameron
Subject:
RE: P705 Hangar and Apron, MCAS New River - Permit SW8-130104
Attachments:
2014 06 addinfo 130104.pdf
Gentlemen,
Attached is the request for additional information for this project. In an effort to save paper and postage, I wasn't
planning on sending a copy out unless you'd like a signed copy on letterhead. Please let me know if you have any
questions!
Christine
** Please note the new direct phone number **
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-796-7215 / Fax: [phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: [e-mail] [mailto:[e-mail]]
Sent: Monday, June 09, 2014 12:59 PM
To: Nelson, Christine; Hall, Rhonda; Weaver, Cameron
Cc: [e-mail]; [e-mail]; [e-mail]
Subject: P705 Hangar and Apron, MCAS New River - Permit SW8-130104
Christine:
The following is a summary of the proposed changes to the referenced project which will be implemented upon approval of the permit
modification submitted at the meeting on June 5rh.
SUMMARY OF CHANGES
At the request of the Naval Facilities Engineering Command (NAVFAC) the aircraft parking apron for the referenced project will be
expanded to accommodate additional aircraft. The expansion of the apron will be toward the south with the pavement ending at a point
50 feet distant from the northern edge of the existing Combat Arms Loading Area (GALA) apron. This expansion will result in the
following changes affecting the stormwater permit for this project:
1. The existing intermittent stream along the southern portion of the site will need to be filled to support the expanded apron. A
CA Section 404 permit has been obtained from the U.S. Army Corps of Engineers and 401 Certification has been obtained
from NCDENR for the loss of this stream channel. Refer to USACOE Action ID SAW-2010-01797 for related permitting and
compensatory mitigation in backup data provided with this stormwater permit modification.
2. The drainage conveyed by the existing stream will be redirected through a new 8'x 8' box culvert to be constructed as part of
this project. The culvert will be routed to avoid placement beneath the aircraft parking apron to the maximum extent practical
and will discharge into the existing stream channel at the southern comer of the project site. The drainage area contributing to
this box culvert includes DA-J which includes new impervious area. Since the runoff conveyed by the box culvert will not be

i�
r treated prior to release from the project site, the new impervious area is proposed to be offset against the prior established
credit for treatment of existing, off -site impervious surfaces within drainage areas A through D.
3. Drainage Area E and the associated sand filter treatment of this area was previously approved by a prior modification of this
stormwater permit (SW8-130104). However, the expansion of the apron area would have generated additional impervious
surface area within this watershed thereby resulting in a need to enlarge the sand filter. Since construction of sand filter E
was already in progress, it was determined that a portion of the drainage area could be redirected to the expanded apron
drainage systems thereby eliminating any conflict with the prior design. The end result is the elimination of the existing, off -
site impervious area and a slight reduction in the new impervious area within Drainage Area E.
Drainage Area F has been added which includes new impervious surface and an additional sand filter for treatment of this
runoff. This drainage area includes only new pavement for the expanded apron which will be collected by the storm drainage
system within the apron area and directed into sand filter F. The sand filter location is offset from the drainage area it serves
due to the desire to avoid constructing the sand filter within the confines of the existing stream and associated buffer which
simplifies scheduling of the construction activities. Sand filter F follows the same design principles as the previously approved
systems for areas A-E but is significantly smaller due to the size of the contributing area.
5. All of the sand filters discharge into a combined trunk system which conveys the treated runoff and any bypass flow to the
existing stream at the southern corner of the project site. With the addition of sand filter F, the trunk line system has been
modified to accommodate the discharge from this new sand filter and to extend the piping to a common outlet area with the
new box culvert system. The outlet area for both systems will be protected with rip rap material to prevent scour and avoid
undermining the end treatment of the systems.
Should you have any questions on this matter, or need additional information, please feel free to contact this office.
Bob M. Silver PE
Senior Civil Engineer
`4'Tran
Winner of ACEC's 2014 Grand Conceptor Award
TranSystenns
World Trade Center
101 West Main Street, Ste. 900
Norfolk, VA 23510
Main: 757-627-1 1 12
Direct: 757-963-8933
Fax: [phone]
Cell: 757-416-8070
www.transystems.com
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential
information. This information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged
to protect this information as appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended
recipient, you are hereby notified that any dissemination, distribution or reproduction, copy, or storage of this communication is
strictly prohibited. Thank you.

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
June 13, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy
1005 Michael Road
Camp Lejeune, NC
Public Works Officer
28542
Subject: Request for Additional Information
Stormwater Project No. SW8 130106
P-705 Hanger and Apron
Onslow County
Dear Mr. Paul:
John E. Skvada, III
Secretary
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for the P-70 Hanger and Apron on June 6, 2014. A preliminary review of that information
has determined that the application is not complete. The following information is needed to continue
the stormwater review:
The updated drainage area summary appears to indicate that drainage area D is also changing
from the previously approved condition as summarized below:
Sand Filter D
Approved
May 10, 2013
Submitted
June 6, 2014
Total Drainage Area
189,805
189,756
On -site
155,800
155,751
Off -site
34,005
34,005
Total Impervious Area
181,065
180,799
Please confirm whether or not Drainage Area D is in fact changing from the previously approved
condition. If it is changing, please provide an updated supplement and supporting calculations
similarly to those provided for Drainage Area E.
2. It appears that the sand filters are to be installed below the seasonal high water table however
buoyancy calculations couldn't be located in the set of calculations. Please ensure to provide
calculations demonstrating that the sand filter will not float.
3. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
4. Please keep in mind that changing one number may change other numbers and require the
calculations, supplements, and other supporting documentation to be updated. Verify all
numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to June 20, 2014, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note that a
second significant request for additional information may result in the return of the project. If the project
is returned, you will need to reschedule the project through the Express coordinator for the next
available review date, and resubmit all of the required items, including the application fee.
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Neal Paul
June 13, 2014
Stormwater Application No. SW8 130104
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
GDS/can: G:\WQ\Shared\StormWater\Permits & Projects\2013\130104 HD\2014 06 addinfo 130104
cc: Christopher Carlsten / Bob Silver, TranSystems
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From: [e-mail]
Sent: Monday, June 09, 2014 12:59 PM
To: Nelson, Christine; Hall, Rhonda; Weaver, Cameron
Cc: [e-mail]; [e-mail],
[e-mail]
Subject: P705 Hangar and Apron, MCAS New River - Permit SW8-130104
Christine:
The following is a summary of the proposed changes to the referenced project which will be implemented upon approval of the permit
modification submitted at the meeting on June 5t".
SUMMARY OF CHANGES
At the request of the Naval Facilities Engineering Command (NAVFAC) the aircraft parking apron for the referenced project will be
expanded to accommodate additional aircraft. The expansion of the apron will be toward the south with the pavement ending at a point
50 feet distant from the northern edge of the existing Combat Arms Loading Area (GALA) apron. This expansion will result in the
following changes affecting the stormwater permit for this project:
V�1. The existing intermittent stream along the southern portion of the site will need to be filled to support the expanded apron. A
DA Section 404 permit has been obtained from the U.S. Army Corps of Engineers and 401 Certification has been obtained
from NCDENR for the loss of this stream channel. Refer to USACOE Action ID SAW-2010-01797 for related permitting and
compensatory mitigation in backup data provided with this stormwater permit modification.
2. The drainage conveyed by the existing stream will be redirected through a new 8'x 8' box culvert to be constructed as part of
this project. The culvert will be routed to avoid placement beneath the aircraft parking apron to the maximum extent practical
and will discharge into the existing stream channel at the southern comer of the project site. The drainage area contributing to
this box culvert includes DA-J which includes-newampenijous area. Since the runoff conveyed by the box culvert will not be
treated prior to release from the project site, the new impervious area is proposed to be offset against the prior established
credit for treatment of existing off -site impervious surfaces within drainage areas A through D.
T
3. Drainage Area E and the associated sand filter treatment of this area was previously approved by a prior modification of this
stormwater permit (SW8-130104). However, the expansion of the apron area would have generated additional impervious
surface area within this watershed thereby resulting in a need to enlarge the sand filter. Since construction of sand filter E
was already in progress, it was determined that a portion of the drainage area could be redirected to the expanded apron
drainage systems thereby eliminating any conflict with the prior design. The end result is the elimination of the existing, off -
site impervious area and a slight reduction in the new impervious area within Drainage Area E.
4. Drainage Area F has been added which includes new impervious surface and an additional sand filter for treatment of this
runoff. This drainage area includes only new pavement for the expanded apron which will be collected by the storm drainage
system within the apron area and directed into sand filter F. The sand filter location is offset from the drainage area it serves
due to the desire to avoid constructing the sand filter within the confines of the existing stream and associated buffer which
simplifies scheduling of the construction activities. Sand filter F follows the same design principles as the previously approved
systems for areas A-E but is significantly smaller due to the size of the contributing area.
5. All of the sand filters discharge into a combined trunk system which conveys the treated runoff and any bypass flow to the
existing stream at the southern comer of the project site. With the addition of sand filter F, the trunk line system has been
modified to accommodate the discharge from this new sand filter and to extend the Dioina to.a.common outlet area with the
new box culvert system. The outlet area for be
-undermining the end treatment of the systems.
with rip rap material to prevent scour and avoid
Should you have any questions on this matter, or need additional information, please feel free to contact this office.

Bob M. Silver PE
Senior Civil Engineer
��'Tran
Winner of ACEC's 2014 Grand Conceptor Award
TranSystems
World Trade Center
101 West Main Street, Ste. 900
Norfolk, VA 23510
Main: 757-627-1 1 12
Direct: 757-963-8933
Fax: [phone]
Cell: 757-416-8070
www.transystems.com
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential
information. This information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged
to protect this information as appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended
recipient, you are hereby notified that any dissemination, distribution or reproduction, copy, or storage of this communication is
strictly prohibited. Thank you.

MEETING MINUTES
101 West Main Street, Suite 900, Norfolk, Virginia 23510 [phone] ♦ [phone] Fax
Date: June 5, 2014
Time: 1:00 pm
Location: Conference Room — Wilmington Regional Office NCDENR
Job Name: P705 Hangar and Apron Expansion, MCAS New River
Job Number: P307110088
Attendees:
Rhonda Hall — NCDENR (E&SC)
Christine Nelson — NCDENR (Stormwater)
Cameron Weaver— NCDENR (Permitting Coordinator)
Thomas Bradshaw— MCB Camp Lejeune (PWD)
Dan Whaley — Mortenson Construction
Bob Silver—TranSystems (Engineer)
MUMP"
meeting was held to review the proposed modifications to the current permits for the referenced project. Current permits include
N8-130104 (Stormwater) and ONSLO-2013-052 (Land Disturbance). Mr. Silver presented the project modifications which
;lude the expansion of the aircraft parking apron, filling of the existing southern stream channel, constructing a new box culvert
stem to replace the stream channel, constructing an additional sand filter (SF-F) and associated collection system for treatment
the runoff from the increased impervious area generated by the apron expansion.
It was requested that the modification to the stormwater permit be handled under the Express Permit application process. Two
copies of the updated Stormwater Management Permit Application Form, revised drawings, narrative and calculations were
provided to NCDENR at the meeting. After discussion of the project modifications and a brief review of the submitted data by Ms.
Nelson, it was determined that the project appears to be acceptable for processing under the Express Permit process. A check in
the amount of $4,000 was presented by Mr. Whaley to NCDENR to cover the Express Permit Review Fee. Ms. Nelson requested
a brief summary of the modifications to the project scope be provided by TranSystems to aid in her review of the submittal and for
documentation and future reference. Mr. Silver agreed to prepare the summary and forward it via e-mail on Monday June 91^.
The possibility of reviewing the land disturbance permit modification under the Express process was discussed, however, the total
disturbed area exceeds the allowable area, therefore this option is not allowed. It was then requested that the modification to the
Erosion and Sediment Control Plan Land be handled under the normal review process. Two copies of the final Erosion and
Sediment Control plans and a copy of the backup data as submitted for the stormwater permit modification were presented at the
meeting. A signed copy of the Financial Responsibility Form was provided by Mr. Bradshaw on behalf of MCB Camp Lejeune.
After discussion of the project modifications and a brief review of the submitted data by Ms. Hall, it was determined that the
modification could be accepted for processing. A check in the amount of $260 based on the increased disturbed area of 4 acres
was presented to NCDENR by Mr. Whaley. Ms Hall also requested an updated E&SC narrative, an explanation of the justification
for no sediment traps in the expanded area and a 3ro copy of the E&SC plans be submitted as soon as possible to facilitate review
of the modification. Mr. Silver agreed to provide the requested data and forward a formal letter requesting the permit modification
to be delivered to the Regional Office no later than Tuesday, June 10t".

Nelson, Christine
From: [e-mail]
Sent: Monday, June 09, 2014 4:38 PM
To: [e-mail]; [e-mail], Weaver, Cameron; Nelson,
Christine, Hall, Rhonda
Cc: [e-mail], [e-mail]
Subject: Meeting with NCDENR on June 5, 2014
Attachments: Permit Modification Review Mtg 06052014.pdf
Attached is a copy of the meeting minutes from the June 5rh meeting held at the Wilmington Regional Office for your reference and
files. Should you have any corrections or additions, please feel free to contact me. Your participation in the meeting is appreciated
and we look forward to moving this project forward toward completion.
Thanks,
Bob M. Silver PE
Senior Civil Engineer
�p,�
T ran
Winner of ACEC's 2014 Grand Conceptor Award
TranSystems
World Trade Center
101 West Main Street, Ste. 900
Norfolk, VA 23510
Main: 757-627-1 1 12
Direct: 757-963-8933
Fax: [phone]
Cell: 757-416-8070
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential
information. This information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged
to protect this information as appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended
recipient, you are hereby notified that any dissemination, distribution or reproduction, copy, or storage of this communication is
strictly prohibited. Thank you.

For DENR Use ONLY
Reviewer.
A�AA North Carolina Department of Environment and submit:
+�►/ •� Natural Resources
NCDENR Request for Express Permit Review Time: -
Confirm:
FILL-IN all the information below and CHECK the Permit(s)you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698,alison.davidsonc�ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; daviddeeoncdenrgov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.grooanCDncdenr.gov
• Washington Region -Lyn Hardison 252.948-3842orlyn.hardisononcdenrgov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron. weaverOncdenrgov
NOTE: Project application received after 12 noon will be stamped in the following work day
Project Name: P705 HANGAR AND APRON County: ONSLOW
Applicant: NEAL PAUL Company: MCB CAMP LEJEUNE - PUBLIC WORKS
Address: 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical LocatiomWHITE STREET MCAS NEW RIVER
Provided Existing Permits
related to this Proiect
SW 8130104
SW _
SW _
NPDES _
NPDES _
wo
WQ —
E&S _
E&S
Other
Project Drains into TIDAL waters- Water classification CNSW (for classification see- hUp:/lportal.ncdenr.org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Yz mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: CHRISTOPHER E. CARLSTEN, PE Company: TRANSYSTEMS
Address: 4390 BELLE OAKS DRIVE, SUITE 220 City: NORTH CHARLESTON, Stale: SC Zip: 29405-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$_ If JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. - ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _,f Treatment Systems ❑ High Density -Infiltration _ MTreatment Systems
❑ High Density -Bio-Retention _,d Treatment Systems ❑ High Density -SW Wetlands _ g Treatment Systems
® High Density -Other _ 0 Treatment Systems /® MOD:❑ Major ❑ Minor ® Plan Revision ❑ Redev. Exclusion SW 8130104 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both sco iinng 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 onh,
Fee Sulit for multiole nermits: (Check X 1
Buffer Impacts: ❑ No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ❑ No
404 Application in Process wit US ACOE: ❑ Yes ❑ No Permit
Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; [I Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS January 2014

P-705 AIRCRAFT MAINTENANCE HANGAR AND APRON
MCAS NEW RIVER, JACKSONVILLE, NORTH CAROLINA
FMCAS NEW RIVER, JACKSONVILLE, NC
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ISSUED FOR CONSTRUCTION SUBMITTAL
03/25/2013
P-705 AIRCRAFT MAINTENANCE
HANGAR AND APRON
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New River Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
Stormwater Narrative
(Phase 3 Modification)
Project Description:
The project includes construction of a 61,000 square foot aircraft hangar with associated offices and an aircraft apron
capable of parking 16 CH-53 combat helicopters. The proposed construction activity will require the removal of
approximately 35,000 square feet (sf) of existing asphalt pavement and a 6,000 sf one story metal building.
Approximately 305,762 sf of existing offsite built upon area (BUA) within the drainage areas will remain. Included is
291,386 sf of existing parking apron area adjacent to the site. Stormwater volumes generated from the existing
apron currently flow into open channel systems which ouffall into the intermittent streams on the north and south
sides of the project area. The proposed design will incorporate these existing apron areas into the storm drainage
collection systems and 114,773 SF will be treated in the proposed sand filter system.
A Low Density Permit (SW8130104) was obtained on January 25, 2013 for 110,625 square feet (2.54 acres) of built
upon area (BUA), which includes 75,362 square feet of proposed BUA and 35,263 square feet of existing BUA. The
area permitted under the first phase of the project generally includes the hangar building foundation, perimeter
access drives, and a sidewalk. A High Density Permit modification was approved on May 10, 2013 for Phase 2 of the
projectwhich added impervious area for a 690,025 square feet airfield parking apron, a 60,895 square feet roof area
for the hangar, and access drives and sidewalks associated with the hangar building. Runoff from the additional
impervious areas was treated by BMPs. Specified BMP's are sand filters for the airfield apron and a rainwater
harvester (RWH) for roof runoff. Stormwater flow in excess of the treated volume will be diverted through off line
bypass structures at each sand filter. The rainwater harvester includes a continuous deflective separation (CDS)
device upstream of the RWH tanks designed to remove sediment and floatables. Excess roof run-off for the RWH
treatment system is diverted to a level spreader prior to discharge to the receiving stream. The current permit
modification is for Phase 3 which includes additional aircraft parking apron, additional sand filter for treatment of
runoff and installation of a box culvert to replace a portion of the existing stream channel on the southern end of the
project site.
This narrative is presented to address each of the drainage basins within the limits of this project. Seven (7) of the
basins are associated with the apron expansion of which 5 areas are treated by sand filter BMPs, , one (1) basin is
roof run-off and is treated by the rainwater harvesting system (RWH), one (1) basin consists of minimal added
impervious area located between the existing and proposed hangar, and the remaining basin encompasses the
areas to the northwest of the proposed hangar which includes the sidewalk and pedestrian bridge providing access to
the proposed parking garage on Canal Street. The project boundary includes four (4) bypass basins comprising
126,000 sf which are depicted on the Drainage Area Map (C005) for information only.
The site is bordered by a classified intermittent stream on both the north and south boundaries of the site.Signifcant
efforts were included in the design to eliminate impervious areas within the 50' buffer area for the northern stream. A
modification of the 401/404 permit for the New River MICAS (Action ID SAW-2010-01797) has been obtained for the
proposed box culvert to replace the stream on the southern end of the project site to allow expansion of the aircraft
parking apron: Both receiving streams outall into Southwest Creek in the White Oak River Basin, with a stream
class C.
New River MCAS P705 Hangar and Apron Expansion 11 P a g e
Stormwaler Narrative
April 9, 2074

Existing Site Conditions
The site is located in an undeveloped area directly southwest of the existing hangar AS4108 and south of an overflow
parking area. The site is bordered by a large drainage canal to the north and south, and a building to the southwest
along Perimeter Street. Further to the southeast is the CAI -A apron. The site conditions are predominately wooded
(recently clear cut) and turf areas adjacent to the existing aprons. The overall site gradually slopes from the north to
the south with a grade change on the order of 23 to 17 feet.
The south side of the project has an 11-foot deep canal of variable width from 50 to 60 feet. The channel captures
stormwater from an 8'x13' corrugated metal arch pipe on the northeast and drains to the south through four (4) 60"
pipe culverts under Perimeter Street. The canal is the main drainage route for the MCAS runway, taxiways, and
parking aprons. On north side of the site, a large ditch runs parallel to the existing apron to a 60" culvert under the
access drive to the proposed site from White Street. Stormwater is captured via overland sheet flow from the
adjacent apron to the heavily over grown ditch. Upon routing through the culvert, the stormwater is then channeled
through a 12-15 feet deep, 50-80 feet wide canal that flows to the north and then to the south to a 96" culvert under
Perimeter Street. All areas eventually drain to tributaries of Southwest Creek, to New River, and eventually to the
Atlantic Ocean.
Stormwater Drainage Approach
The project construction activities affect 14 drainage basins as shown in the attached Drainage Area Map (C005).
The basins are described herein by the proposed treatment BMP's and associated outfall.
Airfield Parking Apron - Drainage Areas A-F
BMP Treatment = Sand Filters
The proposed airfield parking apron has been divided in six (6) basins, and is generally bounded by the existing
apron to the east and south, , Perimeter Street to the west and the proposed hangar building to the north. Proposed
grading of the site will generally follow existing topography with approximately 2-4 feet of cut and fill to even the
grade. The overall site slopes from north to south on the order of 0.6%.
Stormwater flows in the airfield apron area are captured by airfield drop inlet structures with single or double aircraft
rated grates capable of draining up to one (1) acre of impervious area. Basin limits are based on the less than 5 acre
maximum allowable treatment area for an individual sand filter BMP. Basis of design of the sand filter BMP is
calculated in accordance to the NCDENR Stormwater BMP Manual, Section 11, and provides the required
sedimentation and filtration chamber sizing in accordance to the calculated water quality volumes for a 1.5 inch
rainfall event. Peak runoff calculations were performed with the rational method, and inlet and outlet structures were
sized using Hydraflow Storm Sewer software.
Rainfall in excess of the 1.5 inch storm event is diverted through an external "off-line" bypass structure upstream of
the sand filter. The excess flow is diverted to the main outfall trunk line pipe system, In addition to the offline
structure, the sand filter design incorporates an internal weir structure to allow excess stormwater to flow directly into
the outfall chamber, thereby minimizing agitation of the filtration media or damage to the structure. The outfall of
each sand filter and the bypass systems are captured in large diameter pipes and channeled to a discharge point on
the south side of the site. The high flow rates, presence of an intermittent stream, site topography and overall site
restrictions limit the use of level spreaders to diffuse flow velocities. Additional detail is provided below, but the
proposed outfall velocity treatment includes riprap outlet protection to prevent scour at the outlet of both culvert
systems prior to discharge to the canal.
The following table identifies each drainage basin and the proposed sand filter structure. Included are specifics of
the proposed parking apron, sand filters, and offsite impervious areas channeled through the proposed system.
New River WAS P705 Hangar and ApronExpansion 21 P a g e
Stormwater Nanalive
April 9. 2014

Table 1
Drainage Area
A Southl I
B South2
C South3
D South4
E SouthS -
F South6
Total Drainage Areas
198501
199411
182655
189756
149680
49119
On -Site Drainage Areas
186594
164383
148822
155751
143680
49119
Off -Site Drainage Area (so
11907
35028
33833
34005
0
0
Proposed Imrvious Area (so
168965
186009
173488
180799
134882
45991
% Impervious Area total
85.1%
93.3%
95.0%
95.3%
93.9%
93.6%
Impervious Surface Area Detail
On -site Streets -Hangar Perimeter (so
4356
436
436
On -site Apron Parkin Area (so
148138
146362
135036
142611
130331
44478
On -site Sidewalks (so
436
Other on -site - Sand filter Area (so
4128
4183
4183
4183
4551
1513
Off -Site Adjacent Parkin Area/Existin BUA (so
11907
35028
33833
34005
0
0
Sand filter Design ID, ezcl wall thickness
Inside Dimension L x W fit
166' x 22'
166' x 22'
166' x 22"
166' x 22"
163' x 25'
62' x 22'
Sedimentation Chamber #1 Internal Width ft
6.5
6.5
6.5
6.5
8.0
6.5
Sedimentation Chamber #2 Internal Width ft
6.5
6.5
6.5
6.5
8.0
6.5
Filtration Chamber Internal Width ff
9.0
9.0
9.0
9.0
9.0
9.0
Maximum Depth/ Internal Wall Height ft
8.25
9,85
9.11
9.51
7.30
6.95
Design Head ft
4.4
5.0
4.7
4.9
3.6
3.3
Filtration Sand Height ft
1.5
1.5
1.5
1.5
1.5
1.5
Head/Overflow Weir Elevation ft
18.80
17.75
17.45
16.24
15.25
14.15
Drainage Areas A-D
Drainage Areas A through D generally consist of 4.5 acre treatment areas associated with the proposed apron
expansion and include some off -site drainage from the adjacent apron and pervious areas in the immediate proximity
of the sand filter. The exception is Area A, which also includes the impervious area for the wash rack and the access
drive and sidewalks on the west side of the proposed hangar building.
The proposed BMP design for Drainage Areas A-D is a closed sand filter with two 6'-6" sedimentation chambers, and
one 9'-0" filtration chamber utilizing two 6" diameter perforated PVC pipes to channel the infiltrated water to the outall
chamber. The internal length of each structure is 166'-0" and will be constructed with an overall slope of 0.5%. The
ouffall chamber is located on the down slope end of the sand filter with an internal dimension of 4'-0"x9'-O". The
ouffall chamber also serves as an internal bypass structure allowing for a storm event in excess 1.5 inch storm to
flow over a 9'-0" weir length set at an elevation equal to the head elevation. Design head height is based on
maintaining a hydraulic grade line within the proposed enclosed drainage system 1-foot below the stormwater inlet
rim elevations. Controlling factors in the design were to maintain a longitudinal slope and location to maximize the
capture of surface water from the apron. Also, a maximum chamber width of 9'-0" was required based on
manufacturing limitations of the steel grate tops.
The seasonal high water table (SHWT) in the vicinity of the sand filters is approximately 4' below existing grades.
Due to the size of the treatment area and the site boundary restrictions it was not feasible to provide a sand filter
design that would provide a bottom elevation 1-foot higher than the SHWT elevation. As a result the enclosed sand
filters incorporated considerations for buoyancy and water tightness. The buoyancy calculations are provided in the
appendix.
The proposed stormwater design incorporates a 5'-0" x 6'-0" bypass structure. Flow in excess of the 1.5 inch rain
event is diverted away from the sand filter with connection to the system outfall trunk line.
New Rivei-MCAS P705 Hangar and Apron Expansion 3 i P a g e
Stormwater Narrative
April 9, 2014

Drainage Area E
Drainage Area E is in the southern portion of the apron area and does not receive runoff from off -site areas. The
BMP treatment is similar to Areas A-D except less treatment area and lower elevations require a reduced head
height. As a result the overall length was reduced and the sedimentation chambers were increased to 8'-0". The
filtration chamber width, ouffall chamber dimensions, and other design elements remained consistent. The overall
design head is 3.6 feet.
Similar to the sand filters to Drainage Areas A-D, the clearance to the SHWT was unable to be achieved and
buoyancy and "water tightness" were considered in the design. A 5-0" x 6'-0" bypass structure is also incorporated
into the stormwater design.
Drainage Area F
Drainage Area F is in the southwestern portion of the parking apron and is comprised solely of runoff from on -site
parking apron with a small pervious area between the pavement and the sand filter. The BMP treatment is similar to
the other apron areas except that the drainage area is smaller (1.1 acres) and lower ground elevations require a
reduced head height. The overall length was reduced significantly due to the reduction in contributing drainage area.
The width of the sedimentation chambers, filtration chamber width and other design elements are consistent with the
filters for areas A-D. The overall design head is 3.3 feet.
Similar to the other areas, the clearance to SHWT was unable to be achieved and buoyancy and "water tightness"
were considered in the design. A 5'-0" x 6'-0" bypass structure is also incorporated into the design of the stormwater
system.
Ouilaii Discharge - Drainage Areas A-F
The proposed design includes collection of the stormwater from the sand filters and associated bypass structures to
a single trunk line with a discharge point to the existing canal located at the south side of the project. The
accumulated flow rate for the 2-Yr and 10-Yr storms at the point of outfall from the 72" pipe is 137 and 178 cfs,
respectively. In accordance to NCDENR Stormwater BMP Manual, the maximum length level spreader in coastal
counties is 100 linear feet and the maximum allowable flow that can be treated is 10 cfs, or approximately 6% of the
10-yr flowrate. All excess flows would need to be diverted to a flow splitter device and channeled to the adjacent
stream. Alternatives were evaluated. It was determined that multiple level spreaders were not feasible based on site
restrictions due to topography and geometry, and would require significant land disturbance activities within close
proximity of a classified intermittent stream. The concept for the Phase 2 permit modification was to terminate the
enclosed system upstream of the receiving water body and construct a 200 linear foot trapezoidal channel with a 12'
base width to diffuse the flow. A 0.0% longitudinal slope reduces velocity to non -erosive conditions prior to
discharging to the intermittent stream. In addition, the outfall would include riprap outlet protection at the terminus of
the pipe. The Phase 3 modification extends the trunk line system further south reducing the available length for a flat
channel at the pipe outlet. In addition, the inclusion of a box culvert to replace the portion of the intermittent stream
under the proposed apron expansion impacts the outlet area. It is now recommended that riprap lined outlet
channels be provided for each of the systems from their terminus to the downstream junction of the two channels and
slightly beyond to protect against scour and aid in reducing the velocity in the receiving channel. Calculation results
for the combined outflow from the project at the terminus of construction are as follows:
Table 2
Design Storm
Flow Rate - Q cis
Normal Depth fl
Velocity- V (fps)
2-Year
600
1 6.6
1 3.1
10-Year
1 813
1 7.4
1 3.4
New River MCAS P705 Hangar anoApron Expansion 41 P a g e
Stormwater Narrative
April 9, 2014

Hangar Roof Top - Drainage Area G
BMP Treatment - Rainwater Harvester & Level Spreader
Stormwater captured on the 61,000 square foot hangar roof top area will be treated by a rainwater harvester (RWH)
to be used as wash water for the helicopter fleet. The design incorporates a connection to 23 downspouts along the
perimeter of the hangar and collection to an enclosed drainage system. The captured rainwater discharges through
a pretreatment continuous deflective separation (CDS) device to remove sediment and floatable trash before entering
the RWH tanks. The proposed RWH is a proprietary system consisting of four - 122 linear feet 6-foot diameter spiral
ribbed polyethylene pipes (SRPE) capable of providing 100,000 gallons of storage.
The tank size and demand for the system was provided by the government and is based on washing 16 aircraft per
week at 1,200 gallons per aircraft. The tank was sized to hold 5 weeks of rainwater if a significant rain event did not
occur. Required volume calculations indicate that the proposed roof area and 1.5 inch rain event will yield 68,282
gallons, therefore the 100,000 gallon tank will operate at 68% capacity. Procedures were followed in accordance to
NCDENR-DWQ Technical Guidance: Stormwater Treatment Credit for Rainwater Harvesting Systems, Sept. 22,
2008 and the Rainwater Harvesting Model software developed by North Carolina State University. Results were
indicative that the proposed RWH system will operate efficiently and cost effectively. Calculation results are included
in the appendix.
Excess flows from the RWH are diverted at the CDS through an 18" pipe. Calculated flow diverted at the CDS unit
for a 10 year storm equals 11.6 cfs, assuming the RWH tanks are at capacity and all flow is bypassed. Diffusion of
the excess flow prior to the receiving water body is provided by a 100 linear foot level spreader designed in
accordance with the NCDENR Stormwater BMP Manual, Section 8, Level Spreader - Vegetative Filter Strip System.
The criteria for sizing the level spreader falls under the SW Rule for coastal counties allowing for 10-feet per cfs of
flow, therefore the maximum Q treated by the level spreader is 10cfs. The proposed structure is perpendicular to the
outlet pipe and parallels the receiving body stream bank at an 18-foot elevation. Included is a 9.5 foot wide "blind"
swale area, a 2.5 foot concrete curb as the level spreader, 3-feet of #57 stone, and a 30-foot width engineered filter
strip.
Flow in excess of the allowable 10 cfs for the level spreader is diverted through an upstream flow splitter and
channeled to the receiving canal via a v-ditch with 3:1 side slopes and a longitudinal slope of 0.9%. The weir
elevation was set using hydraulic grade line at the bypass structure for a 10 cfs flow. Weir depth and clearance to
the top of box was checked with a 25-year storm and verified a 4" depth over the weir is accommodated with the
proposed bypass structure design.
Area between Hangars - Drainage Area H
BMP Treatment - Credit
The drainage area located between the new and existing hangar will require the filling of an existing ditch that
currently captures overland sheet flow from the adjacent hangar and apron. The ditch also includes a point
discharge from a single 26" CMP outlet pipe from an enclosed system for the adjacent hangar and parking area.
Survey has shown a 15" CMP pipe into the ditch, but field review has shown that the pipe is abandoned. The ditch
system drains to a 60" culvert under the access drive to the canal network located north of the site. Proposed
stormwater improvements allow for sheet flow from the existing impervious areas that will remain and the new
impervious areas associated with the access drive to the apron and hangar perimeter sidewalks. The design
incorporates a shallow depression to an inlet located at the existing 26" CMP. The overall system is sized to channel
flow from the 26" CMP to the 60" culvert. In addition, the overflow for the fire suppression storage tank is routed to
the 60" culvert, but is not considered stormwater system and will not require treatment.
New River MCAS 1`705HangarandApion Expansion 5 1 P a g e
StormwaterNarrative
April 9, 2014

Our request is to not provide an additional BMP for the added 13,504 SF impervious, but rather utilize a portion of the
114,773 sf of existing impervious that is proposed to be treated by the sand filter system. This would leave a net
credit of 101,269 sf of treated, existing off -site BUA.
Area North of Hangar - Drainage Area I
BMP Treatment - Credit
The drainage area located on the west side of the hangar encompasses the parking area, outside mechanical
buildings, sidewalks, and the pedestrian bridge. The proposed design includes stormwater sheet flow from the
northwest face of the hangar across the parking area and captured along the curb and directed to concrete flumes.
The finished grades of the pedestrian bridge will direct the surface waters to the east and the access walk between
the pedestrian bridge and the hangar is sloped to the west and southwest, thereby providing a flow direction towards
the center of the basin. The overall stormwater approach is to minimize channelization and allow for overland sheet
flow towards the east to the bank of the canal. The area will be grassed, and the proposed grades are uniform with
slopes less than 1 %.
Our request is to eliminate the need for an additional BMP for the basin on the basis of using a credit for the existing
apron that is treated with Sand Filters A-D. As documented above, the total existing apron within watershed
boundary for the sand filters combined is 114,773 sf. The total BUA for this drainage basin is 24,074 sf. The net
credit, after applying both Drainage Areas H and I would be 77,195 sf.
Southern End of Apron - Drainage Area J
BMP Treatment - Credit
An existing large culvert discharges into the intermittent stream along the southern boundary of the project site. This
culvert collects runoff from a significant portion of the airfield area east of the project site. To maximize the
expansion of the aircraft parking apron under this project requires filling a portion of the intermittent stream to
establish grades which are suitable for the parking apron. The impact to the stream channel has been incorporated
by modification to the existing 401/404 permit for New River MCAS (Action ID: SAW-2010-01797) and the required
compensatory mitigation has been secured from the Bachelors Delight Mitigation Bank, Phase 3 of this project
includes the installation of a box culvert to convey the runoff carried by the existing culvert to a new discharge point
located at the southwestern comer of the project site. Runoff from a portion of the expanded parking apron will be
collected and directed to an additional sand filter treatment system in Drainage Area F. Runoff from the remainder of
the expanded parking apron will be captured with surface inlets and piped to connections with the new box culvert.
Our request is to eliminate the need for an additional BMP for this drainage basin on the basis of using the available
credit for the existing apron that is treated with Sand Filters A-D. In addition, the large volume of off -site area (143+
acres) contributing to the Flow in the box culvert system exceeds the maximum allowable area for sand filter
treatment. As documented above the total existing apron within watershed boundary for the sand filters combined is
114,733 sf. After applying this credit towards the additional BUA within Drainage Areas H and I, a net credit of
77,195 sf remains available for application to this drainage area. The total on -site BUA within this drainage area is
74, 260 sf which would leave a remaining credit of 2,935 sf for future development in the area.
New River MCA P705 Hangar and Apron Expansion 6 1 P a g e
Stormwater Narrative
Apr# 9, 2074

Soil Conditions
Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
filters locations on August 30, 2012. The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of "Fill" material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern corner of the existing hangar. The topsoil
and fill material thicknesses are expected to vary at other locations throughout the site. Underlying the topsoil and fill
materials and extending to the SPT boring termination depths of 15, 60 and 85 feet below the existing site grades,
the natural subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of
Silt and Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per foot (BPF) indicating
a very loose to very dense relative density. Deposits of very soft to very stiff CLAY (CL) and medium stiff to stiff SILT
(ML) were encountered within this stratum at varying depths between 0 to 23 feet below the existing site grade at
boring B10 through B-12, B-15, B-16, P-19, P-21, P-23 through P-25, P-27 through P-29, P-41, P-44, P-52, P-53, P-
56 and P-60.
The groundwater level recorded at the boring locations is based on wetness of the recovered soil samples during the
drilling operations. For the apron and hangar borings, the initial groundwater table was measured to occur at depths
ranging from 6 to 14.5 feet below the existing site grades (elevations from about 9.5 to 10.5 MSL) at the boring
locations. The initial groundwater table was measured to occur at depths ranging from about 9.0 to 13.0 feet below
the existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6 locations. The variation in
groundwater depths are anticipated to have been contributed by the variations in existing site grade elevations and
the associated distance between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be indicative of the static
groundwater level. .
Also, the soils recovered from boring SB-1 through SB-6 locations were visually classified to identify color changes to
aid in indicating the normal estimated Seasonal High Water Table (SHWT). It Is noted that soil morphology may not
be a reliable indicator of the SHWT. However, color distinctions (from orangish brown and tan to light gray and
orangish brown; tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
Existing New River Permits
The contract for the project is in conjunction with construction of the 460,000 square foot combat aircraft loading area
(CALA) and the Perimeter Street parking garage located northwest of the site. Stormwater Management and Erosion
and Sedimentation Control permits have been approved for the CALA and parking garage projects and noted below.
CALA -
• Stormwater Management Permit No. SW8 080945, November 6, 2008 and modified on November 17, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-040
Perimeter Street Parking Garage -
• Stormwater Management Permit No. SW8 111108, November 18, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-057
New River MCAS P705 Hangar and Apron Expansion 7 1 P a g e
Stormwater Narrative
April 9, 2974

LEGEND
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ADJACENT PROJECT BOUNDARY APF
ADJACENT APRON [EXISTING APRON PERMIT NO. SW8 08
ORDINANCE LOADING
q EXISTING IMPERVIOUS TO
REMAIN IN DRAINAGE AREAS
— — — — — — — — — — — — — — —
�PRO,IECT BOUNDARY (REVISED W`1FH PHASE 2)
10
PROPOSED APRON
. : 0 I I
LOW DFNSI� PROJECT BOUNDARY
PERMIT NO. SWIS 130104
LOW DENSITY PERMIT MODInED TO
HIGH DENSITY PERMIT WITH PHASE 2
SUBMITTAL
-- - — - — - — - — - — - — - — - — - — - —
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P-705 Hangar and Apron Expansion
WAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
Base Information
Drainage Area
A Southl
Drainage Area
B South2
Drainage Area
C South3
Drainage Area
D(South 4
Drainage Area
E South5
Drainage Area
F South6
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
19-17
19-17
Total Drainage Area (sf)
198501
199411
182655
189756
143680
49119
On -Site Drainage Area (sf)
186594
164383
148822
155751
143680
49119
Off -Site Drainage Area (sf)
11907
35028
33833
34005
0
0
Proposed Impervious Area (sf)
168965
186009
173488
180799
134882
45991
% Impervious Area (total)
85.1 %
93.3%
95.0%
95.3%
93.9%
93.6%
Impervious Surface Area
ralnage rea
A Southl
ramage rea
B South2
ramage rea
C South3
ralnage rea
D South4
ralnage rea
E South5
ralnage rea
F South6
On -site Buildings/Lots (so
On -site Streets (st)
4356
436
436
On -site Parking (sf)
148138
146362
135036
142611
130331
44478
On -site Sidewalks (so
436
Other on -site (so
4128
4183
4183
4183
4551
1513
Future (so
Existing Off -site (so
11907
35028
33833
34005
0
0
Total Impervious Surface Area (sf) =
168965
186009
173488
180799
134882
45991
Note:
This project seeks credit for treatment of 114,773 SF of existing offsite impervious area. Under the Phase 2 permit modification
13,504 SF and 24,074 SF of credit was applied to Drainage Area H and Drainage Area I, respectively. Under this Phase 3
permit modification 74,260 SF of credit is being applied to Drainage Area J. The remaining balance of 2,935 SF of impervious
area can be applied to future development.
4/4/2014 Page: 1

P-705 Hangar and Apron Expansion
MCAS New River, Jacvksonville, NC
DRAINAGE AREA SUMMARY
Base Information_
Drainage Area
G Roo
Drainage Area
H East
Drainage Area
I North
Drainage Area
J South?
SUBTOTALS
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
Total OrainageArea(sf)
60895
47351
136162
284383
1,491,913
On -Site Drainage Area (sf)
60895
30363
136162
107770
1,183,539
Off -Site Drainage Area sf)
16988
176613
1 308,374
Propose dImpervious Areas,
60895
27880
24074
250873
1,253,856
% Impervious Area (total)
100.0%
58.9%
17.7%
88.2%
84.0%
Impervious Surface Area
ramage Area
a(Roof)
Drainage rea
H East
ramage rea
I (North)
ralnage rea
J South7
On -site Buildings/Lots (so
60895
60,895
On -site Streets (sf)
10890
16,118
On -site Parking (so
2178
13906
74260
837,300
On -site Sidewalks (so
436
8640
9,512
Other on -site (so
1528
24,269
Future (so
0
Existing Off -site (so
14376
176613
305,762 .
Total Impervious Surface Area (sf) =
60895
27880
24074
250873 1
1,253,856
Note:
4/4/2014
Page:2

Weaver, Cameron
From: [e-mail]
Sent: Thursday, May 22, 2014 2:42 PM
To: Weaver, Cameron
Cc: [e-mail]; [e-mail]; [e-mail];
[e-mail]; [e-mail]; [e-mail]
Subject: Request for Express Review for P705 Hangar and Apron permit modification
Attachments: image4340f6.JPG; REQUEST FOR EXPRESS form FINAL (Phase 3).pdf; C-005
_DrainageExhibit_Ph_3.pdf; C-006_Lim itExhibit_Ph3.pdf; Drainage Areas Summary
Revised.pdf; New River MCAS_Stormwater Narrative_ph3_.pdf; P705 Title Sheet -
5-21-13. pdf
Cameron
We have talked previously on the phone about the modification to the permit(s) for the P705 Hangar and Apron project at MCAS New
River. Attached herewith are the Request for Express Permit Review form, stormwater narrative and supplemental information as
requested for determination of the applicability of this modification for the express permit review process. In our previous discussions
you indicated that this may require a meeting to discuss the scope of the modifications to aid in making the determination of the
process and discuss specifically what information is required for formal review. We are available to schedule this meeting with you
promptly. Please feel free to contact me to arrange a convenient time and date for the meeting, or to discuss the next steps in the
permitting process.
Your prompt attention on this matter is appreciated,
Bob M. Silver PE
Senior Civil Engineer
R
TranSystems
World Trade Center
101 West Main Street, Ste. 900
Norfolk, VA 23510
Main: 757-627-1 1 12
Direct: 757-963-8933
Fax: [phone]
Cell: 757-416-8070
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential
information. This information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged
to protect this information as appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended
recipient, you are hereby notified that any dissemination, distribution or reproduction, copy, or storage of this communication is
strictly prohibited. Thank you.

4 4,/4a1 12epk7 I T
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS,
69 DARLING_TON AVENUE'
WILMINGTON, NORTH CAROLINA 28403-1343
REPLY TO
ATTENTION M
CESAW-RG,(1145b)
FCE:I 9Y E
JUN062014
4 September 2013
MEMORANDUM FOR Commanding Office, U.S. Marine Corps Base Camp Lejeune, Attn:
Neal Paul, Deputy Public Works Officer, Public Works Division,1005 Michael Road, Camp
Lejeune, NC 28542
Subject: Action ID No. SAW-2010-01797, USMC — Camp Lejeune, Modification of the
'Department of the Army authorization, for the New River Marine'"C.6rps Air Station (MCAS),
Onslow County, North Carolina.
1. Reference: .Modificafiowrequest on behalf of the USMC'— Camp Lejeune by Cape Fear
Engineering, 31 July 2013, Subject: Application for Department of the Army Permit for Milcon
P705/P710 Flangn and Aircraft Apron on Marine Corps Air Station New River, Marine Corps
Installations East -Marine Corps Base Camp Lejeune, North Carolina :(Action ,ID. SAW-2010-
01797).
2. The above referenced correspondence requests a modification to the Department of Army
(DA) Section 404 permit,for the MCAS expansion. The modification requests an aircraft apron
expansion'on the NE corner of the existing Air Station.
3. The DA Section 404 permit authorized the discharge of fill materiaFinto riparian wetlands
and stream channel. The proposed modification to the DA permit will result in a project increase
of 841 linear feet of stream channel loss.
4. I have determined that the proposed project modifications describedabove are not contrary
to the public interest and consistent with the 404 (B)(1) and therefore; the DA permit is hereby
modified. The DA permit modifications are as follows:
a. Project Description: to directly discharge fill material into,841 linear feet of stream
channel associated with improvements to the New River Marine Corps Air Station, apron
expansion, at MCB Camp Lejeunc in Onslow County, North Carolina.
b. All work authorized by this permit modification mustbeperformed in strict
compliance with the attached plans,, which are hereby made a part of the permit.
C. All temporary impact areas shall be returned to the original grade and contours.
d. In order to compensate for. impacts associated with this permit; mitigation shall be
provided in accordance with the provisions -outlined on the most recent version of the attached
Compensatory Mitigation Responsibility Transfer Form. The requirements of this form,
including any special conditions listed on this form, are hereby incorporated as special conditions
of this permit authorization.

*** Note Mitigation Breakdown: The 841 linear feet impact will be mitigated through the
Bachelors Delight Mitigation bank at a ]:.I ratio.
5. Note that all unmodified terms and conditions of.your original Department of the Army
permit and all previous modifications shall remain in effect.
6. Should you have any questionsi please contact Mr. Brad Shaver, Regulatory Project
'Manager,telephone [phone].
,Enclosure
Copies Furnished (with` Enclosure):
/IFE/EMD/ECON/Attni M Korenek
12 Post Lane
Camp Lejeune, North Carolina 28547
Copies Furnished (without, Enclosure):
Ms. Joanne Steenhuis
Division of WaterResources
North Carolina Department of
Enviromment and Natural' Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
-2-
STEVEN A. BAKER
Colonel; EN
Commanding
Ms. Karen Higgins
Division of Water Resources
North Carolina Department of
Environment and Natural Resources
1650 Mail Service Center
Raleigh; North Carolina ,27699-.1650
Mr. Doug Haggett
Division of Coastal iManagement
North Carolina, Department of
Environment and Natural _Resources
400 Commerce Avenue
Morehead City, North Carolina :28557

U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Compensatory Mitigation Responsibility Transfer Form
Permittee: North Carolina Department of Transportation Action ID: SAW-2010-01797
Project Name: Apron expansion New-Rlver,Alr Station, Camp Lejeune County: Onslow
Instructions to Permittee: The.Permittee mustprovidea copy of this form to the Mitigation Sponsor, either an approved
Mitigation Bank or, the North Carolina Ecosystem Enhancement Program (NCEEP),.who will then sign the form to verify the
transfer of the mitigation responsibility. once the Sponsor. has signed this form, dt "Is the Permittee's responsibility to
ensure that to the U.S. Army Corps of Engineers (USACE) Project Manager identified on page two is in receipt,of'a signed
copy of this form before conducting authorized impacts, unless' otherwise specified' below. If more than one mitigation
Sponsor will be used to provide the mitigation associated with the permit, or If the Impacts and/or the mitigation will occur
in more than one 8-digit Hydrologic Unit Code (HUC), multiple forms will be attached to the permit, and the separate forms.
for each Sponsor and/or HUC.must be"provided to the appropriate mitigation Sponsors.
Instructions to Sponsor: The Sponsor must verify that the mitigation requirements shown below are available at the
identified site.: By signing below, the Sponsor is accepting full responsibility for the identified mitigation, regardless of
whether or not they have received payment from the Permittee. Once: the form is signed, the Sponsor must update the
appropriate ledger and,provide a copy of the signed form to the Permittee and to the USACE Bank/ln-Lleu Fee Program
Manager. The Sponsor must also comply with all reporting requirements established.in their authorizing instrument.
Permitted Impacts and:Compensatory Mitigation Requirements::
Permitted Impacts Requiring Mitigation* - 8-dieit HUCand eacin- nin#nnm whir. nwrr.. pow,
Stream impacts"(linear'feet)
Wetland Impacts (acres)
Warm
Cool
Cold
Riparian
Riparian
Non -Riparian
Coastal
Riverine
Non-riverine.
841
if more tnan,one mitigation sponsor will be used for the permit, only Include impacts to. bemitigated by this sponsor.
Compensatory MitigationRequirements: 8-digitHUCand .Basin: 03030001 White Oak/Ca a Fear River Basin
Stream Mitigation (credits)
P
Wetland Mitigation (credits)
Warm
Cool
Cold
Riparian
Riparian
Non -Riparian
Coastal
Riverine
Non-riverine.
g41
Mitigation Site Debited: 'Bachelors Delight Mitigation Bank
(List the name of the bank -tobe debited. Forumbrella banks, also list;thespecific site.
acceptance letter Identifies,a,specific site, also list the specific site to be debited).
Section to be completed by the Mitigation -Sponsor
For NCEEP, list NCEEP: -if the NCEEP
Statement of Mitigation Liability Acceptance: I, the undersigned, verify that I am authorized to approve mitigation
transactions for the Mitigation Sponsor, shown below, and I•certify thacthe Sponsor agrees to accept full responsibility for
providing the mitigation identifiedlmthis document (see the table above), associated,with the USACE Permittee and Action
ID number shown. I also verify that released credits (and/or advance credits for NCEEP), as approved by the USACE, are
currently available at'the mitigatlon site Identified above: Further, I understand that if the Sponsor fails to provide the
required compensatory mitigation, the USACE Wilmington District Engineer may pursue measures against the Sponsor to
ensure compliance associated with the mitigation requirements.
Mitigation Sponsor
Name of.Sponsor's Authorized
Date of
Page 1 of 2 Form Updated:2 October, 2012

USACE Wilmington District.
Compensatory Mitigation Responsibility Transfer Form, Page 2
Conditions for Transfer of Compensatory Mitigation Credit:
• Once this document has been signed by the Mitigation Sponsor and the USACE is In receipt of the signed form, the
Permittee is no longer responsible for providing the mitigation identified in this form, though the Permittee remains
responsible.for any othermitigation requirements stated 'inthe permit conditions.
• Construction within jurisdictional areas authorized by the permit identified on page one of this form can begin only
after the USACE is in receipt of a copy of this document signed by the Sponsor, confirming that the Sponsor has
accepted responsibility for providing the mitigation requirements listed herein. For authorized impacts conducted by
the North Carolina Department of Transportation (NCDOT), construction within jurisdictional areas may proceed upon
permit issuance; however„a copy of this form signed by the Sponsor must be provided to the USACE within 30 days of
permit Issuance. NCDOT remains fully responsible for the mitigation until the.USACE has received this form, confirming
that the Sponsor has accepted responsibility for providing the mitigation requirements listed herein.
• Signed copies of 'this document must be retained by the Permittee, Mitigation Sponsor, and in the USACE
administrative records for'both the permit and the Bank/IV Instrument. It is the Permittee's responsibility to ensure
that the USACE Project' Manager (address below) Is provided with a signed copy of this form.
• if changes are proposed to the type, amount, or location of mitigation after this form has been signed and returned to
the USACE, the Sponsor must obtain case -by -case approval from the USACE Project Manager and/or North Carolina
Interagency Review Team (NCIRT), if approved, higher mitigation ratiosmay be applied, as per current District
guidance and anew version of this form must be completed and included In the USACE administrative records for both
the permit and the Bank/ILF Instrument.
Comments/Additional Conditions:
This form is not valid unless signed by the mitigation. Sponsor and: USACE Project Manager. For questions regarding this
form or any of the conditions of,tne permit authorization, contact the Project Manager at the address below.
USACE Project. Manager: Brad Shaver
USACE Field Office: Wilmington Regulatory Field Office
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, NC 28403
Email:
Seotemoer3.2013
USACE Project Manager Signature Date of Signature
Current Wilmington District mitigation guidance; including information on mitigation ratios, functional assessments,. and
mitigation bank location and availability, and credit classifications (including stream temperature and wetland groupings) is
available at http://ribits.usace.army.mil.
Page of 2.
The Wilmington District is committed to providing the highest level of support to the. public. To help us ensure we continue to do so, please complete the
Customer Satisfaction Survey located at our weosite at htt re ulatorv.usaiesurveY.com/ to complete the survey online.

t \
U r1)
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��inp.��Y
NR
W D
North Carolina Department of Environment and Natural Resources
W r�
Division of Water Resources
ta� cC
c).dPat Megrory
Water QualityPrograms
Thomas A. Reeder John E. Skvarla, III
o QGoverimr
Director Secretary
August 29, 2013
DWR:#'12-0270 V3
Onslow County
US Marine Corps Camp Lejeune
Attn: Mr. Neal Paul, Deputy Public Works Officer
Public Works Division
1005:Michael Road
Camp Lejeune, NC 28542
Subject: Approval of Individual 401 Water Resources Certification with Additional
Conditions
Hanger P705/710 and Aircraft Apron; MCAS New River
USACE Action ID. No. SAW-2010=01797
Dear Mr. Paul:
Attached hereto is a copy of Certification No. 3969 issued to Mr. Neal Paul, Deputy Public
Works Officer, Public Works Division for the US Marine Corps Base Camp Lejeune, dated
August 29, 2013. Please note that you should get any other federal, state or local permits
before proceeding with your project, including.those required by (but not limited to) Solid
Waste, Sediment and Erosion Control, Non=Discharge, Stormwater, Dam Safety,;and Water
Supply Watershed regulations.
This Certification can be contested as provided in Articles 3 and 4 of General Statute 150B by
filing a written petition for an administrative hearing to the Office of Administrative Hearings
(hereby known as OAH)within sixty (66).calendar days.
A petition form may be obtained from the OAH at http://www.ncoah.comJ or by calling the.
OAH Clerk's Office at [phone] for information. A petition is considered filed when the
original and one (1) copy along with'anyapplicable OAH filing fee is received:in.the OAH during
normal office hours (Monday through Friday between'8:00am.and 5:00pm,.excluding official
state holidays).
Wetlands; Buffers, Streams -Compliance and PermltGng (Webscape) Unit
1650 Nail Service Center, Ralegh, Norlh Carolina 27699-1650
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: 919A07-6494
Internet: vnwrnr::aor to
An Equal Opportunity l Affirmative Aclion Empbyer

US Marine Corps Camp Lejeune
Attn: Mr. Neal Paul, Deputy. Public Works Officer
DWR Project It 12-0270 V3
August 29, 2013
Page 2 of 9
The petition may be faxed to the OAHat(919) 431-3100, provided the original and one copy of
the:petition;along with any applicable OAH filing fee is received by the OAH within five (5)
business days following the faxed transmission.
Mailing address for the OAH:
If sending via US Postal Service:
,Office of Administrative Hearings
6714 Mail Service Center
.Raleigh, NC 27699-6714
If sending via delivery service (UPS,
FedEx, etc):
Office of Administrative Hearings
1711 New Hope Church Road
Raleigh, NC 27609-6285
One (1) copy; of the petition must also be served to DENR:
Lacy Presnell, General Counsel
Department of Environment and Natural Resources
1601 Mail Service Center
Raleigh, NC 27699-1601-
Unless such a petition is filed, this Certificatiomshall be final and binding.
This certification completes the review of the Division under section 401 of the Clean Water Act
and'15A NCAC 02H .0500. Contact Joanne Steenhuis at 910-796-7306 or
Joanne.Steenhuis(ancdenr.gov if you have any questions or concerns.
Sincerely,
��I
Karen Higgins, Supe " or
Wetlands, Buffers, Streams —
Compliance & Permitting Unit
Attachments
cc: Maria Jones, Cape Fear Engineering, 151 Poole Road, Suite 100, Belville, NC 28451
Martin Korenek, IFE/EMD/ECON, 12Post Lane, Camp Lejeiine, NC 28547
Brad Shaver, USAGE Wilmington-viaemail ([e-mail].r6i1)
Stephen Rynas, DCM Morehead City=via email ([e-mail])
Todd Bowers, EPA, Sam Nunn Federal Center, 61 Forsyth Street SW, Atlanta, GA 30303
Brian Lambe, DEMLR WiRO
DWR WiRO files
DWR Webscape Unit
Filename: 120270V3HangerP705&710a nd Aircra ftApron M CASNewRiver(Onslow)_401_IC.docx

US Marine Corps :Camp Lejeune
Attn: Mr. Neal Paul, Deputy Public Works Officer
DWR Project N.12-0270 V3
August.29,.2013
Page3 of 9
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION ff3969 is issued inconformity with the requirements of Section 401,;Public
Laws 92-500 and 95-217 of the United States and subject to North Carolina's Regulations in
15 NCAC:02H .0500, to the US Marine Corps Camp Lejeune per Mr. Neal Paul, Deputy Public
Works:Officer, who have authorization for the impacts listed below, as described within
your application received by the N.C. Division of Water Resources (Division) on,May 31,
2013 and subsequent information on July 29, 2013 and August,26, 2013, and by Public
Notice -issued by the U-S. Army Corps of Engineers and received by the Division on April 11,
2012 and an abbreviated electronic NoticeJssued by the Army Corps of Engineers on August
6,' 2013.
The.State of North Carolina certifies that this activity Will not.violate the applicable portions of
Sections,301,302, 303, 306,307 of the Public Laws 92-500 and PL 95-217 if conducted in
accordance,with the application, the supporting documentation, and conditions hereinafter set
forth:
This approval requires you to follow the conditions listed in the certification below.
Conditions of Certification:
1. Impacts Approved
Amount Approved
Amount Approved
Plan Location or
Type,of Impact
(Units) Permanent
(Units) Temporary
Reference
404/401 Wetlands
N/A
N/A
streams
CW -500 (attached)'
S1
841 linear feet
N/A
CW -503 &
CW -504 (attached)
TOTALIMPACTS
841linear feet
Open Water impacts
N/A'
N/A
Compensatory Mitigation Using a Mitigation Bank
Mitigation must be provided for the proposed'impacts as specified in the table below. We
understand that you intend to purchase credits from the Bachelors Delight Mitigation Bank
in Onslow County as described in your application to meet this mitigation requirement.
Until the Bachelors Delight Mitigation Bank receives and clears your check, and proof of
payment has been provided tothisOffice, no impacts specified in this Authorization
Certificate shall occur. For accounting purposes, this Authorization Certificate authorizes
payment into the Bachelors Delight Mitigation Bank to meet the following:compensatory
mitigation requirement:.

US Marine Corps Camp Lejeune
Attn: Mr. Neal Paul, Deputy Public Works Officer
DWR Project Ir12-0270 V3
August 29, 2013
Page 4 of 9
Type of Impact
Compensatory
Mitigation Required
River and Sub -basin Number
Stream 1841
linear feet
White Oak/03030001
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the Pre -Construction Notification: for this
project. All construction activities, including the design, installation, operation and
maintenance of sediment and erosion control Best. Management Practices shall be '
performed so that no violations of state water quality standards, statutes; or rules occur.
Approved plans and specifications for this'project are incorporated by reference and are
enforceable parts of this permit.
4. Wetland Boundary Identification
The wetland boundary must be clearly identified within 50 feet of the project corridor as
depicted on the jurisdictional determination map signed by the US Army Corps of Engineers.
THe wetland boundary identification (flagging; fencing, etc.) must be maintained until the
project is completed.
5. 'Sediment and Erosion Control
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices and if applicable, comply with the specific conditions and
requirements of the NPDES Construction Stormwater Permit issued to the site:
a.. Design, installation, operation,, and maintenance of the sediment and erosion
control measures must be such;that they equal or exceed the requirements specified
in the most recent version of the North.Carolina Sediment and Erosion Control'.
Manual. The devices shall be maintained on all construction sites, borrow;sites, and
waste pile (spoil) projects, including contractor -owned or [eased borrow pits
associated with the project.,
b. For borrow pit sites, the erosion and sediment control measures must be designed,
installed, operated, and maintained in accordance with the most recent.version of
the North Carolina Surface Mining Manual.
c. Reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act and
the Mining Act of 1971.
d. Sufficient materials required for stabilization and/or repair of erosion control
measures and stormwater routing and treatment shall be on site at all times.
e. For PNA, SA, WS-I, WI -II, HQW, ORW waters. The sediment,and erosion control
designs mustcomply with the requirements set forth in 15A NCAC 04B .0124 Design
Standards in Sensitive Watersheds.

US Marine Corps Camp Lejeune
Attn:. Mr: Neal Paul, Deputy Public Works. Officer
DWR Project k 12-0270 V3
August .29,.2013
Page 5 of 9
6. Sediment and erosion control measures shall not be placed in wetlands or waters.
Exceptions to this condition require application submittal toandwritten approval by the:
Division. If placement:of sediment and erosion control devices in wetlan&and waters is
unavoidable, then design and placement of temporary erosion control measures shall not
be conducted in a manner that may result in dis-equilibriunn,of wetlands, stream beds, or
banks, adjacent to or upstream and downstream of the above:structures..All sediment and
erosion control devices shall be removed and the natural grade restored within two (2).
months of the date that the Division of Energy; Mineral and Land Resources (DEMLR) or
locally delegated program has released the specific area within the project.
7. Anyfinal construction plans for this project must include or reference the application and
plans approved by the Division under this,authorization letter and certification. It shall be.
the responsibility of the permitee'to review all construction.drawings with the approved
permit drawings to determine'that the.drawings are consistent. Documentation via letter
or e-mail must be provided to the Division prior to the start'of construction confirming
that,the construction drawings are consistent with the.permitted drawings. If the
drawings are not consistent, the applicant is required to not the Division, c/o Joanne
Steenhuis Wilmington Regional Office and address the inconsistencies prior to working in
wetlands.
8. Pre-Construction.MeetinR
The permitee shall notify the Division in writing (e-mail [e-mail])
prior to the beginning of the work authorized under this certification. A pre_construction
meeting must be held With the.DWR prior to the start of the project so that the
contractors and/or agents fully understand the conditions associated with this
certification.
9. NC DOT Sensitive Watershed Erosion and:Sediment Control Practices
Sediment and erosion control measures shall adhere to the design standards for sensitive
watersheds (15A NCAC 4B .0124] throughout the life of this project. See NCDOT
publication, Best Management Practices for the Protection of Surface Waters (March 1997).
10. All mechanized equipment will be regularly inspected and maintained to prevent
contamination of waters and wetlands from hydrocarbons'or other potential toxic
chemicals. In the event of a hydrocarbon or chemical spill, the permitee/contractor shall
immediately contact the Division of Water Resources, between the hours of 8 am to 5 pm at
the Wilmington regional office at;910.796.7215or Steve Lewis at 919.807.6308 and after
hours and,on weekends call the USCG National Response.

US. Marine Corps Camp Lejeune
Attn:- Mr. Neal Paul, Deputy Public Works Officer
DWR Project N 12-0270 V3
August 29, 2013
Page 6 of 9
11. Culvert Installation
All work in or adjacent to stream,waters shall be conducted in a dry work'aeea. Approved
BMP measuresfrom the most current version of NCDOT Construction:and Maintenance
Activities manual (http://www.ncdot.org/doh/operations/BMP manual/download/
BMP Manual.pdf) such as sandbags, rock berms,'cofferdams and other diversion structures
Shall be used to prevent excavation in flowing water.
Culverts required for this project shall be installed in such a manner that the original stream
profiles are not altered Existing stream dimensions (including:the cross'section dimensions,
pattern, and longitudinal profile) must be maintained above and below locations of each
culvert. Culverts shall be designed and installed to allow for aquatic life movement as well
as to prevent.head cutting of the streams. If any of the existing pipe's:are or become
perched, the appropriate`stream grade.shall be re -established -;or, if the pipes are installed in
a perched manner, the,.pipes shall be removed and re -installed correctly.
All authorized culverts -and other structures in waters,.streams, and wetlands must be
placed below the elevation of the streambed by one foot for all culverts with a diameter
greater than 48 inches, and 20 percent of the culvert diameter for culverts having a
diameter less than 48 inches, to allow low flow passage of water and aquatic life. Design
and placement of culverts'and other structures including temporary erosion control
measures shall not be conducted in a manner that may result in dis-equilibrium of wetlands
or streambeds or banks; adjacent to.or upstream and downstream of the above structures.
The applicant is required to provide evidence that the equilibrium shall be maintained if
requested in writing,by DWR. Culverts shall be placed so.that the opening(s) match the
natural stream channel wherever possible. Bank -full flows (or less) shall be accommodated
through maintenance of the existing bank -full channel. Additional culverts shall be allowed
only to receive flows exceeding bank -full. The low flow pipes should be aligned with the
deepest part of the stream channel, so that flow is maintained during low flow conditions.
Field adjustments of the culvert placements may be necessary to correctly Install the
culverts.
The.establishment of native, woody vegetation and other soft stream bank stabilization
techniques must be used where practicable instead of rip rap or other bank hardening
methods. If rip -rap is necessary, it shall not.be, placed in the stream bed, unless specifically
approved by the Division of Water Resources. All approved rip-rap.shall be appropriately
keyed in and only placed in wetland and stream areas that have permitted impacts.

US Marine Corps Camp Lejeune
Attn: Mr. Neal Paul; Deputy Public Works Officer
DWR Project N 12-0270 V3
August 29, 2013
Page 7"of 9
12. Construction Stormwater Permit NCG010000
An NPDES Construction, Stormwater Permit is required for construction projects that disturb
one (1) or more acres of land. This Permit allows Stormwater to be: discharged during land
disturbing construction activities as stipulated in the conditions of the permit. If your
Project is covered by this permit, full compliance with permit conditions including the
erosion & sedimentation control plan, inspections and maintenance; self -monitoring, record
keeping and reporting requ rements is required. A copy of the,genera(permit
(NCG010000); inspection log sheets, and other information may befound at:
http://portal,ncdenr.org/web/Wa/ws/su/npdessw#tab-w.
13. If concrete is used:during;the construction, then all necessary measures shall be taken to'
prevent direct contact between.uncured or, curing concrete and -waters of the state. Water
that inadvertently contacts uncured concrete,shall not be discharged to waters of the state
due to the potential for elevated pH and possible aquatic life/fish kills..,
1.4. A one-time application of fertilizer to re-establish vegetation is allowed in disturbed areas
including riparian buffers, but is restricted to no closer than 10 feet;from top of bank of
streams. Any fertilizer application must comply with all other Federal, State and Local
regulations..
15. This Certification does not relieve the applicant of the responsibility to.obtain all other
required Federal,.State, or Local' approvals.
16. Continuing Compliance
The US Marine Corps Camp Lejeune; Mr; Neal Paul, Deputy Public Works Officer shall
conduct construction activities in a manner consistent with State water quality standards
(including any requirements resulting from compliance with section 303(d) of the Clean
Water Act) and any other appropriate requirements of State and Federal law. The US
Marine Corps Camp Lejeune, Mr. Neal Paul, Deputy Public Works Officer shall require
their contractors (and/or agents) to comply with all of the terms of this Certification, and
shall provide each of its contractors (and/or agents) a copy of this Certification. A copy of
this Certification shall be included inthe construction contract and available,on the job
site at all times. tf the Division;determines that such standards or laws are"not being met
(including the failure to sustain a designated or achieved use) or that State or federal law is
being violated, or thatfurther conditions are:necessary to assure,compliance, the Division
may reevaluate and modify this.Certification. Before modifying the Certification, the
Division shall notify' the US Marine Corps Camp Lejeune, Mr. Neal Paul, Deputy Public Works
Officer and the U.S. Army Corps of Engineers,, provide public notice in accordance with 15A
NCAC 02H .0503 and provide opportunity for public hearing in accordance with 15A NCAC
02H .0504; Any new or revised conditions shall be provided to the LISWarine Corps Camp
Lejeune, Mr. Neal Paul; Deputy Public Works•Officer in writing, shall be provided to the U.S.

US Marine Corps Camp Lejeune
Attn: Mr. Neal Paul, Deputy Public Works Officer
DWR:Project N 12-0270 V3
August 29, 2013
Page 8 of 9
Army.Corps of Engineers for reference in any Permit issued pursuant.to Section 404 of the
Clean Water Act, and shall also become conditions of the 404 Permit for the project.
17. This approval is for the purpose and design described in your application and as described in
the Public Notice dated.April 11, 2012 and the abbreviated electronic Notice Dated August
6; 2013 and application dated July 15; 2013. The. plans and specifications for this project are
incorporated by reference and are an enforceable part of the Certification. If you change
your project, you must notify -the Division and you may be required to "submit"a new
application package with the appropriate fee. If the property is sold, the'new owner must
be given a copy of this Certification and is responsible for complying with all conditions.
Any new owner must -notify the Division and request the,Certification be.issued in their
name.
18. Diffuse Flow ,
All constructed stormwater conveyance outlets shall be designed and maintained as diffuse
flow at non -erosive velocities if they are directed through the,wetlands.such that it will not.
re -concentrate before discharging: If this is not possible, it may be necessary to revise that
stormwater plan to prevent this from occurring. This may require additional approval from
this Office for wetlands and stormwater revisions.
:19. Within 60 days of completion of construction, as -built drawings shall be submitted to both
'the Division of Water Resources, Webscape Unit, 1650 Mail Service Center, Raleigh NC
27699-1650 and to the NCDENR Wilmington Regional Office, Attn: Joanne Steenhuis; 127
Cardinal Drive. Extension, Wilmington, NC 28405.
20. Theapplicantand/or authorized agent shall provide a completed Certificate of Completion
Form to the. DWR Webscape Unit within ten days of project completion (available at:
http://portal.ncdenr.org/web/wq/swp/ws/401/certsandpermits/apply/forms).
21. This certification grants permission to the director; an authorized representative of the
Director, or DENR staff, upon the presentation of proper credentials, to enter the property
during normal business hours.

US Marine Corps,Camp Lejeune
,Attn::Mr. .Neal Paul, Deputy Public Works Officer
DWR Project if 12-0270V3
August 29, 2013
Page 9of 9
This approval to proceed with your proposed'impacts or to conduct impacts to waters as
depicted in your application shall expire upon expiratioh,of the 404 or CAMA Permit. The
conditions in effect on the date of issuance shall remain in effect for the life of the'project,
regardless of th e.expiration. date of this Certification.
Non-compliance with or violation of the conditions herein set forth may result in. revocation of
this Certification;and, may also result in criminal and/or civil penalties.
This the 29`h day of August 2013
DIVISION OF WATER RESOURCES
Karen Higgins, Supery
Wetlands; Buffers, Stormwater—
Compliance & Permitting Unit
KAH/jhs
3969

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U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Compensatory Mitigation Responsibility Transfer Form
Permittee: North Carolina Department of Transportation Action to: SAW-2010-01797
Project Name: Apron expansion New River Air Station, Camp Lejeune County: Onslow
Instructions to Permittee: The Permittee must provide a copy of this form to the Mitigation Sponsor, either an approved
Mitigation Bank or the North Carolina Ecosystem Enhancement Program (NCEEP), who will then sign the form to verify the
transfer of the mitigation responsibility. Once the Sponsor has signed this form, it is the Permittee's responsibility to
ensure that to the U.S. Army Corps of Engineers (USAGE) Project Manager identified on page two is in receipt of a signed
copy of this form before conducting authorized impacts, unless otherwise specified below. If more than one mitigation
Sponsor will be used to provide the mitigation associated with the permit, or if the impacts and/or the mitigation will occur
in more than one 8-digit Hydrologic Unit Code (HUC), multiple forms will be attached to the permit, and the separate forms
for each Sponsor and/or HUC must be provided to the appropriate mitigation Sponsors.
Instructions to Sponsor: The Sponsor must verify that the mitigation requirements shown below are available at the
identified site. By signing below, the Sponsor is accepting full responsibility for the identified mitigation, regardless of
whether or not they have received payment from the Permittee. Once the form is signed, the Sponsor must update the
appropriate ledger, and provide a copy of the signed form to the Permittee and to the USACE Bank/In-Lieu Fee Program
Manager. The Sponsor must also comply with all reporting requirements established in their authorizing instrument.
Permitted Impacts and Compensatory Mitigation Requirements:
Permitted Impacts Requiring Mitigation* 8-digit HUC and Basin: 03030001, White Oak/Cape Fear River Basin
Stream Impacts (linear feet)
Wetland Impacts (acres)
Warm
Cool
Cold
Riparian
Riparian
Non -Riparian
Coastal
Riverine
Non-riverine
841
*If more than one mitigation sponsor will be used for the permit, only include impacts to be mitigated by this sponsor.
Compensatory Mitigation Requirements: 8-digit HUC and Basin: 03030001, White Oak/Cape Fear River Basin
Stream Mitigation (credits)
Wetland Mitigation (credits)
Warm
Cool
Cold
Riparian
Riparian
Non -Riparian
Coastal
Riverine
Non-riverine
841
Mitigation Site Debited: Bachelors Delight Mitigation Bank
(List the name of the bank to be debited. For umbrella banks, also list the specific site. For NCEEP, list NCEEP. If the NCEEP
acceptance letter identifies a specific site, also list the specific site to be debited).
Section to be completed by the Mitigation Sponsor
Statement of Mitigation Liability Acceptance: I, the undersigned, verify that I am authorized to approve mitigation
transactions for the Mitigation Sponsor shown below, and I certify that the Sponsor agrees to accept full responsibility for
providing the mitigation identified in this document (see the table above), associated with the USAGE Permittee and Action
ID number shown. I also verify that released credits (and/or advance credits for NCEEP), as approved by the USACE, are
currently available at the mitigation site identified above. Further, I understand that if the Sponsor fails to provide the
required compensatory mitigation, the USACE Wilmington District Engineer may pursue measures against the Sponsor to
ensure compliance associated with the
//mitigation requirements.
Mitigation Sponsor Name: Weu r,eba sro �fr7/�STf/�e'��NVC�Pi�Jrrr// C,cuy.0i9tiy
Name of Spans is A on "ed Representative:
Signatu of Sponsors Authorized Re entative Date of Signature
Page 1 of 2 Form Updated 2 October, 2012

USACE Wilmington District
Compensatory Mitigation Responsibility Transfer Form, Page 2
Conditions for Transfer of Compensatory Mitigation Credit:
• Once this document has been signed by the Mitigation Sponsor and the USACE is in receipt of the signed form, the
Permittee is no longer responsible for providing the mitigation identified in this form, though the Permittee remains
responsible for any other mitigation requirements stated in the permit conditions.
• Construction within jurisdictional areas authorized by the permit identified on page one of this form can begin only
after the USACE is in receipt of a copy of this document signed by the Sponsor, confirming that the Sponsor has
accepted responsibility for providing the mitigation requirements listed herein. For authorized impacts conducted by
the North Carolina Department of Transportation (NCDOT), construction within jurisdictional areas may proceed upon
permit issuance; however, a copy of this form signed by the Sponsor must be provided to the USACE within 30 days of
permit issuance. NCDOT remains fully responsible for the mitigation until the USACE has received this form, confirming
that the Sponsor has accepted responsibility for providing the mitigation requirements listed herein.
• Signed copies of this document must be retained by the Permittee, Mitigation Sponsor, and in the USACE
administrative records for both the permit and the Bank/ILF Instrument. It is the Permittee's responsibility to ensure
that the USACE Project Manager (address below) is provided with a signed copy of this form.
• If changes are proposed to the type, amount, or location of mitigation after this form has been signed and returned to
the USACE, the Sponsor must obtain case -by -case approval from the USACE Project Manager and/or North Carolina
Interagency Review Team (NCIRT). If approved, higher mitigation ratios may be applied, as,per current District
guidance and a new version of this form must be completed and included in the USACE administrative records for both
the permit and the Bank/ILF Instrument. -
Comments/Additional Conditions:
This form is not valid unless signed by the mitigation Sponsor and USACE Project Manager. For questions regarding this
form or any of the conditions of the permit authorization, contact the Project Manager at the address below.
USACE Project Manager: Brad Shaver
USACE Field Office: Wilmington Regulatory Field Office
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, NC 28403
Email:
2LZ-' R �� September 3 2013
USACE Project Manager Signature Date of Signature
Current Wilmington District mitigation guidance, including information on mitigation ratios, functional assessments, and
mitigation bank location and availability, and credit classifications (including stream temperature and wetland groupings( is
available at htto://ribits.usace.army.mil.
Page 2 of 2
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so, please complete the
Customer satisfaction survey located at our website at http;(/re ulatorr.usacesurvey.coml to complete the survey online.

BACHELORS DELIGHT MITIGATION BANK
c/o Land Management Group, Inc.
3805 Wrightsville Avenue, Suite 15
[phone]
MITIGATION CREDIT INVOICE
DATE: September 25, 2013
TO: U.S. Marine Corps Base — Camp Lejeune (PERMITTEE)
Attn. Mr. Neal Paul (Deputy Public Works Officer)
1005 Michael Road
Camp Lejeune, NC 28542
PERMIT AGENT: Tom Gulley
Needham Environmental, Inc.
PO Box 960
Wilmington, NC 28402
PROJECT NAME: MCAS New River Hangar and Apron Extension (P683/P687)
CORPS ACTION ID: SAW-2010-01797 (Mod)
BDMB NO. 2013-002
INVOICE NO. 2013-002
Credit Type
Units
Fee per Unit
... _._....
(—Total
Stream
841
$355.30
$0.00
Non -Riparian Wetland*
F -oI
$48,311
( $0.00
Riparian Wetland*
10
$66,961.00
$0.00
TotalBalance Due*`
$298,807.30
Notes: 'Wetland credits sold in 0.10-unit increments
**Credit transfer to be completed upon receipt of payment in full (certified funds required)
ALL CHECKS SHOULD BE MADE PAYABLE TO "BACHELORS DELIGHT ESCROW ACCOUNT"

Page l of
Official Document Inventory �
Official Document Inventory: Action ID No SAW-2010-
M°"
01.797 t1SMC Camp Lejeune Moclification of the
Department of hte Army Authorization for the New ILik`It Tags&
River Marine Corps Air Station (MCAS) Nnte<,
Document Type
Date.Received/Created
Date Signed
Document Status
mail status
Document,Tltle
Author
Program
Keywords
8iiild.ing/Room #
Storage,
Location
Route
Mailing Instructions
Comments
Working File Link
Tickler Status
Tickler Due Date
.Director Comments
Permanent File
18078
Correspondence
9/9/201[3
9/4/2013
Informational
Incoming
Action ID No SAW-2010-01797 USMC Camp Lejeune Modification of Lhe D6pantment
of hte Army Authorization for the New River flarine Corps Air Station _(PICAS)
U.S. At Corps of Engineers
5090.11.2 LWRS
Action ID No SAW-2010-01797 USPIC Camp Lejeune Modification of the Department
of lite Army Autiiorization for the New.. River Marine Corps AirSt 1.1011 (MCAS)
131dg 12/Rm 241
Filing Cabinet
ECON i,m _Cari'_Cafitei_Wogdall__rownson
General
Yes K
f/0/3ContentType; Item
Version: 1.0
Created at9/9/2013 3:18 PM by Canter CIV Rebekah D
Last modified at 9/9/2013 3:18 PM by Canter CIV Rebekah D
Gore

Sand filter BMP Calculations
P705 Hangar and Apron Expansion
MCAS, New River, Jacksonville, NC
6/4/2014
Drainage Area DA-E
Area (Individual Sand Filter) =
143680 sf
On -Site Drainage Area =
143680 sf
Off -Site Draiange Area=
0 sf
Proposed Impervious Area=
134882 sf
Existing BUA to Remain=
0 sf
Pre Development (incl. Existing BUA & impervious removed w/ const.)
Woods =
82942 sf
CN= 36
Grass=
60738 sf
CN= 39
Total =
143680 sf
CN T= 37
Post Development
Impervious=
134882 sf
CN= 98
Grass=
8798 sf
CN= 39
Total =
143680 sf
CNwT= 94
1-Year 24-hr Storm = 3.51 inches
(Source: NOAA Atla 14, Vol 2, Version 3, Jacksonville, NC)
Pre-Dev.= 0.001 cfs
Post-Dev.= 8.782 cfs
Water Qualitv Volume
"Simple Method"
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 3.30 ac 143680 sf
Impervious= 3.10 ac 134882 sf
% Impervious (I)= 94 %
Runoff Coef. (Rv) = 0.05+0.009(I) = 0,895
Water Quality Volume (WQV) = (Design Rai nfall)(Rv)(Drainage Area)
WQV= 0.37 ac-ft = 16072 cf
Adjusted Water Quality Volume (WQVadj)' = 0.75(WQV)
WQVadI= 12054 cf
'Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Af)
Af=(WQV)(df) / (k)(t)(ha+df)
df = Depth of the Sand Filter =
1.5 ft
k = Sand Permeability =
3.5 ft/day
t = Draining Time = 40 hours =
1.66 days
ha = Average Head (Max Head/2) =
1.63 ft
Af = 1328 sf
Area Provided = 1434 sf OK
IECEWE,
JUN062014
BY:

Drainage Area DA-E Contd.
Minimum Sediment Basin Surface Area (As)
As (2400(Rj(Ad-ac)(Rd)
As = 1063 sf
Area Provided = 2608 sf OK
Maximum Head on Filter
Hmaxfi1ter = WQVadi / (A, + Af) = 2.98 ft
Max. Head Provided = 3.25 ft OK
Storage Volume **
Volume = (AreaRter x Headmax) + (Areasediment x (Headmax - 2")) = 12702 cf
WQVadj= 12054 cf OK
Underdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 fUday
Hydraulic Gradient, i=hf+df= 3.1 ft
Avg. Ht. of Water Above Filter, hf= 1.6 ft
Filter Bed Depth, df = 1.5 ft
Filter Bed Area, A = 1434 sf
Flow Rate, Q = 0.18 cfs 1.82 cfs (FS=10)
Diameter of single Pipe
f �al Roughness Factor, n = 0.011
D =1� Q o s 1 J Internal Slope, s= 0.5 %
J Diameter (1 Pipe), D = 4.20 in
Proposed: (2-4" PVC pipes) D= 5.13 in* OK
NCDENR Stormwater BMP Manual Table 5-1
" Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.

Sand filter BMP Calculations
P705 Hangar and Apron Expansion
MICAS, New River, Jacksonville, NC
6/4/2014
Drainage Area DA-F
Area (Individual Sand Filter) =
49119 sf
On -Site Drainage Area =
49119 sf
Off -Site Draiange Area=
0 sf
Proposed Impervious Area=
45991 sf
Existing BUA to Remain=
0 sf
Pre Development (incl. Existing BUA & impervious removed w/ const.)
Woods =
123 sf
CN= 36
Grass=
48996 sf
CN= 39
Total =
49119 sf
CNwT= 39
Post Development
Impervious=
45991 sf
CN= 98
Grass=
3128 sf
CN= 39
Total =
49119 sf
CND= 94
1-Year 24-hr Storm = 3.51 inches
(Source: NOAA Atla 14, Vol 2, Version 3, Jacksonville, NC)
Pre-Dev.= 0.002 cfs
Post-Dev.= 3.007 cfs
Water Qualitv Volume
"Simple Method"
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 1.13 ac 49119 sf
Impervious= 1.06 ac 45991 sf
% Impervious (1)= 94 %
Runoff Coef. (Rv) = 0.05+0.009(I) = 0.893
Water Quality Volume (WQV) _ (Design Rainfall)(Rv)(Drainage Area)
WQV= 0.13 ac-ft = 5481 cf
Adjusted Water Quality Volume (WQVadj)* = 0.75(WQV)
WQVadl= 4111 cf
*Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Ar)
Af=(WQV)(df) / (k)(t)(ha+df)
dr = Depth of the Sand Filter =
1.5 ft
k = Sand Permeability =
3.5 ft/day
t = Draining Time = 40 hours =
1.66 days
ha = Average Head (Max Head/2) =
1.63 ft
Af = 453 sf
Area Provided = 525 sf OK

Drainage Area DA-F Contd.
Minimum Sediment Basin Surface Area (As)
As (2400(Rj(Ad-nc)(Rd)
As = 362 sf
Area Provided = 806 sf - OK
Maximum Head on Filter
Hmaxnter = WQVadj / (As + A,) = 3.09 ft
Max. Head Provided = 3.25 ft OK
Storage Volume **
Volume = (AreaRter x Headmax) + (AreaSediment X (Head,,, - 2")) = 4191 cf
WQVadj 4111 cf OK
Underdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 fUday
Hydraulic Gradient, i=hf+df= 3.1 ft
Avg. Ht. of Water Above Filter, hf= 1.6 ft
Filter Bed Depth, d, = 1.5 ft
Filter Bed Area, A = 525 sf
Flow Rate, Q = 0.07 cfs 0.66 cfs (FS=10)
Diameter of single Pipe
w n l J �81 Roughness Factor, n = 0.011
D =16{ Q o Internal Slope, s= 0.5 %
J Diameter (1 Pipe), D = 2.88 in
Proposed: (2-4" PVC pipes) D= 5.13 in* OK
` NCDENR Stormwater BMP Manual Table 5-1
" Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.

P-705 Aircraft Maintenance Hangar & Apron, Jacksonville, NC
Storm Drainage Computations -Tyr Return
Proposed Ourfall (calculated In foal)
ain aU
III
F10V!"
z`1'!`cle
iqr P
ele •it +'
Ikm "P
of
1:01!g111":
k tt
IPt!?
thTt
6 47i
i - In
i!P,>!-61
�y. ful(
Va
". [av41'�
`�iom
- Td
ArN9
- A'-8.
acre
uKO.
2 aeIfiIon t
QA
1 Aacut
�'
�' 1min
Box Culverts stem
150
1121
34699
0
0.80
0.00
0.95
0.30
0.76
0.00
0.76
5.0
6.9
52
15.26
13.30
80
0.0245
i5
i0.9
8.9
8.6
0.2
161
172
26483
0
0.61
0.00
0,95
0.30
0.58
0,00
0.58
5.0
6.9
40M50
13.20
20
0.0150
15
5.6
7.0
6.8
00
162111773
30456
0.70
0.95
0,66
0
0.00
0.30
0.00
0.66
5.0
6.9
4.6
12.50
36
0.0139
15
8.2
6.7
6.8
0.1
52483go
1312098
120,49
30.12
0.95
0.30
114.46
9.04
123.50
31.0
3.1
387.8
6,90
100
0,0025
06
386.7
4.5
5.2
0.3
z
0
0
0.00
0.00
0.95
0.30
0.00
0.00
125.50
31.0
3.1
394"1
5.33
208
0.0027
95
658"6
10.3
10.7
0.3
173
3981
4410
0.09
0.10
0.95
0.30
0.09
003
125.61
31.3
3.1
3945
5,33
4.92
148
0.0028
96
662.2
10.3
10.8
0.2
Ex CB
174
60000
2712116
1.38
62,26
0.95
0.30
1.31
18.68
19.99
25.0
. 3.7
700
10.79
6.64
356
0.0105
36
74.0
10.5
11.9
0.6
163
164
16500
0.38
0.95
0.35
0
0.00
0.30
0.00
0.36
5.0
6.9
2.5
13.00
11.75
90
0.0139
15
8.2
6.7
5.8
0.3
164
174
18017
0.411
0.95
0.39
0
0.00
030
0,00
0.75
5.3
69
5.2
11.50
10.40
60
0.0183
18
15.4
8.7
70
0.1
174
175
12899
0.30
0.95
0,28
7447
0,17
0.30
0.05
146.69
31.6
3.1
454.8
4.92
4,33
218
0.0027
96
654.5
10.2
10.8
0.3
175
176
44835
12297
1.03
0.28
0.95
0.30
0.98
0.08
147.75
31.9
3.1
458.1
4.33
3.65
249
0.0027
96
657.5
10.3
10.9
0.4
178
176
63004
9356
1,45
0.21
0.95
0.30
1.37
0.06
1.44
10.0
5.5
Z9
8.16
8.00
18
0.0089
18
10.7
6.1
6 6
0.0
176
177
0
0
0.00
0.00
0.95
0.30
0.00
0,00
149.19
32"3
3.1
- 462.E
3.65
3.G0
16
0,0031
96
703.3
11.0
11.6
0.0
Totals -
9,616.988
22678
Draina o
Area F to
Sandfllter F
165
168
20250
0.46
0.95
0.44
0
0.00
0.30
0.001
0,44
5.0
6.9
3.0
12.15
11.65
94
0,0053
i5
`_.1
4.2
4.2
04
166
167
12150
0.28
0.95
0.26
0
0.00
0.30
0.00
0.71
5.4
6.9
4.8
11.40
11.00
751
0.00531
18
8.3
4.7
4.8
0.3
167
168
6075
0.14
0.95
0.13
0
0.00
0.30
0,00
0.84
5.6
6.6
5.5
11.00
10.80
38
0.0053
i8
8.3
4.7
5.0
0.1
168
168a
6003
0.14
0.95
0.13
0
0.00
0.30
0.00
0.97
5.8
6.6
6.4
10.80
9.70
148
0.0074
18
9.6
5,6
5.9
0.4
168a
169a
0
0.00
0.95
0.00
0
0.00
0.30
0.00
0.97
6.2
6.6
6.4
9.70
9,50
24
0.0083
18
10.4
5.9
6.1
i 01
Totals=
44,478
1.02
Storm Pipe Design Section F Revised Option 1.xlsx 1 5/30/2014

P-705 Alrc raft Maintenance Hangar& Apron, Jacksonville, NC
Storm Drainage Computations - 2yr Return
Proposed Outfall (calculated In feet)
Storm Pipe Design Section F Revised Option t.xisx 2 5130/2014

P-706 Aircraft Maintenance Hangar e, Apron, Jacksonville, NC
Storm Drainage Computations - 10yr Return
Proposed Outlall (calculated in feet)
Min. ^ TA'
• s•.a
.i'.
"fi
@
.o ac
Rafjajt
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� � �...
CI
. Accum
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si: I
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o a
#IrtV Pg'4
��.""elevN 3
n
$ alevii'3
�9.._4
P.�B ppe
,a B
tGap pryi
,�ull
t* a o�
.Zt,� e
Box Culverts stem
150
172
34699
0.80
0.95
0.76
0
0.00
0.30
0.00
0.76
5.0
8.9
6.8
15.26
13.30
80
0.0245
15
10.9
8.9
9.3
0A
161
172
26483
0.61
0,95
0.58
0
0.00
0,30
0.00
0.58
5.0
8.9
5.2
13.50
13.20
20
0,0150
15
86
7.0
7.3
0.6
162
172
30456
0.70
0.95
0.66
0
0.00
0.301
0,00
0,66
5.0
8.9
5.9
1 13,00
12.50
361
0.0139
15
8.2
6.7
Z3
0.1
OFFSITE
172
5248390
120.49
0.95
114.46
13120981
30.12
0.30
9,04
123.50031.04�3
532.2
6.15
5.90
100
0.0025
96
386.7
4.5
5.2
0.3
172
173
0
0.00
0,95
0.00
0
0.00
0.30
0.00
125.50
540.8
5.90
5.33
208
0,0027
96
658.6
10.3
11.4
0.3
173
174
3981
009
0.95
0.09
4410
0,10
0.30
0.03
125.61
31.3
4.3
541.3
5.33
4.92
145
0.0028
96
662.2
10.3
11.5
0.2
Ex CB
174
60000
1.38
0.95
1,31
2712116
62.26
0.30
18.68
19,99
2501
4.9
98.2
10.79
6.64
396
0.0105
36
74.0
10.5
12.0
0,5
163
164
16500
0.38
0.95
0.36
0
0.00
0.30
0.00
026
5.0
8.9
3.2
13.00
1175
90
0.0139
15
8.2
6.7
6.0
0,2
164
174
18017
0.41
0.95
0.39
0
0.00
0,30
0.00
0.75
5.2
8.9
6.7
1150
1040
60
0.0183
18
15,4
8.7
8.2
0.1
175
12899
0.30
0.95
0.28
7447
0.17
0.30
0.05
14869
31.5
4.3
624.7
4.92
4.33
218
0.0027
96
654.5
10.2
11.6
0.3
g175
176
44835
1.03
0.95
0.98
12297
0.28
0.30
0,08
147.75
31.8
4.3
6292
433
3.65
249
0.0027
96
657.5
10.3
117
04
178
176
33004
1.45
0.95
1.37
9356
0.21
0.30
0.06
1,44
10.0
7A
10.3
8.16
8,00
18
0.0089
18
10.7
6.1
6.9
0.0
176
177
0
0.00
0.95
0.00
0
0.00
0.30
0.00
149. 19
32.2
4.3
635.3
3,65
360
16
0,0031
96
703.3
11.0
12.3
0.0
Totals =
9,616,988
220.78
Drainage
Area F to
Sandfllter F
I
166
168
20250
0.46
0.95
0.44
0
0.00
0.30
0.00
0.44
5.0
8.9
3.9
12A5
11.65
94
0,0053
15
5.1
4.2
4.5
0.3
166
167
12150
0.28
0.95
0.26
0
060
0.30
0.00
0.71
5.3
8.9
6.3
11.40
11.00
75
0.0053
18
8.3
4.7
5.1
0.2
167
168
6075
- 0.14
0.95
0.13
0
0.00
0.30
0,00
0.84
5.6
86
7.2
11,00
10.80
38
0.0053
18
8.3
4.7
5.2
0.1
168
168a
6003
0.14
0,95
0.13
0
0.00
0.30
0.00
097
5.7
8.6
8.3
10,60
9.70
148
0.0074
18
9.6
5.6
5,21
0.4
168;
169a
01
0.00
0,95
0.00
0
0.00
0.30
0.00
0.97
6.1
8.6
8.3
970
9.50
24
0.0083
18
t0A
5.9
6.4
0.1
Tolals =
44,478
1.02
Storm Pipe Design Section F Revised Option t.xlsx 1 5/3012014

NEW RIVER BOX CULVERT
OFF-SITE-172
9
16
172
8
12
161 CO
161
7
162C
162
6
163 173
14
5
164 13
174
16
4
OFF -SITE CALA
175
3
8-CON
10
2
78
Project File: BOX -CULVERT Updated.stm Number of lines: 16 Date: 4/10/2014
Storm Sewers v9.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Ons
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
_
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
1
477.0
96x96
Box
16.000
3.60
3.65
0.313
9.37
9.40
1.25
10.65
End
Manhole
2
2
477.0
96x96
Box
47.910
3.65
3.80
0.313
10.65
10.70
1.16
11.86
1
None
3
3
472.8
96x96
Box
201.100
3.79
4.33
0.269
11.86
12.10
0.13
12.23
2
Manhole
4
4A
469.7
96x96
Box
218.000
4,33
4.92
0271
12.23
12.41
0.96
13.36
3
Manhole
5
5
393.5
96x96
Box
148,000
4.92
5.33
0.277
13.36'
13.53'
0,57
14.10
4
Manhole
6
6A
393.2
96x96
Box
103, 020
5.33
5.61
0.272
14.10'
14.22'
0.59
14.81
5
None
7
7
391A
96x96
Box
83.080
5.61
5.84
0.277
14.81'
14.90'
0.58
15.48
6
None
8
8
389.4
96x96
Box
21.900
5.84
5.90
0.274
15.48'
15.51'
0.58
16.08
7
Manhole
9
9
5.21
15
Cir
80.000
13.30
15.26
2.450
16.08'
16.60'
0.28
16.88
8
Manhole
10
178CON
7.98
18
Cir
18.000
8.00
8.16
0.889
11.86'
11.96'
0.32
12.28
2
Manhole
11
162CON
4.56
15
Cir
36.000
12.50
13.00
1.389
14.81'
14.99'
0.21
15.20
6
Manhole
12
161CON
3.97
15
Cir
20.000
13.20
13.50
1.500
15.48'
15.56'
016
15.72
7
Manhole
13
14A
4.97
18
Cir
60,000
10.40
11.50
1.833
13.36'
13.50'
0,02
13.51
4
Manhole
14
15
2.48
15
Cir
90.000
11.75
13.00
1.389
13.51
13.65
0.23
13.88
13
Manhole
15
16
387.0
96x156
Ell
100.000
5.90
6.15
0.250
16.66'
16.71'
0.35
17.06
8
OpenHeadwall
15
LNEWVER
4B
73.00
36
Cir
396.000
6.64
10.79
1.048
13.36'
18.11'
1.66
19.77
4
OpenHeadwall
BOX CULVERT
Number of lines: 16
Run Date: 4/10/21014
NOTES: Return period = 2 Yrs. 'Surcharged (HGL above crown).
Storm Sewers v9.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
RnoH
Area x C
To
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd I Rim Elev
Line ID
Incr Total
coeff
(1)
flow
full
Line
To
Incr
Total
Inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
Llne
(ft)
(ac) (ac)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
(ft/s)
(in)
N
IN
(ft)
(ft)
(ft)
(ft)
(it)
1
End
16.000
0.00
6.53
0.00
0.00
5.71
0.0
33.4
3.0
477.0
649.3
10.35
96
0.31
3.60
3.65
9,37
9.40
14.20
14.20
1
x 96b
2
1
47.910
0.00
6.53
0.00
0.00
5.71
0.0
33.3
3.0
477.0
649.9
8.58
96
0.31
3.65
3.80
10.65
10.70
14.20
15.06
2
x 96b
3
2
01.100
1.31
4.87
0.81
1.06
4.27
31.9
32.8
3.0
472.8
601.9
7.50
96
0.27
3.79
4.33
11.86
12.10
15.06
15.06
3
x 96b
4
3
18.000
0.47
3.56
0.72
0.34
3.21
31.6
32.3
3.0
469.7
604.3
7.64
96
0.27
4.33
4.92
12.23
12.41
15.06
17.07
4A
x 96b
5
4
148.000
0.19
2.30
0.61
0.12
2.12
31.3
31.9
3.1
393.5
611.4
6.15
96
0.28
4.92
5.33
13.36
13.53
17.07
18.70
5
x 96b
6
5
103.020
0.00
2.11
0.00
0.00
2.00
0.0
31.6
3.1
393.2
605.6
6,14
96
0.27
5.33
5.61
14.10
14.22
18.70
18.37
6A
x 96b
7
6
83.080
0,00
1.41
0.00
0.00
1.34
0.0
31.4
3.1
391A
611.2
6.11
96
0.28
5.61
5.84
14.81
14.90
18.37
18.70
7
x 96b
8
7
21.900
0.00
0.80
0.00
0.00
0.76
0.0
31.4
3.1
389.4
608.0
6.08
96
0.27
5.84
5.90
15.48
15.51
18.70
18.57
8
x 96b
9
8
80.000
0.80
0.80
0.95
0.76
0.76
5,0
5.0
6.9
5.21
10.11
4.25
15
245
13.30
15, 26
16.08
16.60
18.57
18.44
9
10
2
18.000
1.66
1.66
0.87
1.44
1.44
10.0
10.0
5.5
7.98
9.90
4.52
18
0.89
8.00
8.16
11.86
11.96
15.06
15.06
178CON
11
6
36.000
0.70
0.70
0.95
0.67
0.67
5.0
5.0
6.9
4.56
7.61
3.72
15
1.39
12.50
13.00
14.81
14.99
18.37
18.37
162CON
12
7
20.000
0.61
0.61
0.95
0.58
0.58
5.0
5.0
6.9
3.97
7.91
3.24
15
1.50
13.20
13.50
15.48
15.56
18.70
18.80
161CON
13
4
60.000
0.41
0.79
0.95
0.39
0.75
5.3
5.7
6.6
4.97
14.22
2.81
18
1.83
10.40
11.50
13.36
13.50
17.07
18.37
14A
14
13
90.000
0.38
0.38
0.95
0.36
0.36
5.0
5.0
6.9
2.48
7.61
2.93
15
1.39
11.75
13.00
13, 51
13.65
18.37
18.37
15
15
8
100,000
0.00
0.00
0.00
0.00
0.00
31.0
31.0
0.0
387.0
854.7
4.74
96
0.25
5.90
6.15
16.66
16.71
18.57
18.57
16
x 156e
16
4
396.000
0.00
0.00
0.00
0.00
0.00
25.0
25.0
0.0
73.00
68.28
10.33
36
1.05
6.64
10.79
13.36
18.11
17.07
19.12
4B
NEW RIVER BOX CULVERT
Number of lines: 16
Run Date: 4/10/2014
NOTES:Intensity = 90.40 / (Inlet time + 13.20) - 0.89; Return period =Yrs. 2 c = cir e = ellip b = box '
Sturm Sowers A 00

1. Y
(Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Val
Vol
EGL
Sf
Invert
HGL
Depth
Area
Val
Val
EGL
Sf
Ave
Enrgy
elev
elev,
head
elev
elev
elev
head
elev
Sf
loss
(in)
(ofs)
(ft)
(ft)
Ift)
(soft)
(f 1s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
Ift)
laQn)
(ws)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
96
477.0
3.60
9.37
5.77
46.16
10.33
1.66
11.03
0.260
16,000
3.65
9A0
5.75
46.01
10.37
1.67
11.07
0,262
0,261
0.042
0.75
1.25
968
2
96
477.0
3.65
10.65
7.00
56.03
8.51
1.13
11.78
0.159
47.910
3.80
10.70
6.90
55.16
8.65
1.16
11.86
0.166
0.163
0,078
1.00
1.16
96 B
3
96
472.8
3.79
11.86
8.00
64.00
7.39
0.85
12.71
0.166
201.10
4.33
12.10
7.77
62.15
7.61
0.90
13.00
0.121
0.143
0.289
0,15
0,13
96 B
4
96
469.7
4.33
12.23
7.90
63.23
7.43
0.86
13.09
0.115
218.00
4.92
12.41
7.49
59.88
7.84
0,96
13.36
0,131
0.123
0.268
1.00
0.96
96 B
5
96
393.5
4.92
13.36
8.00
64.00
6.15
0.59
13.95
0.115
148.00
5.33
13.53
8.00
64.00
6.15
0.59
14,12
0.115
0.115
0.170
0.97
0.57
96 B
6
96
393.2
5.33
14.10
8.00
64.00
6,14
0.59
14.69
0.115.
103.02
5.61
14.22
8.00
64.00
6.14
0,59
14.81
0.115
0.115
0,118
1.00
059
96 B
7
96
391.1
5.61
14.81
8.00
64.00
6.11
0.58
15.39
0.113
83,080
5.84
14.90
8.00
64.00
6.11
0.53
15AB
0.113
0,113
0.094
1.00
0.58
96 B
8
96
389.4
5.84
15.48
8.00
64.00
6,08
0.58
16.06
0.112
21.900
5.90
15.51
8.00
64.00
6.08
0.58
16.08
0,112
0.112
0.025
1.00
0,58
96 B
9
15
5.21
13.30
16.08
1.25
1.23
4.25
0.28
16.36
0.652
80.000
15.26
16.60
1,25
1.23
4.25
0.28
16.88
0.651
0,651
0.521
1.00
0.28
10
18
7.98
8.00
11.86
1.50
1.77
4.52
0.32
12.18
0,578
18.000
8.16
11.96
1.50
1.77
4.52
0.32
12.28
0,578
0.578
0.104
1,00
0.32
11
15
4.56
12.50
14.81
1.25
1.23
3.72
0.21
15.02
0.499
36.000
13.00
14.99
1.25
1,23
3.72
0.21
15.20
0.499
0.499
0.180
1.00
0,21
12
15
3.97
13.20
15.48
1.25
1.23
3.24
0.16
15.64
0.379
20.000
13.50
15.56
- 1.25
1.23
3.24
0.16
15.72
0.379
0.379
0,076
1.00
0.16
13
18
4.97
10.40.
13.36
1.50
1.77
2.81
0.12
13.48
0,224
60.000
11.50
13.50
1.50
1.77
2.81
0.12
13.62
0.224
0.224
0.134
0.15
0.02
14
15
2.48
11.75
13.51
1.25
1.23
2.02
0.06
13.58
0.147
90.000
13.00
13.65
0.65
0.64
3.85
0.23
13.88
0.519
0.333
0.300
1.00
0.23
15
96
387.0
5.90
16.66
8.00
81.68
4.74
0.35
17.01
0,051
100.00
J6.15
16.71
8.00
81.68
4,74
0.35
17.06
0.051
0.051
0,051
1.00
0.35
156 e
16
36
73.00
6.64
13.36
3.00
7.07
10,33
1.66
15.02
1.199
396.00
10.79
18.11
3.00
7.07
10,33
1.66
19.77
1.198
1.198
4.745
1.00
1.66
NEW RIVER BOX CULVERT
Number of lines: 16
Run Date: 4/10/2014
; c=cir a=ellip b=box
Storm Sewers A00

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
C
C
C
C
C
C C
C
C
0
y
m
w
i
C
29.00
29.00
23.00
23.00
17.00
17.00
11.00
11.00
5.00
5.00
x156"@0.25%
0"ITI Ina M.
Me
7%
-1.00
0
100
HGL
200
EGL
300 400 500
Reach (ft)
600
700
800 900
-1.00
1000
Y
Y
Y
IQC�
:
sT�,
:�TC.���iZlf:4auun�Qa-ysz
• �' ' °'
Ski
::::: •.
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev.(ft)
p
nr00
gQ mm
o_wini
owww
9Eii -- -
mom«
N
G
.0
0 —00
v wovo
o.aww
E i i
m O«
o_
G ((pp
O0
m IOC
n a
Ww
g Ei
a5
25.00
25.00
20.00
20.00
15.00
15.00
1000
— 10.00
1.00
5.00
4Z97Il
f 96•
yj
8.000Lf - 18" 0
0.89%
0.00
0 10 20 30 40 50
HGL EGL Reach (ft)
0.00
60 70 80 90 100
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
30.00
24.00
18.00
12.00
0.00
e
C C
25 50
— HGL
c, „
24.00
18.00
12.00
0.00
75 100 125 150 175 200 225 250 275 300 325 350 375
EGL Reach (ft)
I
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
30.00
24.00
MWO
iWIT11
. 91
0.00
0
50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
4111if,
24.00
18.00
12.00
6.00
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
OAml7
mnn
pWWW
sEii
mFr55
m
h mOb
� mp
.t-DWW
ra Ei>
m t755
� fJp
m'
+ WW
,a Ei
m �5
31.00
31.00
25.00
25.00
19.00
19.00
13.00
13.00
F_
zoo
7.0o
------4-M
1.oa
1.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
A
p t90 �
O001P
p9WW
rnO«
J pit
• PQp
� mmQj'
p.pWW
N
J 0
p1pp
� m�
.�-WW
WE
31.00
31.00
25.00
25.00
19.00
19.00
13.00 —
13.00
0%
TOO7.00
1.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
1.00
110
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
U 1`OS
O�mm
OyWW
9 E ii
tllp5E
m
c
�.Oo
� bOa7
amn
O WWW
B E i i
W K55
o
c 5
0 �H
m m�
WW
$ _E>
co WE
32.00
32.00
26.00
26.00
20.00
20.00
------------------
14.00
14.00
8.00 —
8.00
I
I
2.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
2.00
110
Storm Sewers

Storm Sewer Profile
Proj. file: BOX -CULVERT Updated.stm
Elev. (ft)
SmdQ
mb
o w uu u6
o .oww
9 E a i
A Q C C
m
c
O Wi00
m mm0
w ='ri'o
o WWW
m E»
m WEE
b
$ bb
n wm
.'- dw
E i
C
32.00
32.00
26.00
26.00
20.00
20.00
14.00
14.00
8.00
8.00
�0D.o00Li-
w ISO'
0.2596
tf-98'
2.00
2.00
0 10
HGL
20 30 40 50 60 70 80 90 100 110 120 130
EGL Reach (ft)
Storm Sewers

NEW RIVER -TRUNK LINE
12 1409 g 1466 6 159B 4 1698
1] 107b t4oe 145A 159A 189A
i6 113 11 6 5 3
15 14 13 10 7 2 1 ouHel
113A 112C 116 146 147 170
Project File: trunk-no-B.stm Number of lines: 17 Date: 10130/2013
Storm Sewers v9.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
-
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft) -
(ft)
(ft)
N
IN
(H)
(ft)
(R)
No.
1
-170
136,8
60
Cir
40.000
6.00
6.40
1.000
10.28
10.12
1.18
11,31
End
Manhole
2
147
129.7
60
Cir
185.000
6.40
8.21
0.978
11.31
11.39
n/a
11.39
1
Manhole
3
169B
6.70
18
Cir
56.000
9.07
9.36
0.518
11.31'
11.53.
0.22
11.76
1
Manhole
4
169A
6.70
18
Cir
27.000
9.36
9.50
0.519
11.76'
11.87'
0.22
12.09
3
Manhole
5
159B
17.50
30
Cir
56.000
11.43
11.60
0.304
12.83
13.25
0.40
13.65
2
Manhole
6
159a
17.50
30
Cir
27.000
11.60
11.68
0.296
13.65
13.69
0.27
13.96
5
Manhole
7
146-1
109.1
60
Cir
185.000
8.21
.8.77
0.303
11.39
12.04
1.00
13.04
2
Manhole
8
145B
24.50
30
Or
56.000
12.11
12.28
0.304
13.76
14.30
0.52
14.82
7
Manhole
9
145A
24.50
30
Cir
14.000
12.28
12.32
0.266
14.82
14.82
0.39
15.21
8
Manhole
10
116
81.60
54
Cir
170.000
8.77
9.28
0.300
13.04
13.25
I0.47
13.72
7
Manhole
11
140B
24.20
30
Cir
56.000
13.46
13.63
0.304
15.10
15.64
0.51
16.15
10
Manhole
12
140a
24.20
30
Cir
48.000
13.63
13.78
0.312
16.15
16.28
0.38
16.66
11
Manhole
13
112C
55.20
48
Cir
198,000
9.28
9.87
0.298
13.72'
14.01'
0.04
14.06
10
Manhole
14
113a
55.20
48
Cir
187.000
9.87
10.45
0.310
14.06
14.31
0.31
14.62
13
Manhole
15
113
55.20
48
Cir
14.000
10.45
10.49
0.286
14.62'
14.64'
0.04
14.69
14
Manhole
16
1071b
20.90
30
Cir
26.000
14.42
14.50
0.308
15.95
16.25
0.51
16.75
15
Manhole
17
107a
20.90
30
Cir
38.000
14.50
14.61
0.289
16.75
16.83
0.32
17.15
16
Manhole
NEW RIVER -TRUNK LINE
Number of lines: 17
Run Dale: 4/10/2014
NOTES; Known Os only ; *Surcharged (HGL above crown).
Storm Sewers v9.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
To
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fVs)
(in)
M
(it)
(ft)
(ft)
(it)
(ft)
(ft)
i
End
40.000
0.00
0.00
0.00
0.00
0.00
0.0
3.3
0.0
136.8
260.5
SA9
60
1.00
6.00
6.40
10.28
10.12
16.70
14.20
170
2
1
185.000
0.00
0.00
0.00
0.00
0.00
0.0
2.9
0.0
129.7
257.6
8.24
60
0.98
6,40
8.21
11.31
11,39
14.20
16.00
147
3
1
56,000
0,00
0.00
0.00
0.00
0.00
0.0
0.1
0.0
6.70
7.56
3.79
18
0.52
9.07
9.36
11,31
11.53
14.20
15.15
169B
4
3
27.000
0.00
0.00
0.00
0.00
0.00
0.0
0.0
0.0
6.70
7.56
3.79
18
0.52
9.36
9.50
11.76
11.87
15.15
15.50
169A
5
2
56.000
0.00
0.00
0.00
0.00
0.00
0.0
0.1
0.0
17.50
22.60
5.65
30
0.30
11.43
11,60
12.83
13.25
16.00
17.00
159B
6
5
27.000
0.00
0.00
0.00
0.00
0.00
0.0
0.0
0.0
17.50
22.32
4.10
30
0.30
11.60
11.68
13.65
13.69
17.00
17.12
159a
7
2
185,000
0.00
0.00
0.00
0.00
0.00
0.0
2.3
0.0
109.1
143.3
8.16
60
0.30
8.21
8.77
11.39
12.04
16.00
18.50
146-1
8
7
56,000
0.00
0.00
0.00
0.00
0.00
0.0
0.0
0.0
24.50
22.60
6.44
30
0.30
12.11
12.28
13.76
14.30
18.50
18.77
145E
9
8
14.000
0.00
0.00
OM
0.00
0.00
0.0
0.0
0.0
24.50-
21.92
4.99
30
0,29
12.28
12.32
14.82
14,82
18, 77
18,94
145A
10
7
170,000
0.00
0.00
0.00
0.00
0.00
.0.0
1.8
0.0
81,60
107.7
5.36
54
0.30
8.77
9,28
13.04
13.25
18.50
19.60
116
11
10
56.000
0.00
0.00
0.00
0.00
0,00
0.0
0.2
0.0
24.20
22.60
640
30
0.30
1346
13.63
15.10
15.64
19.60
19.98
140B
12
11
48.000
0.00
0.00
0.00
0.00
0.00
0.0
0,0
0.0
24.20
22.93
4.93
30
0.31
13.63
13.78
16.15
16.28
19.98
20.22
140a
13
10 -
198.000
0.00
0.00
0.00
0.00
0.00
0.0
1.0
0.0
55.20
78.41
4.39
48
0.30
9.28
9.87
13.72
14.01
19.60
22.00
112C
14
13
187.000
0.00
0.00
0.00
0.00
0.00
0.0
0.3
0.0
55.20
80,00
4.42
48
0,31
9.87
10.45
14.06
14,31
22.00
21.50
113a
15
14
14.000
0.00
0.00
OM
0.00
0.00
0.0
0.3
0.0
55.20
76.78
4.39
48
0.29
10.45
10.49
14.62
14.64
21.50
21.50
113
16
15
26.000
0.00
0.00
0.00
0.00
0.00
0.0
0.1
0.0
20.90
22.75
6.18
30
0.31
14.42
14.50
15.95
16.25
21.50
20.70
107b
17
16
38.000
0.00,
0.00
0.00
0.00
0.00
0.0
0.0
0.0
20.90
22.07
4.51
30
0.29
14.50
14.61
16.75
16.83
20.70
20.68
107a
NEW RIVER -TRUNK LINE
Number of lines: 17
Run Date: 4/10/2014
NOTES:Known Os only ; c = cir e = ellip b = box
5'orm Sewers v9.00

Hydraulic Grade Line Computations
Page 1
Line
Size
a
Downstream
Len
Upstream
Check
JL
Minor
Coe"
loss
Invert
HGL
Depth
Area
Vel
Vol
EGL
Sf
Invert
HGL
Depth
Area
Val
Val
EGL Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(s4ft)
(ft/s)
(ft)
(ft)
M
(ft)
(ft)
(11)
(ft)
(soft)
(Ws)
(ft)
(ft)
M
M
(ft)
(K)
(ft)
1
60
136.8
6.00
10.28
4.28
17.89
7.64
0.91
11.19
0.257
40.000
6.40
10.12
3.72
15.67
8.73
1.18
11.31
0.338
0,297
0.119
1.00
1.18
2
60
129.7
6.40
11.31
4.91
19.55
6,63
0.68
11.99
0.223
185.00
8.21
11.39
3.18"
13.17
9.85
1.51
12.90
0.462
0.342
0.633
1.00
n/a
3
18
6.70
9.07
11.31
1.50
1.77
3.79
0.22
11.53
0.407
56.000
9.36
11.53
1.50
1.77
3.79
0.22
11,76
0,407
0.407
0,228
1,00
0,22
4
18
6.70
9.36
11.76
1.50
1.77
3.79
0.22
11.98
0.407
27.000
9.50
11.87
1.50
1.77
3.79
0.22
12.09
0.407
0.407
0.110
1.00
0.22
5
30
17.50
11.43
12.83
1.40'
2,82
6.20
0,60
13A3
0.503
56,000
11.60
13.25
1.65
3.43
5.10
0.40
13.65
0,306
0.404
0,226
1.00
0.40
6
30
17.50
11.60
13.65
2.05
4.31
4.06
0,26
13.91
0.182
2L000
11.68
13.69
2.01
4.23
4.14
0.27
13,96
0.189
0.185
0.050
1.00
0.27
7
60
109.1
8.21
11.39
3.18
13.17
8.29
1.07
12,46
0.327
185.00
8.77
12.04
3.27
13.59
8.03
1.00
13.04
0.302
0.315
0.582
1,00
1.00
8
30
24.50
12.11
13.76
1.65'
3.45
7.11
0.79
14.55
0.593
56,000
12.28
14.30
2.02
4.25
5.76
0.52
14.82
0.366
0.480
0.269
1.00
0.52
9
30
24.50
12.28
14.82
2.50
4.91
4.99
0.39
15.20
0.357
14.000
12.32
14.82
2.50
4.91
4.99
0.39
15.21
0.356
0.356
0.050
1.00
0.39
10
54
81.60
8.77
13.04
4.27
16.59
5.23
0.43
13.46
0.149
170.00
9.28
13.25
3.97
14.86
5.49
0.47
13.72
0.154
0.152
0.258
1.00
0.47
11
30
24.20
13.46
15.10
1.64'
3.42
7.07
0.78
15.88
0.589
56.000
13.63
15.64
2.01
4.22
5.73
0.51
16,15
0.362
0.475
0.266
1.00
0.51
12
30
24.20
13.63
16.15
2.50
4.91
4.93
0.38
16.53
0.348
48.000
13.78
16.28
2.50
4.91
4.93
1 0.38
16.66
0.344
0.346
0.166
1.00
0.38
13
48
55.20
9.28
13.72
4.00
12.56
4.39
0.30
14.02
0.148
198.00
9.87
14.01
4.00
12.57
4.39
0,30
14.31
0.148
0.148
0,292
0,15
0.04
14
48
55.20
9.87
14.06
4.00
12.56
4.39
0.30
14.36
0.148
187.00
10.45
14.31
3.86
12.43
4.44
0,31
14.62
0.129
0.139
0.259
1.00
0,31
15
48
55.20
10.45
14.62
4.00
12.56
4.39
0.30
14.92
0.148
14.000
10.49
14.64
4.00
12.57
4.39
0.30
14.94
0.148
0.148
0.021
0.15
0.04
16
30
20.90
14.42
15.95
1.53•
3.14
6.65
0.69
16.64
0.544
26.000
14.60
16.25
1.75
3.66
5.70
0,51
16.75
0.372
0,458
0.119
1.00
0.51
17
30
20.90
14.50
16.75
2.25
4.66
4.49
0.31
17.07
0.228
38.000
14.61
16.83
2.22
4.61
4.53
0-32
17.15
0.231
0.230
0.087
1.00
0.32
NEW RIVER -TRUNK LINE
Number of lines: 17
Run Date: 4/10/2014
Notes: ' Critical depth assumed.; " Critical depth. c = cir e = ellip b = box
Storm Sewers v9.00

Storm Sewer Profile
Proj. file: trunk-no-B.stm
Elev. (ft)
3600
29.00
22.00
:i<iU7
N
8 c
.a�.aa■.aa��aa.a�.�aa.��l�l
.
.aa..aa��aa�aa■■�
�.
��laa.
.C.aa..��.a��■�
����--1aa�li�aau�aal■�aali
nlla��
� ��■Iaai�llaa.aal■�I��'�i:iu'a'a.
l•�aa111.�
ala.��1��--I�i=�—
al�l�
�I®�q
1
��I■�aal
Ind
E
��II
�1■■--aaI■aal�aaliiln�
■—aaa1�1
�1�������11��G�
: �r
.■I�y
.aa■
�wlw��aaaaa�.a�rrv�rr
.�iTiT
. rn r r
• .
-----DI�1l1.!'1l;,
.aa■�'ci.�r
r�ra7rrnn�se+�-----�
r r
O r
M r
29.00
22.00
15.00
30" @ 0.29%
.(Ml%
0.29
1.00
100 200 300 400 500 600 700 800 900 1000 1100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: trunk-no-B.stm
Elev. (ft)
wi
e
a
27.00
27.00
22.00
22.00
17.00
17.00
2.00
12.00
7.00
7.00
2.00
2.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
130
Storm Sewers

Storm Sewer Profile Proj. file: trunk-no-B.stm
Elev.(ft)
28.00
n
m m
00
23.00
00
00
8.00
13.00
00
8.00
0
0.30%
@
3.00
tl0
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: trunk-no-B.stm
Elev. (ft)
P
10
O
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
0.29%
5.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
225
5.00
250 275
Storm Sewers

Storm Sewer Profile
Proj. file: trunk-no-B.stm
Elev. (ft)
30.00
o
� 5
i
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
" @ 0.31 %
5.00
5.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
----------
Storm Sewers

Hydrograph Return Period Iyec�[�
y ra0ow jdrographs Extension for AutoCADO Civil 3Dc® 2010 by Aulodesk, Inc. v9.25
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
----
0.001
0.016
---
----
0.609
---
---
---
E-PRE
2
SCS Runoff
---
8.782
10.91
---
iT47
E-POST
3
SCS Runoff
----
0.005
0.022
---
-----
0.549
--
G-PRE
4
SCS Runoff
3.574
4.354
--
---
6.777
-
--
G-POST
5
SCS Runoff
--
0.351
0.724
---
2.289
--
H-PRE
6
SCS Runoff
---
1.383
2.037
----
----
4.283
--
--
H-POST
7
SCS Runoff
0.002
0.011
---
------
0.317
---
--
F-PRE
8
SCS Runoff
3.007
3.736
--
5.982
F-POST
. file: PRE-POSTE-HREV 04-07-14.gpw
Fro]-
Monday, Apr 7, 2014

Hydrograph Summary ReplRyld allow Hydrographs Extension for AutoCAD®Civil 3002010 by Autodesk, Inc. v9.25
Hyd-
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
0.001
2
1440
8
--
----
E-PRE
2
SCS Runoff
8.782
2
728
35,150
--
E-POST
3
SCS Runoff
0.005
2
1330
132
---
---
G-PRE
4
SCS Runoff
3.574
2
730
16,235
--
G-POST
5
SCS Runoff
0.351
2
734
2,041
--
--
H-PRE
6
SCS Runoff
1.383
2
726
4,933
--
----
H-POST
7
SCS Runoff
0.002
2
1330
36
--
F-PRE
8
SCS Runoff
3.007
2
728
12,036
---
---
F-POST
PRE-POSTE-HREV
04-07-14.gpw
Return Period:
1 Year
Monday, Apr
71 2014

3
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 31D®2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.001 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.00 hrs
Time interval
= 2 min
Hyd. volume
= 8 cuft
Drainage area
= 3.300 ac
Curve number
= 37'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cons. (Tc)
= 20.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = + (1.391 x 39) + (1.907 x 36)1/ 3.300
Q (cfs)
0-10
0.09
0.08 — —
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0 2 4
— Hyd No. 1.
E-PRE
Hyd. No.1 — 1 Year Q (cfs)

Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 8.782 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 35,150 cult
Drainage area
= 3.300 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
` Composite (Area/CN) _ [(3.096 x 98) + (0.202 x 39)] / 3.300
:0110131
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Year
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2
Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 7
F-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.002 cfs
Storm frequency
= 1 yrs
Time to peak
= 22.17 hm
Time interval
= 2 min
Hyd. volume
= 36 tuft
Drainage area
= 1.130 ac
Curve number
= 39'
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.130 x 39)] 11.130
F-PRE
Q (cfs) Hyd. No. 7 — 1'Year Q (cfs)
0.10
0.09 -^
0.08 —
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 2 4 6
Hyd No. 7

Hydrograph Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 8
F-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 3.007 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 12,036 cuft
Drainage area
= 1.130 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) _ [(1.056 x 98) + (0.072 x 39)1 / 1.130
F-POST
Q (cfs) Hyd. No. 8 — 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 &00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 8
Time (hrs)

11
Hydrograph Summary Rep9yrtllow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min) -
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
0.016
2
1010
489
--
---
--
E-PRE
2
SCS Runoff
10.91
2
728
44.218
----
--
--
E-POST
3
SCS Runoff
0.022
2
878
600
---
------
G-PRE
4
SCS Runoff
4.354
2
730
19,941
G-POST
5
SCS Runoff
0.724
2
732
3,454
---
--
--
H-PRE
6
SCS Runoff
2.037
2
726
7,081
---
---
-----
H-POST
7
SCS Runoff
0.011
2
910
305
--
F-PRE
8
SCS Runoff
3.736
2
728
15,141
F-POST
rPRE-POSTE-HREV 04-07-14.gpw
Return Period: 2 Year
Monday, Apr 7, 2014

Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.016 cfs
Storm frequency
= 2 yrs
Time to peak
= 16.83 hrs
Time interval
= 2 min
Hyd. volume
= 489 cuft
Drainage area
= 3.300 ac
Curve number
= 37+
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = + (1.391 x 39) + (1,907 x 36)1/ 3.300
E-PRE
Hyd. No. 1 -- 2 Year Q (cfs)
0 2 4
— Hyd No. 1

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCABA) Civil 3DO 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 10.91 cfs
Storm frequency
= 2 yrs,
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 44,218 cult
Drainage area
= 3.300 ac
Curve number
= 94*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4-26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = 1(3.096 x 98) + (0,202 x 39)113.300
E-POST
Q (Cfs) Hyd. No. 2 2 Year 0 (Cfs)
12.00 12.00
10.00 10.00
8.00 - &00
6.00 - 6.00
4.00 4.00
2-00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report 18
Hydraflow Hydro9raphs Extension for AutoCADO Civil 3Dm 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 7
F-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.011 cfs
Storm frequency
= 2 yrs
Time to peak
= 15.17 hrs
Time interval
= 2 min
Hyd. volume
= 305 cuft
Drainage area
= 1.130 ac
Curve number
= 39"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.130 x 39)] / 1.130
F-PRE
Q (Cfs) Cfs Q
Hyd. No. 7 -- 2 Year ( )
0.10
0.09
0.08
0.07 -- - —
0.06 _
0.05 _
0.04
0.03
0.02
0.01
0.00 — — -
0 2 4
— Hyd No. 7

19
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 8
F-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 3.736 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 15,141 cuft
Drainage area
= 1.130 ac
Curve number
= 94'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) _ [(1.056 x 98) + (0.072 x 39)] / 1.130
F-POST
Q (cfs) Hyd. No. 8 — 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
n nn 000
0 2 4
Hyd No. 8
6 8 10 12 14 16 18 20 22
24 26
Time (hrs)

20
Hydrograph Summary Re p9yldraflow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
0.609
2
750
6,038
E-PRE
2
SCS Runoff
1747
2
728
72,778
--
---
E-POST
3
SCS Runoff
0.549
2
740
3,790
G-PRE
4
SCS Runoff
6.777
2
730
31,520
G-POST
5
SCS Runoff
2.289
2
730
9,193
H-PRE
6
SCS Runoff
4.283
2
726
14,622
--
--
H-POST
7
SCS Runoff
0.317
2
742
2,521
---
--
--
F-PRE
8
SCS Runoff
5.982
2
728
24,921
--
--
F-POST
PRE-POSTE-HREV 04-07-14.gpw
Return Period: 10 Year
Monday, Apr 7, 2014

21
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADV Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.609 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.50 hrs
Time interval
= 2 min
Hyd. volume
= 6,038 cuft
Drainage area
= 3.300 ac
Curve number
= 37`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = + (1.391 x 39) + (1.907 x 36)] / 3.300
•
®®I
ool
®®I
I ®IS
EMI
0 2 4 6
— Hyd No. 1
E-PRE
Hyd. No. 1 -- 10 Year Q II

Hydrograph Report zz
Hydraflow Hydrographs Extension for AutoCAD® Civil 3CO2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 17.47 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 72,778 cult
Drainage area
= 3.300 ac
Curve number
= 94'
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.096 x 98) + (0.202 x 39)] / 3.300
E-POST
Q (cfs) Hyd. No. 2 — 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 7
F-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.317 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 2,521 cuft
Drainage area
= 1.130 ac
Curve number
= 39'
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
`Composite (Area/CN) = ((1.130 x 39)] 11.130
F-PRE
Q (cfs) Hyd. No. 7 — 10 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 7

Hydrograph Report 28
Hydrallow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Monday, Apr 7, 2014
Hyd. No. 8
F-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 5.982 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 24,921 cuft
Drainage area
= 1.130 ac
Curve number
= 94*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) [(1.056 x 98) + (0.072 x 39)1/ 1.130
F-POST
Q (cfs) Hyd. No. 8 10 Year Q (cfs
6.00 - 6.00
5.00 - 5.00
4.00 - 4.00
3.00 - 3.00
2.00 - 2.00
1.00
.00
.........
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 8 Time (hrs)
k

Box Culvert Outlet (2 Yr)
Friction Method Manning Formula
Solve For Normal Depth
Nw
.i..,..~zl r, s,{L,.i,s'.i _'� 1a 1+}.�..,t u., p s604�a...a�F
Roughness Coefficient
0.044
Channel Slope
0.01000
ft/ft
Left Side Slope
100
ft/ft (H:V)
Right Side Slope
3.00
Wit (H:V)
Bottom Width
8.00
ft
-
Discharge
463.00
fN/s
i jR
Normal Depth
3.92
It
Flow Area
77.34
ft'
Wetted Perimeter
32.77
ft
Hydraulic Radius
2.36
ft
Top Width
31.50
ft
Critical Depth
3.21
It
Critical Slope
0,02324
ft/ft
Velocity
5.99
f /s
Velocity Head
0.56
It
Specific Energy
4.47
It
Froude Number
0.67
Flow Type
Subcrifical
S I b�}PA I� T� p r.
`r. z,.'.[.a�'1 g''`.:,.
y.
S Y' 9 q •�e�S
�'�'�'i,nzrG:.e^fan
Downstream Depth
0.00
ft
Length
0.00
It
Number Of Steps
0
GVF'Ouf ut Dataf�r� w ITT,c�
s ,ry-�j z"S
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
It
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
3.92
It
Critical Depth
3.21
ft
Channel Slope
0.01000
ft/ft
Critical Slope
0.02324
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Ce9tarriley FlowMaster V8i (SELECTseries 1) [08.11.01.031
4/9/2014 4:05:25 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA -1-203-755-1666 Page 1 of 1

Box Culvert Outlet (10 Yr)
Pro]ecE;Descnption ye rM txf & 'F T�?r^n —'iNT , _ Tx T�
�.�:..1i_.b.�-._.....__._...,+5&..,•.+....:..d.��c�..au.......
Friction Method
Manning Formula
Solve For
Normal Depth
,^"v:� "Js^'i�
Inpuf,Dta > F' ',` ry
.�
ac1','4�,,�.a—<.
1at�c4c. � "iu�u2...._�dt[.-..tiaYm�Y.. �..�,
�4,�yst ,.
'h�•i`�'�Y�;.u�x+....'iC:..,..5y.�a+m w.w:Lcb ....rAs.v"��' � :15um�.,.vv:d'_+:�. �r,�'1"..+�ei "`a.r^..•�"l
Roughness Coefficient
0.040
Channel Slope
0.01000 ft/ft
Left Side Slope
3.00 ft/ft (H:V)
Right Side Slope
3.00 ft/ft (H:V)
Bottom Width
8.00 ft
Discharge
635.00 1`13/s
ti�r�'u>'<sr.1.:a..�s.:�:_.S�tl:'.•.a.:.¢�.�w1c.`Y:3_.✓�,x+....�..._..e...75a+,ii�f.w
Normal Depth
4.34 ft
Flow Area
91.08 ft'
Wetted Perimeter
35.42 It
Hydraulic Radius
2.57 ft
Top Width
34.01 ft
Critical Depth
3.77 ft
Critical Slope
0.01841 tuft
Velocity
6.97 ft/s
Velocity Head
0.76 ft
Specific Energy
5.09 ft
Froude Number
0.75
Flow Type
Subcritical
VFlri{i�u�ta�3��+ ��.s""�'s»�e;.�+ � r�'�'�"ys�r.:t� �'.'�"'x�, "� �*'�`,•� ;x'_ E „a'.�
Downstream Depth
0.00 ft
Length
0.00 It
Number Of Steps
0
GVF'Out ut,'Data� ,:: r far" ,t- `_ 'q"tu& t
,„�y�. a., t >'n r{;•.;;� eye n,3d;..,.
6...b.:...,....P .�.,.,;.',a'r�tn
,; .`»� t>,,:"_
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
f/S
Upstream Velocity
Infinity
ft/s
Normal Depth
4.34
ft
Critical Depth
3.77
ft
Channel Slope
0.01000
ft/ft
Critical Slope
0.01841
ft/ft
Bentley Systems, Inc. Haestad Methods Solution CeiSYertley FlowMaster V6i (SELECTseries 1) [08.11.01.03]
4/9/2014 4:36:36 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1

Trunk Line Outlet (2 Yr)
4Project Descnptlon 4`_ ?_ si rx u r car n.. .a_s." s; s.
Friction Method Manning Formula
Solve For Normal Depth
...:..�'rva�.-__._s_.,..._ c-a.,wE�...-_.u•....o:L4"•]4,�:si..,.�fl.,...n...�_.a..Y.�.aui,:�3�,v.evul4u.w.ubta acz�-'e.ixu.w.+e,...:�Y.�..... �..2u1��..a.,«,�
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
0.040
0.00100 fUft
3.00 Wit (H:V)
3.00 ft/ft (H:V)
3.00 ft
137.00 ft'/s
Normal Depth
4.28
ft
Flow Area
67.82
ft'
Wetted Perimeter
30.07
ft
Hydraulic Radius
2.26
ft
Top Width
28.68
ft
Critical Depth
2.20
it
Critical Slope
0.02260
Wft
Velocity
2.02
Ws
Velocity Head
0.06
ft
Specific Energy
4.34
It
Froude Number
0.23
.
Flow Type Subcritical
GVF�In utyData�A t a „ram i W as `' ��
1 �� 1����
. ".•gip '�ma.:r�,.Y.s .a�....,�t.-�3..
,x �,
�'� ..a.a_.';y.�trlwrrs:
•z-. y s
',r::.r�zt""•:7�.,.,rG,'4at�..,�.�'':1'v.�t�-,::ti�is&:+.._:1.
Downstream Depth
Length
Number Of Steps
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 It
0.00 It
0
0.00 ft
0.00 It
Infinity Ws
Infinity ft/s
4.28 ft
2.20 ft
0.00100 Wft,
0.02260 Wft
4/9/2014 4:10:33 PM
Bentley Systems, Inc. Haestad Methods Solution CeStedley PlowMaster V8i (SELECTseries 1) 108.11.01.03]
27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA t1-203-765-1666 Page 1 of 1

Trunk Line Outlet (10 Yr)
.v. .. «,:.v.J.w �s.+.w.:...Jc..�\�...�c.ui ..�..�..E
..-....s�d_�.J tv �.�+"..+c•tii..Y��.�!...�..x"{i.......r.u.w.r.....w.4.....�ffJ.uv. �+4....�.....a:...4M .. .t.
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data(,
M .4 r - x,^ 7.. '
s....e.L +'.u:..YLi r
= s _
Roughness Coefficient
0.035
Channel Slope
0.00100 ft/ft
Left Side Slope
3.00 ft/ft (H:V)
Right Side Slope
3.00 ft/ft (H:V)
Bottom Width
3.00 it
Discharge
178.00 ft'/s
"TES -a * '.R `S�•"at rr'srvwa -e -^ry ",S"�"^-s--..`�•`+
` c "3. ',. ,r sc'—'-�-. � .7,77
ti.7
Normal Depth
4.51 it
Flow Area
74.66 ft'
Wetted Perimeter
31.55 it
Hydraulic Radius
2.37 it
Top Width
30.08 ft
Critical Depth
2.49 It
Critical Slope
0.01672 ft/ft
Velocity
2.38 f /s
Velocity Head
0.09 It
Specific Energy
4.60 it
Froude Number
0.27
Flow Type
Subcritical
GVF`lilputDatas ? u a , +�r± Ck?fy
Downstream Depth 0.00 It
Length 0.00 it
Number Of Steps 0
t Da GVF OuUt ta? ht m %1 n�� r h k
P i _ _�{. ,1 s .:.L.s.�. �E '✓kms.•Yani.'yzi:��t3,Avs�",
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
I
Infinity
firs
Upstream Velocity
Infinity
fUs
Normal Depth
4.51
ft
Critical Depth
2.49
ft
Channel Slope
0.00100
fuft
Critical Slope
0.01672
ft/ft
Bentley Systems, Inc. Haestad Methods Solution CCOWley FlowMaster V81 (SELECTseries 1) (08.11-01.031
4/9/2014 4:37:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755-1666 Page 1 of 1

P-705 South Outfall (2-Yr)
EProect
w..a..
Friction Method Manning Formula
Solve For Normal Depth
Input ata ti T E x W3 t' 9 f srr< s i 3
Channel Slope 0.00100 ft/ft
Discharge 600.00 vs
Section Definitions
Roughness Segment Definitions
-0+28
12.00
-0+02
3.50
0+02
3.50
0+06
6.00
0+78
14.00
(-0+28, 12.00) (0+78, 14.00) 0.030
—en
lonSL M'�,� a.tx-liz^ t,.w.
fg
Current Roughness Weighted Method Pavlovskii s Method
Open Channel Weighting Method Pavlovskii s Method
Closed Channel Weighting Method Pavlovskii s Method
+-ram
Results ; k := , +�F xi�1
Normal Depth
Elevation Range
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Normal Depth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
3.50 to 14.00 ft
6.64 If
191.28 ftT
67.51 It
2.83 ft
65.43 ' It
6.64 It
4.41 ft
0.01106 it/ft
3.14 ftis
0.15 It
6.80 It
0.32
Bentley Systems, Inc. Haestad Methods Solution CeStstley FlowMaster V8i (SELECTsedes 1) [08.11.01.031
4/9/2014 3:30:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

P-705 South Outfall (2-Yr)
as.�„'a.'.,3r�.v?',u.�.umru-t
Flow Type Subcritical
'"".^'.' t-.".'.�„` E¢ �'r+�^ . "'T;F' BEST *+.o--x -�.x� � •r-.x en-...�- r •- - _
Downstream Depth 0.00 ft
Length 0.00 If
Number Of Steps 0
)z-•x:. .*x S-,T7177 ` r n?F S rca ?'s a�E," '^ ^".".�.,r^"1-� sTir C^ ^r :.r rn-rt ur-r i
[CiVF OU1pU1: 818 -'.pia ti"ti 'S t , w.,y} u°} ! . v q. x� tt
_. `__.aeti_S.G..�u..::.
Upstream Depth 0.00 It
Profile Description
Profile Headloss
0.00
It
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
6.64
ft
Critical Depth
4.41
ft
Channel Slope
0.00100
ft/ft
Critical Slope
0.01106
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Ceemtlley FlowMaster VBi (SELECTseries 11 [08.11.01.031
4/9/2014 3:30:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1.203-755-1666 Page 2 of 2

P-705 South Outfall (10-Yr)
�.""�:'�r".'-t..".. u � bras,.. `r"m�jc ��*f�,,-.-t..'�-ri''i�"�'c ti �` .�!«i''� '�""`T1'"'fi.✓ -� � z4�� x� K �` h"E'""x m^Ti"
Friction Method Manning Formula
Solve For Normal Depth
;717, ` g-Ta`-'-xmr-Y '. '- .irs1^"'
)DpUi: �B18 c x .c .N a l{s L c4i ,i :., r7 §.`�, V' z. ',,.x �';t•;'
: 41 s ?iP... n 'i -,, i ys'-g �*,
..F.w..u.:a.�. ......,ocw._�?,.....,�..5 ,..E_3v..-....n....:�..� at'.- tvG`.`...._
Channel Slope 0.00100 tuft
Discharge 813.00 W/s
Section Definitions
Roughness Segment Definitions
-0+28
12.00
-0+02
3.50
0+02
3.50
0+06
6.00
0+78
14.00
(-0+28, 12.00) (0+78, 14,00) 0.030
Current Roughness Weighted Method Pavlovskiis Method
Open Channel Weighting Method Pavlovskiis Method
Closed Channel Weighting Method PavlovskiigsyrMethod
(•�hM"Yg'-"�i 'Rtt. *ry'S�Tj � },.f�+•,i�.11's. �y � if i Se.�`b�� Y4 Y, Y .a 0.
Results, h "4;h ? S ¢f 3� {� Y�; M�. � h� �
I 4
!$ � { �1��4 (yvtt��♦
"i N
Normal Depth
7.36
ft
Elevation Range 3.50 to 14.00 ft
Flow Area
241.06
ft'
Wetted Perimeter
76.30
ft
Hydraulic Radius
3.16
ft
Top Width
74.07
ft
Normal Depth
7.36
ft
Critical Depth
4.94
ft
Critical Slope
0.01065
ft/ft
Velocity
3.37
ft/s
Velocity Head
0.18
ft
Specific Energy
T53
ft
Froude Number
0.33
Bentley Systems, Inc. Haestad Methods Solution Ce8tedley FlowMaster V81(SELECTseries 1) 108.11.o1.03J
4/9/2014 3:32:13 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USx, [phone] Page 1 of 2

P-705 South Outfall (10-Yr)
%
Flow Type
Suticritical
7S5
1
Downstream Depth
0.60 ft
Length
0.00 ft
Number Of Steps
0
Upstream Depth
0.00 it
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity fUs
Upstream Velocity
Infinity ft/s
Normal Depth
7.36 it
Critical Depth
4.94 ft
Channel Slope
0.00100 ft/ft
Critical Slope
0.01065 Rift
Bentley Systems, Inc. Haestad Methods Solution CeRtartley Flowmaster V8i (SELECiscries 1) (08.11.01.03]
41912014 3:32:13 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203455-1666 Page 2 of 2

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Precipitation Frequency Data Server
Page I of 4
_ NOAA Atlas 14, Volunre 2, Version 3 _
Location name: Jacksonville, North Carolina, US' �� ~`
Coordinates: 34-7452,-77.5126
Elevation: 43ft'
seurcl Goole Maps -'7
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bwnin, D. Madin, S. Lin, T. Paaybok, M Yekta, and 0. Riley
NOAA National Weeper Service, Silver Sprang, Maryland
PF tabular I PF 0raphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%p confidence intervals (in inches/hour)"
Average recurrence interval (years)
Duration
1
2
5
�=��`�����
70
25
50
700
200
500
1000
5.83
6.86
Z94
8.92
iC.7
11.0
11.9
12.8
13.9
14.9
5-min
(5.39-6.32)
(6.35-745)
(7.33-862)
(8.21-966)
(920-109)
1 (100-11.9)
(108-12.8)
( 1L5-138)
(124-15.1)
(U2-162)
4.65
5.49
6.36
7.t7
8.02
8.74
9.43
10.1
F-0---j
10-m in
(4?0-5.05)
(5.07-596)
(587-689)
(6.56-7.73)
(7,34-867)
(T97-945)
(855-10.2)
(911-1f O)
(9.80-11.9)
.7
(104-128)
383
4 60
5.36
6.02
6.78
7.37
8.50
9.80
75-minJ7.94
(3.58-4.21)
(4.25-4.99)
(4,95-5.82)
(5,53-6,52)
(6.20-7.33)
(672-798)
(721-8,60)
(7.66-9.21)
(829.22
2-100))
(867-10.7)
2.66
3.18
38
F 4.36
F 5.02
F 5.55
F 6.08
6.62
F 7.34
7.94
30-min
(24G-289)
1 (2.94-345)
1 (351-413)
1 (4.01-4.72)
1 (459-543)
(506-601)
(552-658)
(5%-717)
(654-796)
(702-864)
1.66
1.99
2.44
2.84
3.34
3.76
4.19
4.64
5.26
5.80
60-min
1
( 53-1.80)
1 (1.84-2.16)
(2.25-2.65)
1 (261-307)
1 (306-3.61)
(143-4.07)
(380-4.54)
(4.18-503)
(4.70-571)
1 (5.12-631)
1.00
1.21
1.52
1.81
2.19
2.52
2.87
326
3.80
4.28
2-hr
(0.919-1.09)
(1.11-1.32)
U.40-1.66)
(1.65-197)
0199-2.38)
(2.28-2.75)
(2.59-3.13)
(291-3.54)
(3.36-4.14)
(335-4.68)
0.718
0.869
7.70
1.3
6
Ft.87
2.76
F 2.48
F 2.94
F 3.36
3-It
(0658-0390)
(0.798-0957)
OZ1-1.21)
0120-144)
1 (146-1.76)
j (1.69-2.05)
(193-2.36)
(2.19-2.71)
(2.57-3.22)
1 (290-368)
0.437
0.529
0.670
0.801
0.986
09-1.09)
1.15
7.33
1.53
7.83
2.70
6-hrIF
(0399-0484)
(0.484-0586)
(0610-0.741)
(0.727-0.886)
(0.
(L03-127)
oA8-147)
.(1.35-1.69)
(159-2.01 )
( f 80-2.31)
0.256
0.310
F 0.394
F0474
F 0.588
F 0.691
0.804
F 0.932
1.12
L30
12-If
(0.232-0.286)
(0.281-0346)
(0.356-0440)
(0426-0.529)
(0.524-0653)
(0.612-0.766)
(0.706-0891)
(0808-1.03)
(0.958-1.24)
1 (f.09-144)
0.746
0.178
0.230
0.275
0.343
0.402
0.469
0.544
0.659
0.759
24 hr
(0.134-0.162)
(0.163-0.196)
(0.210-0.253)
(0.250-0.302)
(0.309-0.377)
(0.359-0.442)
(0414-0.516)
(0475-0.599)
(0.563-0.729)
(0.638-0.8441
0.085
0.703
O.t32
0.757
0.196
0.229
0.266
0.309
0.373
0.428
2-day
(0078-0094)
(0.094-0.114)
(0.120-0.146)
(0.143-0.173)
(0.176-0215)
(0,204-0252)
(0.235-0294)
(0.269-0.342)
(0.318-0415)
(0.359-0480)
0.060
0.073
0.093
0.110
0.135
0.158
0.182
0.209
0.251
0.287
3-0ay
(0.055-0.066)
(0.067-0.080)
(0085-0102)
(0.100-0.121)
(0.122-0.149)
(0.141-0.1]3)
(0.161-0200)
(0.183-0.231)
(0.216-0,279)
(0.243-0.321)
0A48
0.058
0.073
0.086
o-105
0.122
0.140
0.160
0.190
0.217
4-0ay
(0044-0052)
(0.053-0063)
(0.067-0.080)
(0.079-0.094)
(0.095-0.115)
(0.110-0.133)
(0.125-0.154)
(0.141-0,176)
(0.165-0.211)
(0.184-0.242)
0.032
0.038
0.048
0.056
0.068
0.078
0.089
0.100
0.117
0.131
7-0ay
(0029-0035)
(0035-0.042)
(0.044-0.052)
(0.052-0.061)
(0.062-0.074)
(0.071-0085)
(0.080-0097)
(0.089-0.110)
(0.102-0.129)
(0.113-0.146)
0.025
F 0.030
F 0.037
F 0.047
F 0.052
F 0.059
F 0.067
F 0.075
F 0.087
F 0.097
10-0ay
(0023-0.027)
(0028-0.033)
(0.034-0.040)
(0.040-0.047)
leN17-0, 056)
(0054-0.064)
(0.060-0.073)
(0067-0e82)
(0076-0.096)
(0084-0.107)
0.017
0.020
0.024
0.028
0.033
0.037
0.042
U.046
0.053
0.058
20-0ay
(0.016-0.018)
(0.019-0.022)
(0.023-0.026)
(0.026-0.030)
(0.031-0.036)
(0.034-0.040)
(0.038-0.045)
(0042-0.050)
(0o47-0.058)
(0.051-itl
0.014
0.016
0.020
0.022
0.026
0.029
0.032
0.035
0.039
0.043
30-0ay
(0013-0.015)
(0.015-0.018)
(0.018-0.021)
(0.021-0024)
(0024-0028)
(0027-0031)
( 0.030-0.034)
(0.032-0038)
(0o36-RM)
( 0038-0.047)
0.012
0.014
0.016
0.018
0.027
0.024
0.026
0.029
0.032
0.035
45-0ay
(0.011-0.012)
(0.013-0.015)
(0.015-0.017)
(0.017-0.020)
(0020-0.023)
(0022-0.025)
(0.024-0028)
(0026-0.031)
(0.029-0.035)
(0031-0.038)
60-0ay
0.070
(0.0f0-0.011)
0.012
(0.012-0.013)
0.074
(0.014-0015)
0.016
(0.015-0.01])
0.018
(0017-0.020)
0.020
(0.019-0.022)
0.022
(0021-0024)
0.024
(0.022-0026)
0.026
(0.024-0028)
0.028
(0026-G.031)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in paremhesis are PF estimates at lower and upper bounds of the 90%confidence interval. The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater Nan the upper bound (or less than the ewer bound) is 5%. Estimates at upper bounds are not
checked against probable madmum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Too
PF graphical
http://hdsc-nws-noaa.gov/hdsc/pfds/pfds_printpage.htnil?lat=34.7452&Ion=-77.5l26&dat... 10/ 10/2013

�J- It li �.
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DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
NAVAL FACILITIES ENGINEERING COMMAND-MIDLANT _
IPT-.MCNC NAVAL STATION - NORFOLK, MRGINIA IMortemns"on
MCAS NEW RIVER JACKSONVILLE, NC
P-705: AIRCRAFT MAINTENANCE a System
HANGER AND APRON J
srw�: i•-allo' MWE(7 W.: $07726 101 N. 111N S01FET. 910E 000 /aa�,!�1 ��►
NORFOLK, VA 23510

New River MCAS OPTION 1
DATE: 6/4/2014
Note' Pipes are modeled as RCP using n=0.013, except Rain Leaders (PVC, n=0.009)
QS B ; ihn ;.am .. .u., - � -h--H nrifino i ndar hcadu�to.
EC1EGVE
JUN 0 6 2014
BY:
Top of Curb
Upstream
From
To
Total
Per. Area
C
Tc
I (2yr)
Storm
O (cfs)
Pipe
Elevation
Elevation
Slope
Dia
Cap. Full
Vel.f„ii
Elev
Grate Elev
Canan
Canan
Area (sf)
Area (ac)
Area (ac)
an
(min)
ana
nan
Structure
Total
Length
In
Out
(ft.tft.)
(in)
(cfs)
(fps)
In-D�A;AW_
Total;
anaCa
Mr4r576M15,%
0.00 -
5
6.86
2Yr
2.5
2.5
101M-0
100.00
17.60
0.008
15
5.8
4.7
100
2'x3' AFDI (1)
20.91
CB -Al
CB-A2
0.38
0.95
,18�40
101
3'x4' AFDI (2)
20.10
CB-A2
CB-A3
0.76
0.00
0.95
5
6.86
2Yr
5.0
7.4
232.00
M1k7 1� 0
16.40
0.003
24
12.5
4.0
102
3'x4' AFDI (2)
21.23
CB-A3
CB-A4
1.03
0.00
0.95
5
6.86
2Yr
6.7
14.1
157.00
q1 5 90n
15.43
0.003
30
22.5
as
103
3'x5' AFDI (2)
21.27
CB-A4
BP -A
1.03
0.00
0.95
5
1 6.86
2Yr
6.7
20.9
267.00
]1493;
14.11
0.003
1 36
1 37.0
5.2
107a
5'X6' BP
20.68
BP -A
SF -A
1Yr
1
20.9
8.00
i„411
14.09
0.003
36
36.6
5.2
STUB
104
4'x4'AFDI(1)
21.50
CB-A5
DV-A6
0.25
0.00
10.95
5
6.86
2Yr
1.6
1.6
85.00
F17.83
17.08
0.009
12
3.4
4.3
105
4'x4'WRDV
21.80
DV-A6
JB-A7
2Yr
1.6
117.00
,If70 d8
15.91
0.010
12
3.9
4.9
STUB
105a
INLET
18.00
IP-A
JB-A7
0.59
0.45
0.45
5
6.86
2Yr
1.8
1.8
32.00
Q 09 0
18.50
0.016
18
13.2
7.5
106
3'x3'JB
21.00
JB-A7
SF -A
2Yr
3.5
8.00
"ti15t39
15.35
0.005
18
8.1
4.6
107
SA DFILTER
21.00/20.17
SF -A
SF-A/B(OF)
0.52
0.23
0.66
5
6.86
1Yr
2.4
26-
9.00
12t1/7"
12.14
0.003
24
12.4
4.0
DA,B
a,r'k.
Total:
4.580
RV7--/IM
Iaff
OW
5
NO=
6.86
IBM
FMOMMEM=
6.9
6.9
W8-2470702
162.00
ag16 74y;
16.25
0.003
18
5.8
3.3
108
3'x4' AFDI (2)
19.80
CB-B1
CB-B2
1.06
0.00
0.95
109
3'x4' AFDI (2)
19.56
CB-B2
CB-B3
0.90
0.00
0.95
5
6.86
5.9
1 12.8
208.00
;: 15 75
15.13
0.003
24
12.4
3.9
110
3'x4' AFDI (2)
20.11
CB-B3
CB-B4
0.90
0.00
0.95
5
6.86
1
5.9
18.6
182.00
14 63, r;;
14.09
0.003
30
22.4
4.6
111
3'x4' AFDI (2)
20.54
CB-B4
BP-B
1.06
0.00
0.95
5
6.86
6.9
25.5
245.00
p a1 04 9
13.34
0.003
30
22.7
as
112a
5'X6' BP
21.50
BP-B
SF-B
25.5
8.00
s 11�3 4;�
13.32
0.003
30
22.5
4.6
112
SANDFILTER
21.00/20.17
SF-B
SF-A/B(OF)
0.66
0.31
0.64
5
6.86
2.9
28.5
19.00
L7T
10.51
0.003
1 24
12.4
4.0
s DA_6 _
T,otal:
4.19
5,%
5
6.86
6.6
6.6
766700
138.00
, ,6 4
16.07
0.003
18
5.8
3.3
136
3'x4' AFDI (2)
19.56
CB-Cl
CB-C2
1.01
0.00
10.95
137
3'x5' AFDI (2)
19.20
CB-C2
CB-C3
0.90
0.00
0.95
5
6.86
5.9
12.4
182.00
t 0
14.52
0.003
30
22s
as
138
3'x5' AFDI (2)
19.31
CB-C3
CB-C4
0.90
0.00
0.95
5
6.86
5.9
18.3
207.00
114952 ,
13.90
0.003
36
36.6
5.2
-
139
3'x5' AFDI (2)
19.70
CB-C4
BP-C
0.90
0.00
0.95
5
6.86
5.9
1 24.2
206.00
7°(1T�`3 0
13.27
0.003
36
37.0
5.2
140a
5'X6' BP
20.22
BP-C
SF-C
24.2
8.00
711"; 2e777,'j
13.25
0.003
36
36.6
5.2
140
SgNDDFILTER
20.41/19.58
SF-C
SF-D(OF)
0.48
0.21
0.67
5
6.86
2.2
jj26.4
25.00
zkL10772
10.64
0.003
24
12.4
4.0
arMAY-CILM
_
T,otala
1897,56
4.36
5,%
0.95
5
6.86
6.9
6.9
7,7r7.00
109.00
14.72
0.003
18
6.2
3.5
141
3'x4' AFDI (2)
18.30
CB-D1
CB-D2
46446
1.07
0.00
y 1p "T5 p
142
3'x4' AFDI (2)
18.13
CB-D2
CB-D3
39000
0.90
0.00
0.95
5
6.86
5.8
12.8
235.00
,)1,4,.22;
13.52
0.003
30
22.4
as
143
3'x5' AFDI (2)
18.87
CB-D3
CB-D4
39000
0.90
0.00
0.95
5
1 6.86
1
5.8
18.6
182.00
f1'3 0
12.48
0.003
30
24.3
4.9
-
144
3'x5' AFDI (2)
18.13
CB-D4
BP-D
39000
0.90
0.00
0.95
5
6.86
5.8
1 24.5
218.00
,)1TZFy4g x
11.82
0.003
36
36.8
5.2
145a
5'X6' BP
18.94
BP-D
SF-D
24.5
8.00
11, 88
11.80
0.003
36
36.6
5.2
145
SANDFILTER
19.55/18.52
SF-D
SF-D(OF)
26310
0.60
0.21
0.73
5
6.86
3.0
27.5
25.00
9,26
9.20
0.003
24
2.a
4.0
09D-Ag-EM
MIM101311
IMMEMEN
WOMEN
18.50
IMMEME
CB-E1
IMIEFUMIT;
CB-E2
EK17-3687001
0
MF37370M6
0.00
%
0.00
10.95
5
6.86
0.0
0.0
t11r111,00
85.00
9115r
Z6F
14.97
0.003
15
3.8
3.1
150
2'x3' AFDI (1)
151
2'x3' AFDI (1)
18.50
CB-E2
CB-E3
27566
0.63
0.00
0.95
5
6.86
4.1
4.1
320.00
1-4.22 -
13.25
0.003
24
12.5
4.0
STUB
152
2'x3' AFDI (1)
17.10
CB-E6
CB-E3
16500
0.38
0.00
0.95
5
1 6.86
1
2.5
2.5
116.00
114v35
14.00
0.003
15
3.6
2.9
153
3'x4' AFDI (2)
18.05
CB-E3
CB-E4
14437
0.33
0.00
0.95
5
6.86
2.2
8.8
122.00
,1�2.75
12.36
0.003
30
23.2
4.7
STUB
154
2'x3' AFDI (1)
16.68
CB-E7
CB-E4
16500
1 0.38
0.00
0.95
5
6.86
2.5
11M2.5
116.00
13.66
12.86
0.007
24
18.8
6.0
155
3'x4' AFDI (2)
17.35
CB-E4
CB-E5
14437
0.33
0.00
0.95
5
6.86
2.2
13.4
122.00
12.36
12.03
0.003
30
21.4
4.4
STUB
156
2'x3' AFDI (1)
16.52
CB-E8
CB-E5
16420
0.38
0.00
0.95
5
6.86
2.5
nj2.5
116.00
173.05
12.53
0.004
24
15.2
4.8
157
3'x5' AFDI (2)
17.22
CB-E5
BP-E
11186
0.26
0.00
10.95
5
6.86
1.7
17.5
83.00
11.53
1 11.18
0.004
36
43.4
6.1
159a
5'X6' BP
17.12
BP-E
SF-E
17.5
8.00
11.18
11.16
0.003
36
36.6
5.2
159
N
SADFILTER
17.55/16.74
SF-E
SF-E(OF)
26634
0.61
0.20
0.74
5
6.86
3.1
20.6
23.00
9.69
9.6 2
0.003
24
12.4
4.0
0.46
0.951
5
1 6.86
1
1 3.0
1 3.0
825.00®®_®�
94.00
j12.15
11.65
0.005
15
4.7
3.8
165
2'x3' AFDI I )
15.90
165
166
20250
0.00

New River MCAS OPTION 1
DATE: 6/4/2014
Note' Pipes are modeled as RCP using n=0.013, except Rain Leaders (PVC, n=0.009)
QSUB is the inlet caoacity as a submerged orifice under headwater
Top of Curb
Upstream
From
To
Total
Per. Area
C
Tc
I (2yr)
Storm
Q (cfs)
Pipe
Elevation
Elevation
Slope
Dia
Cap. Full
Vel.luii
Elev
Grate Elev'"
' °"�
-:A� a., ....,..
-`n
,'-
Area sf
( )
Area ac
( )
Area ac
( )
Fu1xd
(min)
a.i"r,*'""�aw„�e.r..-,.
` •`"
Structure
Total
Length
In
Out
(ft./ft.)
(in)
(cfs)
(fps)
166
2'x3' AFDI (1)
15.62
166
167
12150
0.28
0.00
0.95
5
6.86
1.8
4.8
75.00
11.40
11.00
0.005
18
7.7
4.4
167
2'x3' AFDI (1)
15.55
167
168
6075
0.14
0.00
0.95
5
6.86
0.9
jjj5.8
38.00
11.00 _
10.80
0.005
18
7.6
4.3
168
2'x3' AFDI (1)
15.51
168
168a
6003
0.14
0.00
0.95
5
6.86
0.9
MK6T:7M
148.00
10.80
9.70
0.007
18
9.1
5.1
168a
2'x3' AFDI (1)
16.93
168a
169a
0
0.00
0.00
0.95
5
6.86
0.0
106.7
24.00
9.70
9.50
0.008
18
9.6
5.4
169a
5'X6' BP
16.36
169a
SF-F
6.7
8.00
9.50
9.40
0.013
18
11.8
6.7
169
AND 'IL ER
16.35/16.04
SF-F
170
4641
0.11
0.07
0.51
5
6.6
0.4
7.0
24.00
9.09
8.30
0.033
15
11.7
9.6
OUTFACE-"A/B%C/D/E
• ,,'
_
.< ,. ,....
,<.
-
_.
69.00
107a
5'X6' BP
20.68
BP -A
JB-A
20.9
20.9
38.00
14.61
14.50
0.003
30
22.1
4.5
107b
4'X4' JB
20.70
JB-A
SF-A/B(OF)
0.0
20.9
26.00
14.50
14.42
0.003
30
22.8
4.6
1 133
3'X5' JB
21.50
SF-A/B(OF)
JB-A2
34.3
55.2
14.00
10.49
10.45
0.003
48
76.9
6.1
113a
5'X5' JB
21.50
JB-A2
JB-62
0.0
55.2
187.00
10.45
9.87
0.003
48
80.2
6.4
112a
5'X6' BP
21.50
BP-B
JB-B
25.5
25.5
6.00
13.84
13.82
1 0.003
30
23.7
4.8
112b
4'X4' JB
21.70
JB-B
JB-B2
0.0
25.5
39.00
13.82
13.70
0.003
30
22.8
4.6
112c
4'X5' JB
22.00
JB-B2
SF-C(OUT)
0.0
55.2
198.00
9.87
9.28
0.003
48
78.6
6.3
140a
5'X6' BP
20.22
BP-C
JB-C
24.2
24.2
48.00
13.78
13.63
0.003
30
23.0
4.7
140b
4'X4' JB
19.98
JB-C
SF-C(OUT)
0.0
24.2
56.00
13.63
13.46
0.003
30
22.6
4.6
116
8'X8' JB
19.60
SF-C(OF)
SF-D(OUT)
2.2
81.5
170.00
9.28
8.77
0.003
54
107.9
6.8
145a
5'X6' BP
18.94
BP-D
JB-D
24.5
24.5
14.00
12.32
12.28
0.003
30
22.0
4.5
145b
4'X4' JB
18.77
JB-D
SF-D(OUT)
0.0
24.5
56.00
12.28
12.11
0.003
30
22.6
4.6
146
8'X8' JB
18.50
SF-D(OF)
SF-E(OUT)
3.0
109.0
185.00
8.77
8.21
0.003
60
143.6
7.3
159a
5'X6' BP
17.12
BP-E
JB-E
17.5
17.5
27.00
11.68
11.60
0.003
30
22.4
4.6
159b
4'X4' JB
17.00
JB-E
SF-E(OUT)
0.0
17.5
56.00
11.60
11.43
0.003
30
22.6
4.6
147
8'X8' JB
17.00
SF-E(OF)
SF-F(OF)
3.1
129.6
185.00
8.21
6.40
0.010
60
258.2
13.2
169a
5'X6' BP
#REF!
BP-F
JB-F
6.7
6.7
27.00
9.50
9.36
0.005
18
7.6
4.3
169b
4'X4' JB
17.00
JB-F
SF-F(OUT)
0.0
6.7
56.00
9.36
9.07
0.005
18
7.6
4.3
170
8'X8' JB
17.00
SF-F(OF)
OUTFALL
0.4
136.6
40.00 1
6.40
6.00
0.010
60
261.0
13.3

New River MCAS OPTION 1
DATE: 5/30/2014
SANDFILTER CALCULATIONS
yr r--fi < PC = 1 6 inches
Top of Curb
Upstream
From
To
Total Flow
Pipe
Elevation
Elevation
Slope
Dia
Drainage Area (acre)
Water Quality Volume
Into SandFitter
Pre -Development
Post -Development
Imp (%) Runoff Coelt Storm Depth WQV WQVadj
Elev
T/STR
.-iv-�jffivM
WFA+ '�
Q(cfs)
Length
In
Out
(d.M')
(in)
Total
lmpervious Pervious
Impervious Pervious
I Rv Rd (inches) ntA3) (ft"3)
.%
„ - :n,
:13:00'
.,'r4.1217%<*.:,
:'1
,.... N'{5798501-t-
"; r*11"'.--
-F:
l'.17609 $tS,tk`180892
786965i'"'.�tb%:;29536_
v,"+85` ,.Cv
".0'8181pnh
11'1`50 ,...
.. `3202491 ?rr„75187_:>.
Inlet
0206
BP,A�-*t
i�t,SFA
135
''F�
.3 5
-"80'
"``-:8'0
t14-1.1
�zt&.39,
1409'-
_ 19 35`>,
0003ri
0.005 Y
36
CN
98 69
98 69
Inlet
. -fl 00 .,
,- 'JB A7 ,
tt4 SF2A "'
18
CN
Outlet
'21i00/20 17
A'RSF AT°`w
F-'A/B(OF
26.7
9.0
12.17
12.14
0.003
24
HSG=A
CN(wght) = 72
CN(wght) = 94
iDA Btu
a'•?x21.0072077fua>w-�
".'k�`,<.: -
�, cs''6o
mP4"t
"t1'40�
-2e,1057s::.7:.*"`',:t?a°:;
'€;,;�v 41672 Rom'+r,157739>;
,186009?3 ";:`z11402
7.k-;93. :,w=30.8895 "
s-V^at.50fr,,,,;22172
r. u'+uy;16629
Inlet
.2150,g,
y�,,BP,B,;
'i €SFB
p255
-780-'
s,13134..
,: 13.32
�0.003:
30
CN
98 69
98 69
Outlet
.2100/20 17
nxSF B,`�
SF�A/B(OF
28.5
19 0
10.57
10.51
0 003
24
HSG=A
CN(wght) = 75
CN(wght) - 96
�.xaDA=Ct°;$'
20:61n9.58
-; ,. ,.
_..�:_
i.'<-Y f-h
1" t
r`.5.t1S5y{
10.12 'g'
.'asg :3f
3?182655F„.,�"'n`i$,
�
'.'`. .s.-�i,
r 40320 4rl42335''e
41734881 :,ri9167,.,,srQg.„95,:ff,L.,
Inlet
- �"'
%V2C 22-,2;
,, 13P-C 1
` SF,C
-
�;;242 „�;
- `80,
=-13i27 ,
T_13 25.
0 003;
36
CN
98 69
98 69
Outlet
-"DA=Df
20.41119 58
L 79i65778:52�'¢�.',
.'ri?SF G
Si'+ ^'T.
;SF D(OF).
��_
26A
'. "c` `.
25.0
"r rr
10.72
a'ca10'a9
10.64
;`w;n,926,"i,i'
0.003
ii $''`
24
Si`T'
HSG=A
�
,.,789756.e.,
1� ., '..' `L`
' ..xc:.
CN(wght) = 75
,`.94004 . 155752 ,-...180799:
CN(wght) 97
F,.';4895]�#.,
95 II"
"-``06075
zk`�4k't`50: a
Inlet
!,v-`18 9401
'"` BP D`rtx
$6ttSF D*'
' 24 5 .
*��-8 0
-1'1821
1 11:80i i.
,`0.003.-
36
CN
98 69
98 69
Outlet
ii.55118 52
r'„aSF D- ,.
NSF D(OF):.
27.5
25.0
9.26
9.20
0.003
24
HSG=A
CN(wght) = 74
CN(wght) 97
DA=E tSFi
{y'iY:$Sf76.74
7 -a,
F;z'�3`
�i"16if
:map
70.509
b%�96993:
:a§ .s
e"�''§�'�'143680:�.
t+.,-`-•.''3
1��r...,.. �.,3i
tg7#0 5M".`_,Y,3.1A3680,O
;- 134882r*A..=:;r". 87980°.-`k:-_'-94
��<`=0.8949
,�+�"k..i'SO�
�zi16072�`,:S
n'i�>12054fSP
Inlet
>F�'J T) 2'#yg
yi=;,BP, Eg-Y,5r:
*SF,Ea'~s.
uat175.
_;i;80,
.77`.'18
,„.1116-i.
-0003'.
36
CN
98 69
98 69
Outlet
z17i55/76 74
ri� SF Er
'SF-E(OF)'
20.6
23.0
9.69
9.62
0.003
24
HSG=A
CN(wght) = 69
CN(wghl) 96
.'.�
: i�.'.r °'I'
9:�t.S
3g*..909
�3C"�--33Q=;76363�169af-x
rr
SF F`"a
;,.1T024
0
9'50_
s`9:09;>ti
940i;
+;{,8_.30 _.
001318
. 0 033
CN;16i35116:04
;.p,ztSF Fr_u170.
15
HSG=A
CN(wght) = 69
CN(wght) = 96
V t2 R,((arillens)ri AD(acres)4:3.560fr=rRainchXainr ft
N%Q (f ) - I. 1 a -,re 1 I2in
lVQV,t4(fi 3) = (0.75)14VV
• iNW-- Water Quality Vol 7 (W). This is hied to size the su face areas of
the sedirxwntatfon cluamler and the sand Slter•..- " - -- --. -
• % QV Adl: AdjusteA LVater [klalitt• V otuwx (ft1) This is useA a; the :-olimx
that must be contained between the sedimentation chournt er and the sand
. .. - filter (above the sand)-...
• Aoo- Drainage area to the sand filter (acre)
• R.: Volumetric nrtoff coefficient (unfles5)=0.05+0-009(%1MjP)
0 °6hnp: Percent of impervious of land draining to the said filter
ft3) -
IIMmFJlO (!�) -
As(ft')+Ai(ft ')
• A,: Surface area of the sedimentation basin (ft2)
• At: Surface area of the sand filter bed (ft'-)
he Of = hef-'r' . (.h)
• 11A=Average head (ft). The average head on the s -nd filter is approximately
equal to the average head on the sedimentation basin.
Saud Filter Bud SurfaceA rota:
The nli:tinnwl surface area for the said filter Led is deternunecl tn- Durt's latr:
Ar(ft2)_ (1VQVXdr)
(!; Xr kh4 + (" )
• dr: Depth of the sand filter Led, (ft). This dwuld be a minimum of 1.5 ft.
• k: Coefficient of petuwabihry for due satin filter Led=3.5 (ft/day).
• t Tune required to drain the 11-(:YS' throtirch the seal filter 11eti (day). This
tine should be 40 hour Moo dot} -,). (Center for W atersticd Prenceiion 1996.)
• hA:.Average head (ft)
o Mlcrminc the average head of water above the sand filter. The
aYrragc head above the sand filter is half of the maximum tread on
the filter (Center for Watershed Protection. 1996).
Scdinronrrlio1+ Brsin Sitrjnr .4raT7<
The nu sunruum surface area for the sedimentation basin is determined by the Camp
Hazen Equatioiv
"he'1
A, (ft') It �.r In(1 -R)
sec)
-- - {( tiQV(ft}) x9( lhr - - -- - --
A3 (ft') = i.GOOscc- . x.hut - 0.9) _ -T
0.00ai ft
-
1, CC
As (h') = a-066iVQv (h' )
A.,,W)='0.0661 R.(unitless)x Aa,(Anes)x 43,560(ft )x Rn(in)x I(h) yfr7)
I 1 I //(A�cre) 1 12(in) tt'
As(ft2)_[240• R,(tatirless)• A .(acres) •Ro 1P2
• QQ Average rate of outflow from the sedimentation chamber (ft'/see)- (Center
for Watershed Protection, 1996-)
• F: Trap Ffficiency of the chamber- 0.9 (unities)
w: Settling velocity of panicle. Assume that the particles collected by the
filter are 20 microns in diameter.. For 20 microns w=0.0004 (ft/scc)- This
varies depending on the imperviousness of the land draining to the sand filter,.
but the value presented here is mpietentative of most situations. (Center for
Watershed Protection, 1996).
Step 3: Ensure that the Water Quality Volume is Contained:
• Fits-ure that this courpbinaticur of variables will contain the required
vahlme (l-t'QLrAdt (ft ))- 11�
o �A�(ft2)+A,(fr2)�.r�hrr.•no.]�f7�i tVQVt4(ft')

Nev; River MCAS OPTION 1
DATE5/30/2014
SANDFILTER DIMENSIONING
_.
"Q@ RID ID OUyT"�
Len iD Vuldth ID Wi�tr D.
F.T ;g FT
1@1,66 2$t9 . -
TID TOD
Wall Thick. Wall Thick
FT FT
0.66667 0.66667
[ LOp;WOD"• H `_ Hmmyw Hmaxrmld°o 3,H ELEV
Leo'th OD �WitlN OD�Ta et HeadHeatl U Head Dion Head Md% Head Elev
9 ( 1 (. J
�•>^ •:aax e, s kxar ..
F.Tc,... v ., FTC -�,. „'i Sbpe (F,1jw Slope (F-f)'r_ Slope `� KF;<
•s„1}�6732 31^l2k4:67iLit
'y(+ 4 6 �`F � 4s54y SS ta �. 1$z8c'+v8.3iH0' -i'v,�(.
'S. '> "4p,-
•..try i
et i 'n . a
TBOTEGxUpz
Bottom Thick
FT
1.0
EG Dwn-�,k v+all 3CHPMB
w ` -s..1
Eleva.Grate +EIev 6 ate .�FWaN Ht CItamb Depth
_...Uv,O-�,•.r-.. ..
y UP)FTv''`se(DOLVN)�FTn., Ft' ,.'^ FT t•,I
q ]21S$0aW0.�k ` is s)•' �-2i0Zs 11 7 a it'' t.+ca,P2-�5�ry it 8s «00S= )
EINV+ EINV- El^!EIR-CEWEIR-0EINV-OF ESAND EBOT ES4WT
Elev Invert Elev lnven Chamb Weir Outran Weir Elev Bottom Elev Bottom Elev Water
FT FT EIe, FT EIe, FT FT FT FT
13.00 12.17 14.67 18.80 14.50 11.17 17.50
-.�WT�^`X �SH1^.? SAND
De h tmm- De th-SHWr Depth Sand
W P P
'. GS(. FT FT
&
SF=
166 22i
3.0 p'`°`
0.66667
0.833
N`1167�1:67''r25s00p;�
46546,r54
v
=(50"
Yp4
1Tt75"-t
1.5
�100 Fs"20,d117F'f
t
965
�^'960"�=
11.40
10.57
13.07
17.75
12.90
9.07
19.00
--10'0• -9.9
1.5
•Q66 22l0
3:0 su
0.66667
0.833
01 167.67
25 00 ^,
M 440
4 3«..:-
- ,51
7 r.c.17i45r
1.5
2041K
19.S8f
911
6'. `
11.55
10.72
13.22
17.45
13.05
9.22
19.00a9'5
-9.8
1.5
ENNE
0.66667
0,833
#167-.6
2500 ;
4.65
45`
i
5.3
49
ok�
1fi 24"�R
a�.�4
1.5
19355i1852
9°51
y
EK4
10.09
9.26
11.76
16.24
11.59
7.76
17.50
" 8?7 -9.7
1.5
0.66667
0,66667
164.33�
27 67e+;
+ 3.25
;V 3 2
- 4 0
-3 6
.a415 25'"'
1.0
17 55'"'W1674,�
7 30.
""" TOS
70.50
9.69
12.17
15.25
12.00
8.69
15.25
-+.,S6:.T°"x -6.6
1.5
Wr
WHO
0.66667
0.66667
z163 33'
r+ .�
24 67"
�K�;
3,,.rt_3 25,E
�
'z: 3 2-
.kv�-i r�T
3 5
� a,•
3 3
�.t.,�
14'15 `
�'s��,.'�, r"
1.0
�.•�.16 35
,�."�.tca>:a
t- 76 04 -
�`+,.
-7 20
-.
` 6 95 "�
-i^.�
9.40
9.09
11.07
14.15
10.90
8.09
13.80
',1 - s -5.7
F
1.5
N
- larger neaa = tsasea on proposed top or structure elevation a the Invert In elevaton. Lneck that bottom of toundation is a minimum 1 toot clearance between the SHWT (assume SHWT=11.0 & foundation depth = 1.0 feet) Includes subtractions for 1.0 feet for depth of Wier & 1.5 feet for depth of filtration sand.
H = T/STRELV-INV INELEV-1.5-1
Head at mid point along sandfilter used for calculations for Area of Filtration due to the Sandfilter sloping 0.5%.
i, "Depth of Wier= Throat opening from the top of Structure +Grating Height. Assume 12" max Wier depth &max 2s" grating depth
._-- I "' Storage Required = Comb. Vol for Sed & Filtration above 1.5 feet for depth of sand. Increase Sedemention chamber area to make up the difference between Sedmention Area required and WQV storage area required. - - - - -- ' -
Storage Area (SF)= (WQVadj/H)
j Sedimentation Chamber Area (SF)=Asro WQV'0.66
Filtration Area (SF) = (WQV'D�no)/13.5'1.661[(H/2)+1.S]}
""Outlet Chamber Area = (0.67' wall thickness+ 4'length) x 9' width = 42 sf

DWIER ASEDM AFILT AOUT
WSED$
WFILT+°'WSE1)1
WSED,2
Depth Wier" Setlm. Area Filtr. Area Outlet Area
fWFILTyt'
to S a P.+
Filtr Width Sed Width
lka'k
.S„
Fdt{W h
'f1.Rp
Sed Width Sed,Kldth'
�:
Min. FT SF SF SF
FT ;. FTg
�zT
F_T FT
6.13
1336
1432
33
;'',-, 8 8 x
.%8 1 „
.9.0
. `6?5 MA—
ElkkF�
T3....�'.•
7.73
1463
1458
3390'
88
90_
$15 615
k�
x
w
6.99
1363
1442
33
910
65 6.5
7.39
1421
1453
33
.39 0�','E
i Y
8t6
r
90
fi256i5
5.18
1061
1328
33
80
5.08
362
453
33
;.�78k,,
�58
90
5Z `' V5
ASEDM
AFILT
Sedm. Area
Filtr. Area
SF
SF
2158
OK 1461 OK
Proposed Sand
WQVChk
Vol. Contained
15202 OK
2158
OK
1461
OK
17192
OK
2158
OK
1461
OK
15564
OK
2158
OK
1461
OK
16469
OK
2608
OK
1434
OK
12702
OK
806
OK
525
OK
4191
OK